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<br /> � STRUCTURAL NOTES �
<br /> DESIGN LC�ADS CONCRETE MASONRY�� ANCHORS I .
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<br /> All design and construction shall conform to the requirements of the International Concrete work shall conform to all requirements of IBC Chapter 19. BRICK MASONRY: Hollow cla masonr units shall com I with ASTM C 652 for - ** '�'� I�
<br /> y y p y POST INSTALLED ANCHORS. Provide post-installed anchors per the following ,I
<br /> - Building Code (IBC), 201� Edition, as amended by the City of Everett, WA. hollow brick. Assemblies shall have a minim�um co�mpressive strength of f m = 4,400 schedule unless noted otherwise:** **as specified in these drawings.** ¢ � '
<br /> C O N C R E T E M I X E S: Concre te mixes s ha l l eon form to t he fo l lowing requiremen ts: psi. Bric k uni ts s ha l l con form to t he dimensions s hown on t he p lans. A l l wa l ls s ha l l
<br /> R O O F S N 4 W L O A D: T h e r o o f s n o w l o a d i s d e t e r m i n e d u s i n g C h a p t e r 7 o f A S C E 7 be so li d grou te d, un less no te d o t herwise. Masonry wa l ls s ha l l be rein force d as
<br /> , in accordance with IBC Section 1608 and with the following factors: fc Test Age shown on ptans and details: � ANCHORS IN CONCRETE .
<br /> _ , si da s Use _ , _ -
<br /> Anchor T e A roved Anchor s Evaluation Re ort
<br /> Minimum design load 25 psf without drift MORTAR: All mortar shall be Type S and shall conform to IBC Section 2103. yp pp � � p
<br /> 3,000 28 Slab-on-grade, Curbs and Fads � Adhesive Hilti RE 500 ,
<br /> t SEISMIC LOADS: The Seismic Force-Resisting System (SFRS) used to resist 4,000 28 Shelter/Comfort Station Foundations, Site Retaining Walls VENEER TIES: Veneer anchors and fasteners shall comply with Section 12.2 of �
<br /> earthquake and wind loads is comprised of cantilever columns fvr Shelters and ACI 530-13. Anchor#ies shall be spaced so'as to support not more than 2 square Mechanical
<br /> � 5,000 28 Detention Vault Walls and Mat Foundation
<br /> plywood shear walls for Comfort Station Building. Earthquake design is based on the feet of wall area, but not more than 24 inches on center horizontally nor more than f
<br /> � equivalent lateral force procedure in ASCE 7 Section 12.8 with the following factors: 18 inches on center vertically. � '
<br /> Water-reducing admixtures may be incorporated in concrete mix designs, but shall �
<br /> conform to ASTM C 494, and be used in strict accordance with the manufacturer's � ANCHC)RS IN MASONRY °� �
<br /> � Site Class C recommendations, CaCl2 or other water-soluble chloride admixtures shall not be used. STRUCTURAL S;TEEL Anchor T e A roved Anchor s Evaluation Re ort
<br /> ; Risk Category II ; Yp pP � ) p
<br /> : Seismic Design Category D Water/cement ratio shall be m as r _ � : - : _ _
<br /> e u ed by weight and shall be based on the total REFERENCE SPECIFICATIONS ' Adhesive Hilti HIT-HY 200 Max ICC-ES ESR-2262
<br /> 's cementitious material. Water/cement ratio and water content shall be determined ' .
<br /> Ss = 1.443 g R = 3 - Shelters by the supplier based on strength requirements and shall not exceed the maximum .
<br /> S� = 0.555 6 1/2 - Buildin Structural Steel AISC 360 - Specification for Use of alternate roducts or of ost-installed anchors at locations not shown'in ,
<br /> 9 9 water/cement ratio and/or water content if shown above or in the project i i p � p
<br /> � S�s = ` 0.962 I E = 1.0 Structural Steel Buildings these drawin s, is sub'ect to the a roval of the Architect. Submit ro osed anchors �
<br /> 9 specifications. , g J pp p P
<br /> S�� = 0.981 g : Hi h Stren th Bolts RCSC S to the Architect with an ICGES or IAPMO UES report valid for#he 2012 IBC.
<br /> g g pecifieation for Structural Submitted ICC-ES and IAPMO UES reports shall demonstrate that the anchors are �
<br /> Field-measured slump shall conform to the submitted concrete mix design. Joints using High-Strength Bolts
<br /> _ WIND LOADS: Wind load is determined using Chapters 26-31 of ASCE 7 in suitable for use in cracked concrete or uncracked, fully grouted reinforced concrete
<br /> Tolerance of slump shall conform to ASTM C 94. � �
<br /> accordance with IBC Section 1609 with the following factors: masonry units. Where anchors resist seismic loads, submitted ICGES and IAPMO ' , � �;
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<br /> An air-entrainin a ent conformin to ASTM C 260 shall be used in atl concrete g AWS D �1, typical UES reports shall demonstrate that the anchors are suitable for the resistance of
<br /> � Weldin AWS D1
<br /> � Risk Cate o II Kzt 1.0 mixes for flatwork which is ex osed to weather. The amount of entrained air shall AWS D1.3 for sfeel deck and cold-formed framing seismic loads.
<br /> g ry p 1.8 for Isupplemental seismic provisions �',
<br /> � Exposure Category C GCp; = 0 ;
<br /> •-, be 5 percent ±1 1/2 percent by volume. The amount of entrained air shall be AWS prequafified joint details �,
<br /> V = 110 m ph Adhesives shall not be installed prior to the concrete reachin g an a ge of 21 da ys as
<br /> � �" measure d in t he fie l d a t t he disc harge from t he truc k. ', required by ACI 318. ',,
<br /> � Design wind pressures for determining forces on companents and cladding shall be Welder Certification Amer�can Weldmg Society (AWS) �
<br /> The Contractor shall submit concrete mix designs for approval 2 weeks prior to
<br /> Q determined using Chapter 30 of ASCE 7 in accordance with IBC Section 1609 by ' C��..,�-F�(�ME� STEEL ',
<br /> � placing any concrete. The mix design sha)I be in conformance with ACI 318, Washin gton Association of �
<br /> t h e V 1/a s h i ng t o n S t a t e R eg i s t e r e d P r o f e s sion a l E ngi n e e r w ho is responsi ble for the Chapter 19. The submittal shall indicate where each concrete mix is to be used on Building' Officials (WABO) I'�
<br /> design of such elements, unless noted otherwise on the drawings. , Cold-formed steel framing members shall be of the type, shape, size, gauge, and '�
<br /> � the project, as well as the maximum aggregate size of each mix. Maximum , spacing as shown on the drawings. Member types and sizes shown on the '�
<br /> Q aggregate size shall conform to the project specifications. Steel Deckin Steel Deck Institute Publicatian No. 31
<br /> o SOIL LOADS: � AISI S100 - North American drawings refer to members as defined by the Steel Stud Manufacturers Association I
<br /> , . � , � (SSMA). Members equivalent m shape, size, stiffness, and strength by other
<br /> o CURING: If the air temperature will exceed 75 degrees F within 48 hours of placing Specification for the Design of �'
<br /> � Allowable Soil-Bearing Pressure � manufacturers may be substituted for framing members shown. Alternate members ,
<br /> � � Shallow Foundations 3000 sf DL + LL 4000 sf DL + LL + seismic/wind concrete, a moist cure shatl be applied to the concrete for a period of 36 hours after Cold-Formed Steel Structural Members �,
<br /> �. p ( p ) � shall be subject to review and approval by the Architect and Structural Engineer
<br /> o finishing concrete surfaces. Refer to the project specifications for curing ,
<br /> Detention Vault 5000 psf DL + LL prior to fabrication and erection. All cold-formed steel framing shall conform to the
<br /> I requirements. STEEL MATERIALS
<br /> � i AISI S100 - ''North American Specification for the Design of Cold-Formed Steel ,
<br /> o G�NERAL NOTES Wide Flange Shapes (W and WT) ASTM A 992 Structural Members." All studs, tracks and joists shall be galvanized. Fastenings ,
<br /> - N REINFORCING STEEL : : Plates (PL), Bars, Angles (L), ASTM A 36, unless noted otherwise shall be as shown on#he drawings. Fastenings not shown shall be as
<br /> � p g Channels C and MC �', recommended by the manufacturer. i
<br /> o SUBMITTALS: Sho drawm s shall be submitted to the Architect prior to any Deformed Bars ASTM A 615; Grade 60 � � ,
<br /> fabrication or construction for all structural items, includin the followin concrete Structural Tubes (HSS) ASTM A 500, Grade C �,
<br /> 9 9� S ecial Ductile Qualit Deformed Bars ASTM A 706 Grade 601ow allo � ��
<br /> � � p y ' Y Steel Pi e � ASTM A 53, Grade B Cold-formed steel welding shall be in accordance with AWS D1.3, Specification for
<br /> � or masonry reinforcement, embedded steel items, structural steel, and steel deck. Head T e HA p '
<br /> Headed Deformed Bars ASTM A 970, Structural Bolts ASTM A 325
<br /> � Yp Welding Sheet Steel in Structures." Welders shalt be qualified by WABO Sheet
<br /> Adhesiue Reinfarcing Dowels ASTM A 615, Grade 60 Steel Welder Certification Program. '
<br /> - �? If the shop drawings differ from or add to the design of the structural drawings, they Anchor Rods ASTM F 1554, Grade 36 �,
<br /> � Adhesive as required per i i
<br /> � shall bear the seal and signature of the Washington State Registered Professional unless noted otherwise ,
<br /> Engineer who is responsible for the design.
<br /> post-installed anchors Threaded Rods ASTM A 36
<br /> o Welding Electrodes 70 ksi low hydrogen typical -
<br /> � _ Reinforcing shall be supported as specified by the project specifications and the .' i . , i ' _ j
<br /> INSPECTION: S ecial ins ection er IBC Cha ter 17 shall be erformed b an - 60 ksi, mmimum, steel deck and cold /�`p, �+ ;
<br /> p P P P p Y CRSI Manual of Standard Practice. Reinforcing steel shall be detailed in formed � " �
<br /> �' framin �Rf'1VV�NG L��7T
<br /> � approved testing agency as indicated in the Statement of Special Inspections and accordance with ACI standard of practice as out(ined in ACI 315, "Details and �� g '
<br /> � Testing. All prepared soil-bearing surfaces shall be inspected by the Geotechnical Detailing of Goncrete Reinforcement." !
<br /> � � Engineer prior to placement of reinforcing steel. Soils compaction shall be Structural steel design, fabrication and erection shall conform to the requirements of ,
<br /> I su ervised b an a roved testin a enc or Geotechnical En ineer. � IBC Chapter 22.. All members are to be erected with natural mill camber or induced S1 StruCtural Notes , ,
<br /> p Y pp 9 g Y 9� Lap all reinforcing bars as noted on the drawings. Where splice length is not shown � ,
<br /> � ' camber up, unless otherwise noted on the plans. Substitution of inember sizes or S2 Special Inspections _ ,
<br /> use Type Lb (Lbt for top bars} splice per development and splice length schedule. , i
<br /> steel grade will not be allowed withoufi prior approval of the Architect. Bolted S3 Specia) Inspections
<br /> j _ SPECIAL CONDITIONS: Contractor shall verify all levels, dimensians, and existing Mechanical splices called out on the plans shall be Type 1, unless otherwise noted. S4 Full Shelter Plan & ection I
<br /> connections are to be of high strength ASTM A 325 bolts as shown, unless noted s S
<br /> � conditions in #he field before proceeding. Contractor shall notify the Architect of any Type 1 splices shall develop 125 percent of the yield capacity of the spliced bars in , � � '
<br /> +' �' otherwise. A minimum of two bolts is re uired for all beam connections. Alternative S5 Narrow Shelter Plans & Section
<br /> o � discrepancies or field changes prior to installation or fabrication. In case of both tension and compressian. Type 2 splices shall develop the specified tensile . a . _i � _ '
<br /> z -a-� connections to those shown on these drawings wili require prior approval of the S6 Corner Shelter Plans & Section ,
<br /> � � discrepancies between the existing �onditions and the drawings, the Contractor shall strength of the spliced bars in tension in addition to meeting Type 1 splice , S7 Comfort Station Plans
<br /> a� � obtain direction from the Architect before proceeding. Dimensions noted as plus or requirements. Submit ICGES or IAPMO-UES report valid for the 2015 IBC Architect. ,
<br /> � - minus ± ind'icate unverified dimensions and are a roximate. Notif Architect S8 Foundation Details
<br /> 'v� O � pp Y demonstra#ing compliance of couplers with these requirements. S9 Shelter Details '
<br /> . o o immediately of conflicts or excessive variations from indicated dimensions. Noted _ The Contractor shall be responsible for all er�ection ',,aids and joint preparations that , '
<br /> / o dimensions take precedence over scaled dimensions--DO NOT SCALE : ntr ' ' ` ' � include, but are not limited to, erection angles, fift holes and other aids, welding S10 Shelter Details I,
<br /> � At the Co actor s option and with the Architect s approval, headed deformed bars � i , � , �
<br /> � � DRAWINGS. Dimensions of existin conditions ma be based on record drawin s procedures, required root openings, root face dimensions, groove angles, backing S11 Comfort Station Details , ,
<br /> 9 Y 9 may be used in lieu of reinforcing bars shown with standard 90 or 180 degree hooks � � S12 Li ht a e Details
<br /> � � and are to be field-verified by the Contractor. and mechanical splices may be used in lieu of lap splices. Use of headed deformed bars, copes; surFace roughness values, and Iunequal parts. 9 9 9 � ; y
<br /> � o bars is su bjec t to con formance wi t h A C I 3 1 8 Section 2 5.4.4. Use o f inechanical I S13 Si gnal Pole and Site Wal) Details
<br /> - � �' Contractor shall verify all existing conditions before commencing any demolition. WELDING: All welding shall be in conformance with AISC and AWS Standards,
<br /> �, o splices is subject to conformance with ACI 318 Section 18,2.7 and requires i
<br /> � Contractor shall provide adequate shoring and bracing of all structural members, � and shall be perFormed by AWS or WABO-certified�welders using 70 ksi electrodes S20 Detention Vault Foundation Plan and Section -
<br /> � — submittal ofi an ICGES or IAPMO-UES report valid for the 2015 IBC. � S21 Detention Vault Framin Plan �
<br /> � � J existing construction and soil excavations, as required, and in a manner suitable to and low hydrogen processes. Only welds th �at are prequalified, as defined by AWS, g
<br /> Q the work sequence. Temporary shoring and bracing shall not be removed until all Reinforcing steel shall have protection as follows, unless noted otherwis�: or qualified by testing shall be used. Shop drawings shall show all welding with S22 Typica) Concrete and Retaining Wall Details -,
<br /> � x final connections have been completed in accordance with the drawings and AWS A2.4 symbols. Welds shown on the drawings are minimum sizes. Increase S23 Detention Vault Details :
<br /> . o m materials have achieved design strength. No reinforcing bars in existing construction Use Cover weld size to AWS minimum sizes based on thickness. Minimum weld size shall be S24 Detention Vault Details
<br /> � � shall be cut unless directed to by the Architect or as shown on the drawings. Beam Stirrups and Column Ties 1 112" 3/16-inch, unless noted otherwise. The welds shown are for the final connections. �
<br /> _ � cn Nonstructural Slab-on-Grade mid-depth Field weld symbols are shown where field welds are required by the structural ,
<br /> — ' Contractor shall be responsible for all safety precautions and the methods, WaCI Bars: Interior Faces 3/4" design. Where field weld is not indicated, the Contractor is responsible for �
<br /> � m techniques, sequences or procedures required to perform the work. Exposed to Earth or Weather 1 1/2" (#5 and smaller) determining if a wetd should be.shop or field��welded in order to facilitate the '�,,
<br /> � � 2" (#6 and larger) structural steel erection. , , I A, ,!
<br /> � � SOILS: See the'Geotechnical Report by HWA Geosciences, dated November 11, Footing 3" (cast against earth) ' I �
<br /> o _ 2016, for more complete information. Earthwork material, backfill and compaction No skip welds are allowed on the project. Where skip welds have been indicated on
<br /> shall be in accordance with the recommendations of the Geotechnical Re ort. . drawin s, rovide continuous welds or rovide seal weld between ski welds to
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<br /> , N NQNSHRINK GROUT. Base plate grout shall be nonshrink type with minimum fc - � �
<br /> � � f' I h' . . . . close an a s. All welded surfaces ex osed to weather shall e s al ' I�
<br /> N B a c k i l b e i n d w a l l s s h a l l n o t b e p l a c e d b e f o r e t h e w a l l i s p r o p e r l y s u p p o r t e d b y t h e y g p p b e e d c o m p l e t e l y �
<br /> �n 8,0 0 0 psi. A l l a t her nons hrin k grou t s ha l l have minimum fc = 5,0 0 0 psi. � i. ��� ,
<br /> �- � floor slab or temporary bracing. All topsoil organics and loose surface soil shall be ' with welds to prevent weather exposure between jomed surFaces. 3 �
<br /> � � removed from beneath fill su ortin concrete.slabs or avin
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