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Home My WebLink AboutA000.42PER � PER SAWCUT EXIST�_ COL PER� AS RE�'D I PLAN 1/2"0x 8" TITEN H� ANCHORS� � 12" O.G (OR APPROVED EQUAL) (8) — �6 VERT. W/ EXIST. PVT.� #3 TIE i� 8" O.C. .. '".� �+.�. � • •�� • � � � � :� i� • � • • i� :\ J :\\\' � �' S�Sysysy�' ! �S'�S �S �S ��` • � � ��' � $iS�Ss3iS�S�: � � . •� �� SEE THIS SHT. FOR WL. BASE SETTING DETAILS FTG. PER PLAN M SECTION � F201 1�2" EXP. JOINT SIDEWALK PER CIVIL DWGS. SAWCUT EXI AS RE�'0 ��2. NEW EXIST. P� FlLL W/C( OR GROUI �/5 DOWEL � 24" 0.Q -, •".;, . . �, '{, KI e P ; a,e � � STD. ACI HOOK 0 " FTG. PER PLAN SECTION 4 F201 � U . 11 M� RICK & STU�S PER ARCH. E%IS� W SLAB PER PLAN � •� FIN. FLR. �, PE� �EXIST. SLAB DOWEL 2'-0" 24" 0.Q �,_6„� � 12" O.C. T/FTG. EL �, PER PLAN '� IDGID INSULATION PER ARCH. I CL COL. & FTG.—I COL. PLAN WALL �EXIST. SLAB . ,� EXIST. FIN. FL EL A � PER �ARCH_' CL COL. & FiG.� BRICK & STUDS PER ARCH. �CUT EXIST�_ COL. PER i i REQ'D I PLAN . ' 1/7' ISOL. NEW SLAB E%IST. PVT.� �.. : ..,�.,..�.. 1/2"0x 8" TITEN HD ANCHORS� � 12" O.C. (OR APPROVED EQUAL) WALL �EXIST. SLAB E%IST. FIN. FL EL. A � SEE THIS SHT. FOR COL ,_I � OFFSET BASE SETTING DETAILS .. (g) —#6 VERT. W/ $3 TIES � 8" O.C. CONTRACTOR NOTE: STD. ACI HOOK ALL E%ISTING CONDITIONS ARE TO BE FIELD VERIFIED 'I � PRIOR TO FABRICATION OR EXIST. FTG. CONSTRUCTION. ° ... B/FTG. EL. A TO MATCH EXISL � ¢ � DRILL & EPDXY 6" FTG. PER PLAN INTO EXIST. FTG. n SECTION 2 F201 #5 @ 12" O.C. EXIST. SLAB rEXIST. SIDEWALK Fl.i N. FLR. ! q PER PLAN a �.. ❑RII I ANfI FPDXV - CMU . FOUN�ATION EXP. , COL P TYPICAL COLUMN ISOLATION JOINTS NO SCALE SEE THIS SHT. FOR WL � �y—V OFFSET BASE SETTING DETAILS (g) —#6 VERT. W/ .�. . #3 TIES � 8" O.C. CONTRACTOR NOTE: ALL EXISTING CONDITIONS Ir�� ARE TO BE FlEL� VERIFIED PRIOR TO FABRICATION OR EXISL FTG. CONSTRUCTION. 3/4"mx16" SMOOTH 1/4" (i) SAWED OR ' r PREMOLDED JOINT I BAR � 24 O.C. COAT OR NRAP TO � � � , '� B/FTG. EL PREVENT BOND o ol o .� � TO MATCH EXIST . ,., I Q , °, I � I _ I � i RILL & EPDXV fi" - `�'- • �/r�f �; o FTG. PER PLAN NTO EXIST. FTG. � r',"'� �� /—:' .'" �', �� .. ".. �. SLAB REINFORCING SLAB REINFORCING S E C TI O N 7 PER PLAN PER PLAN CONSTRUCTION JOINT CONTROL JOWT RELEA5E0 FOR CONSTRIICTI�N F201 TYP I C A L S L A B 0 N G R A D E J 01 N TS Su6jec��o compliance with allregula�ions NO SCALE of S�a�e antl Local Codes City of Carmel � �un��\i lo•rvalM��_ DATE: 08�� 3�20 SECTION 5 F201 I I #4 DOWELS x 2'-0" � 24" O.C. WFiERE - WALK OCCURS SI�EWALK PER CIVIL DWGS. � $5 DOWEL � 24' 0 C � �� STD!�ACI HOOK 0 "� FTG. PER PLAN GENERAL Reterence Architectural, Mechanical, Electrical, and Plumbing drawings for openings, sleeves, curbs, inserts, etc. not herein indicated. AIl sleeves or openings required in structural membere shall be approved by the Structural Engineer. The structure has been designed for the final, irservice condition. It shall be the contractor's responsibility through methods and means of construction to mointain the integrity of the structure during all stages of construction and ensure safe working conditions. EXP. JOINT MATERIAL The Contractor shall be responsible for preparation of shop drawings to enable EXIST. NEW fabrication, erection and construction all parts ot the work in accordance with the drawings and specifications. Shop drawing review by the Structural Engineer SLAB PER P AN shall be for design conformance only. The Contractor shall be responsible for all dimensions, acwracy, and fit of work. � FIN. FLR. J� PE� FOUNDATIONS IST. SLAB Exterior foundations sholl beor a minimum of 3'-0" below finish grade and shall DOWEL 2�-0�� bear on undisturbed soil. _ 24"' O.C. d 1�-6�� Allowable Soil bearing pressures: 1,500 psf U �5 � 12�� 0.Q Foundation excawtions shall be made to plan elewtions and inspected by a � T/FTG. EL J� qualified Geotechnmol Engineer. Soil conditions found to be unacceptable shall _ � PER PLAN be modified by one of the following procedures: �.. � 1 Remove all unacceptable soil and replace with compacted moterial as directed IDGID INSULATION PER ARCH. SECTION 3 F201 EXIST. SLAB� I I �EXIST. SIDEWALK FlY PER PLAN a. .. . . .. � 12" O.C. Ek15T. CMU�_ I EXIST. FOUNDAPON SECTION 6 F201 ,�., I, -i PL PER SCHEDULE � �� I I � —� :r� COL. PER PLAN PLAN SECTION Welded wire fabric shall be placed 2" down from the top ot the slab for slabs on grade and lapped a minimum of 14 inches on all sides. TYP. HSS COL. BASE DETAIL ��e�e =��e� sha�� be as sPe=�t�ed �� the �atest ed�t�o� of ACI 318, unless NO SCALE notes otherwise on plan. Use standard bar chairs and spacers to maintain concrete protection specified. ^' Splicing of reinforcing bars shall contorm to latest edition of ACI 318. Use a � Closs B" lop at splices unless indicated elsewhere. MECHANICAL ANCHORS � ��. z z F Eapansion and sleeve anchors shall be carbon steel anchors as manufactured by PL PER SCHEDULE�� , , , � w Hilti Fastening Systems or approved equal. :.V� ^ � � ` �— COL. PER PLAN �J SHIMS & LEVELING NUTS YI � ¢ xF �� zo o� z 0 � Anchors shall be installed per manufacturer's recommendations. G Anchors shall not be installed in concrete until it has attained its specified minimum 28 day compressive strength (f'c). (4 —1" DIA. x 1'-6" GROUT FOR COWMN BASEPLATES A CHOR BOLTS (F1554 GR. 36) W/ HEX NUTS & Grout for column base plates shall be a nonmetallic, non—shrink grout WASHERS � EA. END (complying with the requirements ot ASTM C827 or CRD—C621), premixed, norcorrosive, non—staining product containing PorHand Cement, sillca sands, and fluidity improving compounds. Minimum compressive strength (Yc) at 28 days sholl be 4,000 psi. P�fiN SECTION Compressive strength tests sholl conform to the requirements of ASTM C709. TYP. HSS OFFSET COL. BASE DETAIL NO SCALE SHIMS & LEVELING — NUTS Y� z ¢ �� zo op z " by the Geotechnmal Engineer. 2 Lower foundations to an acceptoble level and install concrete pedestals as directed by the Structurol Engineer. Foundation excovotions shall be compacted to a level surfoce (or formed where soil conditions do not allow). The excavation shall be protected from weather if concrete placement does not occur within 24 hours ot excavation of the footing CONCRETE Reinforced concrete has been desiqned in conformance with the Building Code Requirements for Structural Concrete (ACI 318) and Commentary (ACI 318R). Concrete mixing, tronsporting, and placing shall be in accordance with the latest edition of the Specificotions for Structurol Concrete for Buildings (ACI 301). Concrete listed below sholl be proportioned with sand fine aggregate and normol weight coarse aggregates (ACI 302.iR) and Type I Portland cement (ASTM C150). Compressive strength (f'c) at 28 days shall conform to the following: Spread footings and wall footings 3,000 psi Sidewalks and exterior slobs 4,000 psi ( 6i+/-1i air entrainment) Slabs on grade 4,000 psi Slab on grade construction shall be in conformance with the latest edition of the Guide for Concrete Floor and Slab Construction (ACI 302.iR) ond the following minimum requirements: Minimum cement content (interior uses) 5 sacks/cys Minimum cement content (exterior uses) 6 sacks�cys Moximum w/c rotio (interior uses) 0.48 Maximum w/c rotio (exterior uses) 0.45 Maximum slump prior to addition of plosticizers 3 inches Maximum slump if plasticizers are not used 4 inches (measured at point of discharge from pipe) Do not tinish surface until concrete has lost surface water sheen or all free watec Do not sprinkle cement on the slab surface. Concrete slobs shall be wred immediately after finishing using a sprayed on liquid curing compound or other methods approved by the Structural Engineer. Compressive strength tests shall conform to the requirements of ASTM C39. Specimens shall be taken in accordonce with the latest edition of ASTM C31. Each set shall include one cy7inder tested at 7 days, 2 cylinders tested at 28 days and one cylinder retained in reserve. Test resWts shall be forwarded to the Structural Engineer for review and comment. Protect the concrete surface from precipitation and on hot, dry, windy days use wet burlap, plastic membranes or fogging. Construction joints between pours shall be prepared by roughening the contact surface to an amplitude of approximately 1/4 inch, removing all surface loitance. The contractor sholl submit mix designs for each proposed class of concrete for p the Structural Engineer to review. i zr I �' REINFORQNG STEEL ;o 0 a Reinforcing steel sholl be deformed bars of new billet steel with a minimum yield � � strength of 60,000 psi conforming to ASTM A615. �--,�-.. Detailing, fabricating, and plocing of reinforcement shall be in accordance with (4)-1" DIA. x 1�-6�� the lotest edition of the following standards: Specifications for Structural ANCHOR BOLTS Concrete for Buildings (ACI 301), ACI Detailing Manual(SP66). (F1554 GR. 36) W/ HEX NUTS & Reinforcing bars shall not be welded, heated or cut unless shown on the WASHERS � EA. EN� controct documents. Welded wire fabric shall be smooth wire (abric (ASTM A785), supplied in Flat sheets. w� �� U � !_" �� L U� W °' �� U 2 � � C UN �° I..L + �� 7 W � �r^ U VJ � CONSTRUCTION OOCUMENT$ s�go°"° .c ec o^ 'w�. re ssuev. 6.9.2020 ABCHITECT/ LANDSCAPE ARCHITECT: SITE ARCHITECTURE a�m;�n�� . ia�� a �:n�nu�ro PgROJEQ CONTnCTi EED 13144 EAST�186TH LSTREET NOHLESVILLE IN. 46060 PH� 31]�3]4.B'/20 MNILi STRUGTURAL ENGMEER: STRUCTIIRFL DESIGN. INC. PROJECT CONTRCTi CH2A'RlLES uPS. SgC2H�AEUFIER gP.E NEW PALESTINE IN.T�6163 pH� 31.861.�]3� E—MAfL� MEP ENGINEER: THE ENGINEERING COLLABORATIVE PROJECT LONTACTi �I�p10 E�XqETpCLUTISVEI DRIVE, SUI PN��31J.636�3g41N. 46241 NL r Z ` i Q I.L NaL Q � r —� � w aZ� � W 2 M � � � � t � Z YpN J O�aW � ~ N � m W � U ,•P��,�i3O. ss.cxcaHqF:,, �.. � No � � ' �(��i� �: * Inc. IFOUNDATION DETAILS & NOTES F201 I==o�E=-��MOE=. SDI20-040I INTERIOR EXTERIOR