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Governin�Buildin�Code: 2012 IBC Slab On Grade: Masonrv: Special Inspector, .V I R � R
<br /> • ascE�-so ABBREVIATIONS LIST SHEET LIST
<br /> • ACI 318-11 1. Welded wire fabric shall be supplied in sheets only. Rolls will not be permitted.(As required on 1. Mortar shall be Type S for ail masonry work and must achieve a minimum compressive strength of 1800 psi at 1. The foilowing items require special inspection in accordance with the building code. � c c h u t e c t u r e
<br /> • ACI 530-11 construction documents.) the 28-day test. Masonry shall have a minimum strength of f'm=1500 psi. a.Reinforced masonry construction-level 1 inspection Sfle2t NUt'Tibef Sll2et Nal'Yl@
<br /> • AISC 360-10 b.Concrete&masonry grout design mix
<br /> ' • AISC 341-10 2. Welded wire fabric shall be supported on chairs or blocks prior to concrete placement. Mesh shal)not be 2. Masonry grout shall be a coarse-type grout and must achieve a minimum compressive strength of 2000 psi at c.Placing of concrete&reinforcing steel @ qT D (',}i �"� �� �v.� �� GENERAL NOTES
<br /> � AISI 5100-07 hooked and pulled up during concrete placement.(As required on construction documents.) the 28-day test. Slump shall range from 8"minimum to 10"maximum. Grout materials and proportions shall d.Bolts&anchors embedded in concrete&masonry ° DEGREES ����i�i�f�� ��R �r� ISOMETRIC Architect of ttecord:
<br /> • ANSI/AF&PA NDS-12 conform to ASTM C476. e.Concrete formwork = EQUALS S2E 2r����� BUILDING SECTIONS BRR architecture,Inc.
<br /> 3. Weided wire fa6ric shall have end and edge laps of one full mesh pius 2"between cross wires. Wire all f. Structural steel fabrication ' FEET S203 FOUNDATION PLAN Kansas City 6700 Antioch Plaza ,
<br /> la s securel to ether. 3. All masonr shall be reinforced with horizontal 9 a e truss t e reinforcement at 16"o.c.vertical or as shown g.Structural steel boltin &weldin Be��������e Suite 300
<br /> p y g Y g g Yp g g > GREATER THAN Phoenlx
<br /> S204 2ND fL00R FRAMING PLAN Merriam,KS 66204
<br /> Design Loads on the drawings h.Inspection of roof&deck attachment > GREATER THAN OR EQUAL TO San Francisco
<br /> 4. Welded wire fabric shall conform to ASTM A185. i. Post installed anchors in masonr &concrete 5205 3RD FLOOR FRAMING PLAN Philade�phia
<br /> Y " INCHES AHanta Te1:913-262-9095
<br /> 4. Vertica)reinforcing shall be installed as noted on the drawings. Reinforcing bars shall be lapped as specified on j. In-situ soils,excavations,filling&compaction < LESS THAN 5206 4TH FLOOR FRAMING PLAN Miami Fax:913-262-9044
<br /> Roof Loads: Wind Loads: Seismic loads: 5. Floor finish requirements:Slab-on-grade shall be finished to overall floor flatness,overall floor levelness, the design drawings. If no lap length is shown,contact the Engineer. < LESS THAN OR EQUAL TO 5207 ROOF FRAMING PLAN
<br /> local floorflatness and local floor leveiness requirements as defined by the owner. Coordinate requirements 2. The contractor shali request special inspection of the items listed above prior to those items becoming MINUS,NEGATIVE 5208 TYPICAL FOUNDATION DETAILS Consultants
<br /> • Top Chord Dead Load: 15 psf • Occupancy: II • le: 1.0 �
<br /> • To Chord Live Load: 20 sf • Velocit : 110 m h • Ss: 1.329 as required with G.C.prior to slab-on-grade placement. Floor finish requirements to be determined in 5. Vertical control joints in masonry shall be 3/8"wide,full height of wall at locations shown on the Architectural inaccessibie&unobservable due to progression of the work. + PLUS
<br /> p p Y p g 5209 FOUNDATION DETAILS � �L CONSULTANT LOGO
<br /> accordance with ASTM E 1155. drawin s. Joints shall be s aced at a maximum of 25'-0"a art and coordinated with the Architect. All horizontal 5210 TYPICAL fRAMING DETAILS �LL�
<br /> • Bottom Chord Dead Load: 10 psf • Exposure: C • S1: 0.505 g g P P ± PLUS OR MINUS � ��� ( ��
<br /> • Bottom Chord Live Load: 5 psf • Iw: 1.0 • Site Class: D joint reinforcing shall be discontinuous at masonry control joints.Refer to typical details for additional information 3. The special inspector shall be a qualified person who shalE demonstrate competence,to the satisfaction of the A.F.F. ABOVE FINISHED Ft00R �
<br /> Foundations: 5211 FRAMING DETAILS �'� �
<br /> /� • Sds: 0.886 g building official,for inspection of the particular type of construction or operation requiring special inspection. ARCH. ARCHITECT 1;~ [I�����
<br /> Floor Loads: Snow Loads: �� � • Sd1: 0.437 g 6. Lintels over openings shall be installed as indicated on the drawings. If no lintels are indicated,notify the B.O.S. BOTTOM OF STEEL 5212 FRAMING DETAILS �,L!:..- ti �
<br /> Dead Load: 20 sf • P 25 sf • 1. Foundations for this project have been designed in accordance with requirements set forth in a geotechnical En ineer. 4. The s eciai ins ector shall observe the work assi ned for conformance with the a g 8 C.J, CONTROL/CONSTRUCTION JOINT 5213 FRAMING DETAILS S
<br /> • p g: p Seismic Design Category: D g p p g pproved desi n drawin s and
<br /> report prepared by Earth Solutions NW,ILC.,March 30,2015,Project No.ES-3736.Continuous and individual specifications. C.L. CENTER LINE S214 WOOD STAIR FRAMWG PLAN AND ,���
<br /> • Private Room Live Load: 40 psf • Pf: 18 psf • Seismic Force-Resisting System: L.F.S.W. footings have been designed for an allowable soil bearing value of 2 500 psf.The Contractor shali refer to the � � ZO16
<br /> • Public&Corridor Live Load: 100 psf • Ce: 1.0 • Design Base Shear: Cs*W ' 7. Provide at least(1)verticai rebar at each end,side of control joints,jambs,comer,and intersection of all C.M.U. CONCRETE MASONRY UNIT DETAILS �
<br /> Geotechnical Report for all requirements and recommendations pertinent to thisproject.
<br /> • Is: 1.0 • Cs: 0.136 reinforced masonry walls. Size of rebar to match the size of typical vertical reinforcing shown. 5. The special inspector shall furnish inspection reports to the buiiding official,the Engineer and Architect of record, CLG. CEILING 5215 CANOPY FRAMING PLAN AND DETAILS C TY p F EV����'-j- '
<br /> • Ct: 1.0 • R: 6.5 and other designated persons.All discrepancies shail be brought to the immediate attention of the contractor for CLR. CLEAR 5216 DETENTION VAULT PLAN&DETAILS F �rm it �e rvic��
<br /> 2. Anchor rods shall conform to ASTM F1554 Gr.36 and shali be located by means of a template. Provide a nut 8, Provide(1)corner bar at each horizontal bond beam. correction,then if uncorrected,to the proper design authority and to the building official. COL. COLUMN
<br /> Drift Load: Per plan • Analysis Procedure Used: E.L.F.P. above and below template to assure proper vertical alignment.
<br /> Design Loading Notes CONC. CONCRETE
<br /> 9. Submit shop drawings including plan and elevation views of reinforced masonry walis including bond beams, 6. The special inspector shail submit a fina)signed report stating whether the work requiring special inspection was, CONT. CONTINUOUS SYMBOIS LEGEND
<br /> 3. All foundations shall be square and level. control joints,expansion joints,and lintels. to the best of the inspector's knowledge,in conformance with the approved plans and specifications and the COORD. COORDINATE
<br /> 1. Top chord dead load shown includes collateral load of 4 psf, applicable workmanship provisions of the governing buiiding codes. CTR. CENTER
<br /> 2. See components and cladding table for design wind pressures. 4. Grout shall be dry and stiff to prevent shrinkage,with a minimum compressive strength of 4000 psi. Grout 10.All steel beams bearing on masonryshall have(3)cores minimum grouted full directly below the bearing DIA. DIAMETER DETAIL
<br /> 3. See net uplift diagram for joist due to wind pressures, below column base plates. Thoroughly compact grout beneath base plate. locations unless noted otherwise, Earthwork:
<br /> DN. DOWN 01 DRAWING NUMBER Cppyright Notice
<br /> I_ a ,_ � DWG. DRAWING S1.0 This drawin
<br /> COMPONENT$&CLADDING WIND PRESSURES $HEET NUMBER g was prepared for use on a specifc
<br /> �r-� Structural Steel: 1. The inspector must verify that the preparation of the natural ground and the placement of engineered fill is E.J. EXPANSION JOINT site contemporaneously with its issue date and
<br /> performed in accordance with the geotechnical engineer's recommendations as stated in the geotechnical report. E.O.R. ENGINEER OF RECORD AREA OF DETAIL it is not suitable for use on a different project
<br /> � a Effective Max.+VE MdX.-VE site or at a later time.Use of this drawing for
<br /> �� reference or exam
<br /> le on another r
<br /> � _
<br /> 1. All s e r - o�ect
<br /> \ �, �y tru tu al steel shall conform to the following: EA. EACH � - p P �
<br /> Wind Area Pressure Pressure Concrete and Reinforcin�Steel: �eq���es cne 5ervi�es of P�oPe�iy r�en5ea
<br /> „ I I 2. The inspector must monitor the placement of all fill to determine whether the type of material,moisture EL ELEVATION ( � architects and engineers.Reproduction of this
<br /> Zone (sq ft) (psf) (psf) content,and de ree of com action are within the recommended limits contained in the eotechnical re ort. ENG. ENGINEER � i drawing for reuse on another project is not
<br /> \ \ \\ Structural Steel Wide Flanges: ASTM A992 g p g p ,
<br /> \\\ �x` � 1-Roof Interior 10 19.0 -30.2 1. Concrete mix designs shall meet the following requirements: a�cno���ea a�a may be�o�t�ary to cne iaw.
<br /> \ Miscellaneous Steel: ASTM A36 Proceed with subsequent earthwork only after test results for previously completed work comply with ETC. ET CETERA �__,_�
<br /> \ \ \` 1-Roof Interior 20 16.8 -29.1 Structural Tubing. ASTM A500,Grade B(Fy=46 ksi) recommended limits contained in the geotechnical report. F.B.E. FOOTING BEARING ELEVATION issues&rtevisions
<br /> \ 1-Roof Interior 50 16.0 -28.2 Minimum Max. Max. Stee)Pipe: ASTM A53,Type E or S,Grade B F.F.E. FINISHED FLOOR ELEVATION ELEVATION DATE DESCRIPTION
<br /> � � 1-Roof Interior >_100 16.0 -27.4 Compressive Aggregate Water/Cement Slump Air Entrainment 3. All subgrade supporting footings and slabs must be inspected immediately prior to the placement of reinforced FT. FOOT/FEET 01 DRAWING NUMBER � noon, oe�mns
<br /> �] Zone 1 \ � location Strangth(psi) Size Ratio (in.) (°/a) 2. Bolts shall be as follows: concrete. FTG. fOOTING/FOUNDATION 51.0
<br /> � 2-Roof Edge 10 19.0 -52.5 SHEET NUMBER
<br /> Interior Slabs 4000 3J4" 0.50 4±1 0 G.C. GENERAL CONTRACTOR
<br /> 0 Zone 2 �, \ r� 2-Roof Ed e 20 16.8 -46.9 Connection Bolts: ASTM A325 g g p Y
<br /> � \ g 4. Paved and buildin slab areas shall be tested at sub rade and at each com acted fill and backfill la er,at least GALV. GALVANIZED
<br /> Exterior Slabs 3500 3/4" 0.50 4±1 6±1
<br /> �� � Zone 3 \ � a I_ 2-Roof Edge 50 16.0 -42.7 Anchor Rods ASTM F1554,Grade 36 once for every 2000 sq.ft.or less of paved or building slab areas,but in no case fewer than 3 tests. GYP. GYPSUM SECTION
<br /> ,f----,� Interior Foundations 3Q00 1' 0.50 4±1 0
<br /> � � � 2-Roof Edge >_100 16.0 -38.5 Shear Studs: ASTM A108,Grade 1015 through 1020 HORIZ, HORIZONTAL .. DRAWING NUMBER
<br /> � Perimeter Foundations 3000 1" 0.50 4±1 6±1 5. Foundation wall backfill shall be tested at each compacted initial and final backfili layer,at least once for each IN INCHES
<br /> \ 3-Roof Corner 10 19.0 -77.6
<br /> \ \ \ 3-Roof Corner 20 16.8 -71.0 �-�bhtweight Topping Slab 4000 1/2" 0.45 4±1 0 3. Welding shall conform to the latest publication of applicable codes set forth by tne American Welding 100 ft.or less of wall length,but no fewer than 2 tests. 1.B.E. JOIST BEARING ELEVAT�ON �' --SHEET NUMBER
<br /> � Society. Welding electrodes shall be E70XX. JT. 101NT
<br /> 3-Roof Corner SO 16.0 -65.9
<br /> �0 6. Trench backfiN shali be tested at each compacted initial and final backfiH layer,at least once for each 150 ft.or L.F. LINEAR FEET
<br /> 3-Roof Corner >100 16.0 -60.9 2• F►y ash shall not be used unless approved in writing by the Engineer. Fly ash,if approved,shall conform to
<br /> � � �� 0 4. All steel stairs shall be designed by the steel stair manufacturer in compliance with the governing building less of trench length,but no fewer than 2 tests. LB POUND
<br /> ASTM C618 and shall not exceed 15/of the total cement volume. W16x26(12 c=3/4 BEAM DESIGNATION
<br /> \ a � 4-Wali Interior 10 33.0 -35J code to meet 100 psf design live load. M.E.P. MECHANICAL ELECTRICAL PLUMBING � •
<br /> � � 4-Wall Interior 50 29.5 -32.3 7. Test compaction of soils-in-place in accordance with ASTM D 1556,ASTM D 2167,ASTM D 2922,and ASTM D MAX. MAXIMUM CAMBER OF BEAM IN INCHES
<br /> �` 3.The use of admixtures to increase the slump shall not be used unless approved in writing by the Engineer.
<br /> 2937,as applicable. MIN. MINIMUM SHEAR STUD COUNT
<br /> �_ a �_ �� 4-Wall Interior >_200 26.5 -29.3 MISC. MISCELLANEOUS
<br /> �� � 4-Wall Interior >_500 24.6 -27.4 4. All concrete is reinforced uniess specifically called out as unreinforced. Reinforce ail concrete not otherwise Rou�h CarpentrV: BEAM TYPE&SIZE
<br /> 8. Test Reporting: Test results must be reported to BSE and the general contractor in writing within 24 hours after N.A. NOT APPLICABLE
<br /> � 5-Wall Edge 10 33.0 -44.1 shown with same steel as in similar sections or areas, testing,via fax. Reports must contain the project name,the date of the test and the location of the test. N.T.S. NOT TO SCALE
<br /> Gomponents&Claddin�Wind Zone Diasram 1. All roof,floor and wall sheathing shall be APA rated,with exterior glue. Roof sheathing shall have a panel � COLUMN DESIGNATION
<br /> 5-Wali Edge 50 29.5 -37.2 � DIAMETER \'y �
<br /> 5: Construction joints in grade beams shall be at midspan unless noted otherwise. Reinforcing steel shall be identification index of 24/16. Floor sheathing shall have an identification index of 48/24. PL. PLATE �.�+�� COLUMN SIZE
<br /> 1. The components&cladding(C&C)wind pressures shown 5-Wall Edge >_200 26.5 -31.3 continuous through construction joints unless noted otherwise. D�
<br /> assume a mean roof hei ht of 20'-0"above finished floor 5-Wall Edge >_500 24.6 -27.4 Concrete: PSF POUNDS PER SQUARE FOOT ��i`' COLUMN TYPE
<br /> g 2. Plywood sheathing shall be attached to framing members as described below:See framing plans for wall sheathing PSI POUNDS PER SQUARE INCH
<br /> elevation. All components shall be designed to resist the 6. No aluminum items shall be embedded in any concrete or piaced in contact with concrete. 1. Strength test cylinders shall be prepared for each day's pour of each concrete mix and at a minimum frequency R RADIUS /
<br /> provided pressures,which shall be clearly defined on all shop of ever 5d cu. d.on all concrete laced. Conform to ASTM C39. REQ. REQUIRED
<br /> drawings. Refer to wind zone diagram for zone locations. Plus 7. Reinforcing bars#4 and larger(except ties and stirrups)shall meet ASTM A615 with Supplementary Min. Nail Nail Nail y y p
<br /> and minus signs signify pressures acting toward and away Requirements(S1),Grade 60. Smaller bars shall be Grade 40. Plywood Tongue Penetration Spacing @ Spacing @ Spacing @ SF SQUARE FEET
<br /> � Thickness & Nail Nai! into Su ort Panel Interior Dia hra m Z. Four(4)test cylinders are to be made and cured on site for the first 24 hours. Test one of the specimens at 7 SIM. SIMILAR �'y� FOOTING DESIGNATION
<br /> from surfaces,respectively. �. PP P b
<br /> Locations (in.) Groove Size Type (in.) Edges Support Boundary Blocked days and two at 28 days. Hold the fourth specimen in reserve for later testing if needed. SPEC. SPECIFICATION ��-FOOTING MARK
<br /> ,�, �� 8. Concrete coverage of reinforcement shall have the following clear distances unless noted otherwise on the o .
<br /> 2. The components&cladding wind zone diagram is a =6'-0" drawings: Roof 5/8" Yes 10d Wire 1 1/2" 6" 12" 6" No 3. Slump,air content and temperature tests shall be conducted at a minimum when strength specimens are made T B.E, TRU SRBEARING ELEVATION ��`�� BEARING ELEVATION
<br /> generalized to show a►I possible conditions. The diagram a\ Floor 3/4" Yes 10d Wire 1 1f 2" 6" 12" 6" No and at any other times as specified by the Engineer. T.O.C. TOP OF CONCRETE
<br /> shape may not match the specific layout for this project. � =7 psf Cast against earth:3°
<br /> T.O.F. TOP OF FOOTING Project Name
<br /> � =14 psf 3. All dimension lumber used in load-bearing walis,fioor joists,exterior lintels,interior linteis,all bearing and jamb 4. Perform siump tests on a representative concrete sample at the point of discharge. Perform additional tests T.O.S. TOP Of STEEL
<br /> 3. a=6 ft Formed concrete exposed to earth or weather:2" studs,columns and beams,shali have the following minimum design values: when concrete consistency seems to have changed. The maximum allowabie field slump is 5 inches. Conform to T.O.W. TOP OF WALL Qti� PIER DESIGNATION Wood Sp ri n g
<br /> 4, Internal Pressure Coefficient=±0.18 Not ex osed to earth or weather:1"Slabs,11 2" Beams and columns ASTM C143. THRU. THROUGH �-FOOTING MARK
<br /> � p / Fb; 875 psi TYP. TYPICAL ��' Su�tes
<br /> � Fv: 135 psi � Q�'� TOP OF PIER EIEVATION
<br /> 5. Perform air content tests on all concrete specified to be air-entrained. Conform to ASTM C231. U.N.O. UNLESS NOTEQ OTHERWISE ,�o� Sig natu re
<br /> 5.All wind pressures shown are strength IeveL Net Uptift dia�ram tor loists&Joists Girders 9. Embedded and all reinforcing bars marked continuous shall be embedded to devetop the full tensile capacity of Fc(perp); 425 psi VERT. VERTICAL
<br /> the bar. Laps shall be Class B tension laps unless specified otherwise on the drawings.Unless shown otherwise, Fc(parailel): 1,150 psi 6. Perform a temperature test every hour when air temperature is 40°F and below,or when air temperature is 80° W.W.F. WELDED WIRE FABRIC
<br /> General: splice top bars near midspan and splice bottom bars over supports. E: 1,400,000 psi
<br /> 1. The structurai systems shown on these documents have been designed for the finai,in place usage of the structure F and above. Conform to ASTM C 1064. WT. WEIGHT aroject address
<br /> based on the intended occupancy and code requirements.While general constructability has been considered,the 10.Su I corner bars 4'-0"lon
<br /> structural s stems have not been desi ned to accommodate s ecific construc io m h pp Y B(min.2'-0"in each direction)in outside face of wall at corners of all walls and These values are based on allowable stresses provided in the NDS(2010)and do not include adjustment Factors. g of forms or the deliver of concrete to the'ob site the ins ector shali verif that the 7707 Broadway
<br /> y g p t n eans and met ods that mi ht be 7. Prior to the closin y � , p y
<br /> g grade beams,matching size and spacing of horizontal bars. Where there are no vertical bars in outside face of COLUMN GRID Everett WA 98203
<br /> utilized by the contractor. reinforcing steel is in conformance with the city-approved plans,specifications and shop drawings. The inspector � .
<br /> wall,supply three(3)-#4 vertical support bars for corner bars. The following species and commercial grades conform to the above minimum design values: MATERIALS LEGEND g.g GRID DESIGNATION
<br /> shall confirm that the reinforcing steel is of the correct size and grade and ensure that the proper spacing,
<br /> clearances,splice lengths and embedded items have been provided. All reinforcing steel shall be in place prior to
<br /> 2. The contractor shall field verify all existing dimensions prior to fabrication. 12.All bars are to be supported in forms and spaced with wire bar supports per ACI"Manual of Standard Practice Douglas Fir-Larch: No.2 the placement of concrete and be secured against displacement.
<br /> for Detailing Concrete Structures"Qatest edition). Bars shall be securely wired per the latest edition of CRSI's Spruce-Pine-Fir: No.2 or approved equal ALUMINIUM i
<br /> 3. The Contractor shall notify the Engineer of any observed discrepancies in dimensions,detailing,or other items as �� �� 8. The ins ector shall verif that the bolt size,�ocation and embedment len /
<br /> Recommended Practice for Placing Reinforcing Bars. Accessories for expased concrete shall be plastic or shall
<br /> shown on the plans or specified prior to proceeding with work relating to said discrepancies. have lastio-ti ed feet. p Y gth of all anchor bolts are in a ' �
<br /> P pP 4. Ali dimension lumber used for non-load bearing walis shall have the following minimum design values: conformance with the city-approved plans,specifications and shop drawings. CONCRETE �
<br /> 4. The Contractor shall not alter or modify work shown on the structural drawings without receiving written approval 13.Concrete placed during cold weather shall conform to the requirements of ACI 306R-88. Cold weather is Eb: 675 psi �� EARTH _ I I � MOMENT CONNECTION
<br /> from the Engineer. 9. Anchor rods 3J4 �or smaller may be floated in place following concrete placement,provided that anchor bolts _, , ,---i � i- CLIENT LOGO
<br /> defined as a period when,for more than 3 successive days,the mean daily temperature drops below 40°F. Fv: 70 psi are worked easily by hand into the fresh concrete to allow for full contact with the shank of the bolt. Bolts shall � '�
<br /> Fc(perp): 425 psi be placed by means of a template and shail be worked into concrete in vertical alignment. GRAVEL ��������.��` N `,
<br /> 5. The Contractor shall be responsibie for supplying shop drawings for wood joists&trusses,structural steel,metal 13.Concrete placed during hot weather shall conform to the requirements of ACI 305R-9L Hot weather is E: 1,200,000 psi `/
<br /> deck,reinforcing steel,concrete masonry units and accessories,plan and elevation views of concrete masonry wall defined as that combination of air temperature,concrete temperature,relative humidity and wind speed that will - - - -- - -
<br /> elevations including control joint and expansion joint(ocations,mortar and grout,and concrete mix desi ns. Sho 10.Test Reporting: Test results must be reported to BSE and the general contractor in writing within 24 hours GROUT _ _ - NORTH ARROW `/
<br /> g p cause a rate of evaporation of 0.2 Ib/sq.ft./hr.or more as defined by Figure 2.1.5 of ACI 305R-91. These values are based on allowable stresses rovided in the NDS 2010 and do not include ad'ustment factors. -
<br /> drawings must be reviewed for conformance with the means,methods,techniques,sequences,and operations of p � � � after testing,via fax. Reports of compressive strength tests must contain the project name,the date of concrete \/
<br /> construction,and safety precautions and programs incidental thereto,all of which are the sole responsibility of the placement,the location of concrete placement within the structure and the concrete mix design being used. GYPSUM -' ,- , - ,
<br /> 14.Do not add water to concrete during delivery,at Project Site,or during placement,unless approved by the 5. A.G.Q.lumber shall be used in all locations where lumber is exposed to weather,moisture,or is in contact with - - WO�DS P R I N G
<br /> Contractor,and shall be stamped"approved"by the Contractor prior to submittal. Shop drawings submitted without Engineer. concrete. INSULATION-RIGID T �1-� �1 REVISION DESIGNATION J U I T E S SM '
<br /> the Contractor's stamped approval will be returned rejected. All shop drawings shall be reviewed by the Structural
<br /> Engineer prior to construction. , Structural SteeL
<br /> 15.Provide 3/4' chamfer on all exposed comers unless noted otherwise on architectural or structural 6.Gypsum sheathing shall be attached to framing members as described on framing plans. MASONRY-BRICK � AN EXTENDED STAY HOTEL
<br /> construction documents.
<br /> 6. See architectural,mechanical,and electrical drawings for other pertinent information related to the structural work 1. eolts: eolts that are not identified as being slip-critical nor in direct tension need not be inspected other than �
<br /> 7. Connections shall conform to IBC 2012 table 2304.9.1 unless noted or detailed otherwise. / <###'-##"> JOIST BEARING ELEVATION
<br /> and coordinate as re uired.These structural drawin s are intended to be inciuded in a com lete set of construction 2 to verif that the lies of connected elements are brou ht into snu -ti ht condition in ro erl -ali ned holes. MASONRY-CMU
<br /> a g p 16.All cold joints shall be roughened and cleaned unless noted otherwise. y p g g g p p Y g /� /
<br /> documents,including but not limited to,architectural drawings,civil drawings,and mechanical/electrical/plumbing Prefabricated Wood Trusses ` z�-F`.. F F� `;�-5;r
<br /> drawin s.Contractor shall verif coordination of these drawin s with contents of above drawin sets s ecified and onl 2. Field Weldin ins ection is re uired for sin le- ass fiilet welds multi- ass fillet welds,com lete-and artial- PLYWOOD ;���:�;-y.�zz���':t=�.
<br /> g y g g p Y 17.Vertical control joints in walls shall be placed at 30'-0"maximum spacing unless noted otherwise. Locate g' p p g p � P p p E?�R���?�2��za'����` aro�ect Manayer:
<br /> proceed with bidding and construction after such has taken place. penetration groove welds,floor and roof deck welding,and stairs and railing systems. Prior to the start of the
<br /> joints beside piers monolithic with wails,near corner,and in concealed locations where possible. Construction 1. Roof trusses shall be factory-manufactured wood trusses using steel connector plates. Trusses shall be BL
<br /> work,materials,qualifications of welding procedures and welder qualifications shall be verified. Provide STEEI
<br /> joints may be placed in lieu of control joints at contractors discretion. Coordinate location of control joints with designed for the loads shown on the construction drawings. Truss manufacturers shall provide design / Checked By:
<br /> 7. The buiiding and the independent structural components shown in these documents are not structurally stable until Architect. calculations,shop drawings and erection drawings for review by the Engineer prior to construction. Contractor continuous or periodic inspection of the structural welding as indicated in Table 1704.3 of the 2009 IBC.
<br /> all connections,framing,shear walfs,diaphragms,permanent bracing,metal decking,interior and exterior concrete Ins ections ma occur eriodicall ,as defined below. A visuaf ins ection to ensure ro er t e,size,len th and TILT/PRE-CAST , ,
<br /> shall instali all blocking,load transfer assemblies,hangers,accessories,etc.as recommended by the truss p y p Y P p p Yp g Drawn by:
<br /> slabs on grade,and exterior or interior load-bearing walls are complete and have achieved their design strength. quality of all field welds is required prior to work being concealed by other materials.
<br /> Post-Instailed Anchors: manufacturer,the Truss Plate Institute,or these construction drawings. �M
<br /> Contractor is solely responsible for maintaining structural stability during erection and construction.Temporary bracing �2 �ocument date:
<br /> systems shall remain in place until all structural work is complete. 3. Periodic inspection: "Periodic"is defined as generally once a week at a minimum,and more often as needed to 05/12 2
<br /> 1.Post-installed anchors shall onl be used where s ecified in the construction documents. 2• Floor joists shall be factory-manufactured Open Web Series joists(Truss-Joist or approved equal)or pre- / 015
<br /> Y p observe work requiring inspections,as outlined above,prior to being covered by subsequent construction. Structural Wood:
<br /> engineered I-shape series joists(Truss-Joist or approved equal). Joist manufacturers shali provide design
<br /> 8. The contractor is responsible for verifying all existing dimensions and conditions of the existing building and calculations,shop drawings and erection drawings for review by the Engineer prior to construction. loist
<br /> reporting discre ancies from the assumed conditions shown on the structural drawin s to the en ineer of record rior 2•The contractor shall obtain written approval from the engineer prior to installing post-installed anchors for mis- 4. Test Re ortin : Test results must be re orted to BSE and the en r I r Project No.
<br /> p g g p p g p g e a cont actor in writing within 24 hours of 1. S ecial ins
<br /> laced anchors. designations are indicated on the floor framing plan. Contractor shall install all blocking,load transfer p pections of structural wood framing to be performed in accordance with IBC 2012 section 1705.11.2.
<br /> to fabrication and erection of any member. p testing,via fax. Reports must contain the project name,the date of the test and the location of the test.
<br /> assemblies,hangers,accessories,etc.as recommended by the joist manufacturer. 31000034
<br /> 9.)Reference the specification for additional requirements. 3.Care shall be taken with placing post-installed anchors to avoid damaging existing reinforcement.
<br /> Masonry: 2. Periodic special inspection is required for nailing,bolting,anchoring and other fastneing of components within
<br /> 3. Roaf and floor trusses shall be designed by a Professional Engineer for design loads indicated on these the seismic force resisting system,including wood shear walls,wood diaphragms,drag struts,braces,shear panels, Project Phase
<br /> 4.The holes shall be drilled and cleaned in accordance with the manufacturers specifications.
<br /> drawings. All calculations and shop drawings shall bear the seal of a Professional Engineer registered in the state 1. Mortar properties,grout,brick,concrete masonry unit and prism tests and evaluations are to be performed and hold-downs.
<br /> in which the trusses or oists are to be used. CITY PLAN REVIEW
<br /> Structural En�ineer Site Observations: � during construction for each 5,000 sq.ft.of wall area or portion thereof.(Engineer Edit)
<br /> 3. Test Reporting: Test results must be reported to BSE and the general contractor in writing within 24 hours of
<br /> 5.Post-installed anchors shall meet ACI Appendix D criteria. The foilowing are acceptable post-instalied anchors:
<br /> 4. All#russes shall be designed for the following deflection criteria: 2. Mortar ro erties are to be tested er testing,via fax. Reports must contain the project name,the date of the tesYand the location of the test.
<br /> 1. The contract structurai drawings&specifications represent the finished structure,and,except where specifically p p p ASTM C 780. Professional seal
<br /> shown,do not indicate the method or means of construction.The contractor shall supervise and direct the work and All adhesive anchoring systems referred to in these drawings shai►be one of the following: Totai Load:L/240
<br /> shall be solely responsible for all construction means,methods,procedures,techniques,and sequence. a.Hilti HIT HY 200 Live Load:L/360 3. Grout will be sampled and tested for compressive strength per ASTM C 1019.
<br /> b. Powers AC100+Gold
<br /> 2. The engineer shall not have control nor charge of and shall not be responsible for,construction means,methods, c.Simpson 5trong-Tie SET-XP 5. Truss designer shall be responsible for all connections of truss system to support structure. 4. Brick tests for each type and grade of brick indicated are to be performed according to ASTM C 67, r" •
<br /> techniques,sequences,or procedures,for safety precautions&programs in connection with the work,for the acts or d.Or Approved Equivalent
<br /> omission of the contractor,subcontractor,or any other persons performing anyof the work,or for the failure of any 5. Concrete masonry unit tests for each type of concrete masonry unit indicated are to be performed per ASTM C ��►� �
<br /> of them to carry out the work in accordance with the contract documents. All screw anchors referred to in these drawings shall be one of the following: 140. �'��t��� ��I� `'�
<br /> a.Hilti KH-EZ � ' �,�� �**��
<br /> 3. Periodic site observation by field representatives of BSE Structural Engineers LLC.is solely for the purpose of b.Powers Wedge Bolt+ 6. Masonry prisms are to be tested per ASTM C 1314, Prepare one(1)set of prisms for testing at 7 days and one �� �,�� � '�
<br /> determining if the work of the contractor is proceeding in generai accordance with the structural contract c.Simpson Strong-Tie Titen HD (1)set for testing at 28 days. ����#�
<br /> documents.This limited site observation should not be construed as exhaustive or continuous to check the quality or d.Or Approved Equivalent � '�' �� ,,,,
<br /> quantity of work,but rather periodic in an effort to guard the client against defects or deficiencies in the work of the 7. Special inspection of masonry construction is required during preparation and taking of any required prisms or ��-;� �1�� �
<br /> ��� �'' <
<br /> contractor. test spec�mens,piacing of all masonry units,piacement of reinforcement and inspection of grout space immediately l���sa�,�
<br /> prior to ciosing cleanouts,and during all grouting operations.
<br /> ���� � � ��
<br /> 8. Test Reporting: Test results must be reported to BSE and the generai contractor in writing within 24 hours of
<br /> testing,via fax, Reports must contain the project name,the date of the test and the location of the test. �TRU CTU RaL sheet 7it1e
<br /> �� �N� � ����� GENERAL NOTES
<br /> BSE Structurei Engineers lLC
<br /> - 1132U West 79ih SVeet Sheet No.
<br /> Lenexa,Kansas 65Z14
<br /> Phone 4t3.492.7400
<br /> www.85 Estructura I.com
<br /> t� BRR Original printed on recycled paper
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