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HomeMy WebLinkAbout1771 WP Ball Blvd (a)List Of Abbreviations A A/C AIR CONDITION E EL ELEVATION L LAV LAVATORY S Sc SOLID CORE AB ANCHOR BOLT WALL TYPE ELEC ELECTRICAL L LBL LABEL ELEVATIONS TAGS SCHED SCHEDULE ACT ACOUSTICAL CEILING TILE FIRE PROTECTION AS REQUIRED DURING CONSTRUCTION. ELEV ELEVATOR 11. WHERE WALLS ARE INDICATED TO BE EXTENDED FROM FLOOR TO LBS POUNDS CONTRACT DOCUMENTS AND SITE CONDITIONS PRIOR TO ISSUED BID. SCP SCUPPER AD ADJUSTABLE, ADJACENT UNDERWRITER'S LABORATORY OR GYPSUM ASSOCIATION ASSEMBLY EMER EMERGENCY DOCUMENTS SHALL NOT BE SUBSTITUED WITHOUT PRIOR WRITTEN LF LINEAR FEET 12. ALL DIMENSIONS ARE TO FACE OR CENTERLINE IF STUD, FACE OF SD SOAP DISPENSER AFF ABOVE REF FINISHED COMPLETE THIS PROJECT AS REQUIRED TO ACTIVATE THE USE OF THE EQ EQUAL _ LT WT LIGHT WEIGHT SEAL SEALANT FLOOR (SLAB) EQUIP EQUIPMENT 1 ISL. E002__ _ ELECTRICAL SPECIFICATIONS - X SECT SECTION AHU AIR HANDLER UNIT _ E201 ESC ESCALATOR M MAS MASONRY SF SQUARE FEET ALT ALTERNATE EWC ELECTRIC MAX MAXIMUM SHT SHEET ALUM ALUMINUM WATER COOLER MECH MECHANICAL SIM SIMILAR ANOD ANODIZED EXIST EXISTING MFR MANUFACTURER SPEC SPECIFICATION APPROX APPROXIMATE EXP EXPANSION MH MANHOLE SS STAINLESS STEEL, ARCH ARCHITECT EXT EXTERIOR MIN MINIMUM SERVICE SINK AUTO AUTOMATIC MIN MINIMUM, MINUTE STD STANDARD F FACP FIRE ALARM MISC MISCELLANEOUS STL STEEL B BO BOTTOM OF CONTROL PANEL MLDG MOLDING STOR STORAGE BD BOARD FD FLOOR DRAIN MO MASONRY OPENING STRUC STRUCTURAL BLDG BUILDING FDN FOUNDATION MR MOISTURE RESISTANT SUSP SUSPENDED BM BEAM FIN FINISHED MTD MOUNTED SY SQUARE YARD BRG BEARING FLR FLOOR MTL METAL BTM BOTTOM FR FIRE RESISTANT MUL MULLION T T TREAD BUR BUILT-UPROOF FR -S FIRE -RETARDANT T&G TONGUE & GROOVE WOOD TREATMENT N NIC NOT IN CONTRACT TBL TABLE C CB CATCH BASIN FT FEET, FOOT NOM NOMINAL TELE TELEPHONE CG CORNER GUARD FTG FOOTING NTS NOT TO SCALE TEMP TEMPERED CI CAST IRON FURR FURRING THK THICK CJ CONTROL JOINT FUT FUTURE 0 OC ON CENTER TLT TOILET CL CENTER LINE OD OUTSIDE DIAMETER TO TOP OF CLG CEILING G GA GAUGE OPP OPPOSITE TPD TOILET PAPER CLO CLOSET GAL GALLON OVFL OVERFLOW DISPENSER CLR CLEAR GALV GALVANIZED TS TUBE STEEL CMU CONCRETE GB GRAB BAR P PL PLATE TV TELEVISION MASONRY UNIT GC GENERAL CONTRACTOR PLAM PLASTIC LAMINATE TYP TYPICAL CO CLEAN OUT GYP GYPSUM PLAS PLASTER COL COLUMN PLBG PLUMBING U UON UNLESS OTHER- CONC CONCRETE H HB HOSE BIBB PLWD PLYWOOD WISE NOTED CONST CONSTRUCTION HC HOLLOW CORE PNL PANEL UTIL UTILITY CONT CONTINUOUS HDW HARDWARE PR PAIR CONTR CONTRACTOR HM HOLLOW METAL PREFAB PREFABRICATED V VB VINYL BASE CORR CORRIDOR HORIZ HORIZONTAL PT POINT VCT VINYL COMPOSITE TILE CT CERAMIC TILE HR . HOUR PT PRESSURE TREATED VERT VERTICAL CTR CENTER HT HEIGHT PTD PAPER TOWEL DISPENSER VEST VESTIBULE CU CONDENSING UNIT HTG HEATING PVC POLYVINYL CLORIDE VIF VERIFY IN FIELD CW COLD WATER HVAC HEATING, VENTILATING VTR VENT THRU ROOF & AIR CONDITIONING Q QT QUARRY TILE VWC VINYL WALL COVERING D DBL DOUBLE HW HOT WATER DEPT DEPARTMENT R R RADIUS, RISER, W W WIDTH DET DETAIL I ID INSIDE DIAMETER THERMAL RESISTANCE W/ WITH DF DRINKING FOUNTAIN IN INCH RD ROOF DRAIN W/O WITHOUT DIA DIAMETER INCL INCLUDING RECP RECEPTACLE WC WATER CLOSET DIM DIMENSION INSUL INSULATION REF REFERENCE WD WOOD DISP DISPENSER INT INTERIOR REFR REFRIGERATOR WH WATER HEATER DN DOWN INV INVERT REG REGLET WP WATERPROOF DS DOWNSPOUT REINF REINFORCEMENT WT WEIGHT DWG DRAWING J JAN JANITOR REQ REQUIRED WWF WELDED WIRE FABRIC JB JUNCTION BOX REV REVISION WWM WELDED WIRE METAL E EA EACH JT JOINT RM ROOM EB EXPANSION BOLT RND ROUND Y YD YARD EIFS EXTERIOR INSULATING L L LENGTH RO ROUGH OPENING FINISH SYSTEM LAM LAMINATE RTU ROOF TOP UNIT EJ EXPANSION JOINT Le end a ,° o . o .° CONCRETE !X) - GRID DESIGNATION 102 ROOM NUMBER CO2A) DOOR NUMBER �2 WINDOW TYPE 40 STOREFRONT TYPE [D3---- WALL TYPE (5) KEY NOTE L REVISION NUMBER TO SOMETHING - ELEVATIONS TAGS XX' -XX" COMPLETE REQUIREMENTS OF THE UNDERWRITER'S LABORATORY OR 4i • SPOT ELEVATION TAG Legal Description THE PARCEL INCLUDED IN THIS ASSESSMENT ARE LOCATED AT 1101-2251 WP BALL BOULEVARD, IN SANFORD, FLORIDA, AND IDENTIFIED AS BEING INCLUDED IN THE MARKETPLACE AT SEMINOLE TOWN CENTER. THE PROPERTY IS SITUATED TO THE WEST OF INTERSTATE 4, AND ADJACENT TO STATE ROAD 417 TO THE NORTH. THE PROPERTY IS INCLUDED IN SECTION 32, TOWNSHIP 19, RANGE 30 OF NORTHERN SEMINOLE COUNTY. THE CURRENT OWNER IS LISTED AS NAP SEMINOLE MARKETPLACE, LLC. PARCELS: 32-19-30-503-0000-0090 AND 32-09-30-503-0000-070 Project Description NEW FRONT FACADE TO AN EXISTING BUILDING: THESE PLANS INDICATE THE CONSTRUCTION OF A NEW FRONT FACADE TO AN EXISTING BUILDING THAT IS BEING SUBDIVIDED INTO TWO TENANT SPACES. THE INTERIOR SPACE INPROVEMENTS WILL BE CONSTRUCTED UNDER A FUTURE PERMIT(S). VicinityMay A501-6 _ SECTION DETAIL SHEET NUMBER - L DETAIL NUMBER A818-88 DETAIL REFERENCE SHEET NUMBER - — DETAIL NUMBER _ M EXTERIOR ELEVATION A201 2 Q % MARKERS SHEET NUMBER -- -- ELEVATION NUMBER 4 A401 )ELEVATION INTERIOR ELEVATION MARKERS NORTH ARROW _1 l\v SHEET NUMBER __ 3 7 NUMBER BRICK a ,° o . o .° CONCRETE \ \ PLYWOOD BO o� Do DIRAINAGE LL 9. ALL PENETRATIONS THAT OCCUR WHERE FIRE RATINGS ARE REQUIRED DO NOT SCALE THESE DRAWINGS. CONTRACTOR TO VERIFY ALL DIMENSIONS SHALL BE APPROPRIATELY SEALED WITH FIRE STOP SEALANT TO AND CONDITIONS IN THE FIELD. IF ANY DISCREPANCY OCCURS, THE MAINTAIN THE INTEGRITY OF THE WALL TO THE COMPLETE MASONRY COMPACTED EARTH % / STEEL RIGID INSULATION MR BOARD 10. ALL STEEL PENETRATIONS THAT OCCUR WHERE FIRE RATINGS ARE NECESSARY TO OBTAIN A CERIFICATE OF OCCUPANCY. REQUIRED SHALL BE APPROPRIATELY SEALED WITH FIRE STOP SEALANT TO MAINTAIN THE INTEGRITY OF THE WALL TO THE General Notes 1. ALL WORK WILL COMPLY WITH LOCAL, STATE, AND NATIONAL CODES 8. THE CONTRACTOR SHALL HAVE INSTALLATION INSTRUCTIONS FOR ALL RELATED TO THIS PROJECT. EQUIPMENT AND APPLIANCES ON SITE AT TIME OF INSPECTION. 2. THE WRITTEN DIMENSIONS PREVAIL ON THE CONSTRUCTION DOCUMENTS, 9. ALL PENETRATIONS THAT OCCUR WHERE FIRE RATINGS ARE REQUIRED DO NOT SCALE THESE DRAWINGS. CONTRACTOR TO VERIFY ALL DIMENSIONS SHALL BE APPROPRIATELY SEALED WITH FIRE STOP SEALANT TO AND CONDITIONS IN THE FIELD. IF ANY DISCREPANCY OCCURS, THE MAINTAIN THE INTEGRITY OF THE WALL TO THE COMPLETE CONTRACTOR IS REQUIRED TO NOTIFY THE ARCHITECT IN WRITING BEFORE REQUIREMENTS OF THE UNDERWRITER'S LABORATORY OR GYPSUM PROCEEDING WITH ANY WORK AFFECTED BY THE DISCREPANCY. ASSOCIATION ASSEMBLY IDENTIFIED. RE: A401 3. CONTRACTORS TO SECURE ALL PERMITS AND REQUIRED INSPECTIONS 10. ALL STEEL PENETRATIONS THAT OCCUR WHERE FIRE RATINGS ARE NECESSARY TO OBTAIN A CERIFICATE OF OCCUPANCY. REQUIRED SHALL BE APPROPRIATELY SEALED WITH FIRE STOP SEALANT TO MAINTAIN THE INTEGRITY OF THE WALL TO THE 4. CONTRACTORS ARE TO PROVIDE ALL TEMPORARY UTILITIES AND COMPLETE REQUIREMENTS OF THE UNDERWRITER'S LABORATORY OR INFRASTRUCTURE REQUIRED TO PERFORM THE WORK, INCLUDING GYPSUM ASSOCIATION ASSEMBLY IDENTIFIED. RE: A401 FIRE PROTECTION AS REQUIRED DURING CONSTRUCTION. tJ 11. WHERE WALLS ARE INDICATED TO BE EXTENDED FROM FLOOR TO 5. EACH CONTRACTOR AND SUBCONTRACTOR IS EXPECTED TO REVIEW ALL ROOF DECK WHERE FIRE RATINGS ARE REQUIRED SHALL BE CONTRACT DOCUMENTS AND SITE CONDITIONS PRIOR TO ISSUED BID. APPROPRIATELY SEALED WITH FIRE STOP SEALANT TO MAINTAIN THE CHANGE ORDERS WILL NOT BE APPROVED FOR FAILURE TO DO SO. INTEGRITY OF THE WALL TO THE COMPLETE REQUIREMENTS OF THE S-2.1 ROOF FRAMING PLAN X UNDERWRITER'S LABORATORY OR GYPSUM ASSOCIATION ASSEMBLY 6. PRODUCTS SPECIFIED OR OTHERWISE INDICATED IN THE CONTRACT IDENTIFIED. RE: A401 DOCUMENTS SHALL NOT BE SUBSTITUED WITHOUT PRIOR WRITTEN A II,I k APPROVAL FROM THE ARCHITECT. 12. ALL DIMENSIONS ARE TO FACE OR CENTERLINE IF STUD, FACE OF _ _X -` S-6.0 SECTIONS AND DETAILS X MASONRY AND CENTERLINE OF COLUMNS UNLESS OTHERWISE NOTED. 7. THIS CONTRACTOR SHALL COORDINATE ALL TRADES REQUIRED TO _ - _ COMPLETE THIS PROJECT AS REQUIRED TO ACTIVATE THE USE OF THE FACILITY AS PLANNED. _ PROJECT SITE Code Information JURISDICTION AUTHORITY CITY OF SANFORD 300 N PARK AVE SANFORD, FL 32771 PHONE: (407) 688-5150 FAX: (407) 688-5152 PERMIT SETS REQUIRED: PRODUCT APPROVALS REQUIRED ADOPTED CODES 5 SIGNED/SEALED SETS REQUIRED SEE "FLORIDA PRODUCT APPROVAL NUMBERS", THIS SHEET BUILDING: FBC BUILDING - 2007 W/ 2009 SUPPLIMENTALS FIRE: FBC FIRE PREVENTION CODE - 2007 CHAPTER 36- (NFPA 101- W/ FLORIDA AMENDMENTS) PLUMBING: FBC PLUMBING - 2007 W/ 2009 SUPPLIMENTALS MECHANICAL: FBC MECHANICAL - 2007 W/ 2009 SUPPLIMENTALS ELECTRICAL: FBC ELECTRICAL - 2007 W/ 2009 SUPPLIMENTALS CHAPTER 27- (NFPA 70, NATIONAL ELECTRIC CODE 2008) FUEUGAS: FBC FUEUGAS - 2007 W/ 2009 SUPPLIMENTALS ACCESSIBILITY: FBC ACCESSIBILITY CODE - 2007 W/ 2009 SUPPLIMENTALS CHAPTER11 ENERGY: FBC ENERGY CODE - 2007 W/ 2009 SUPPLIMENTALS CHAPTER 13 LIFE SAFETY: FBC NFPA LIFE SAFTEY CODE NEW BUILDING AND CONSTRUCTION DATA OCCUPANCY CLASSIFICATION: MERCANTILE, GROUP M CONSTRUCTION TYPE (FBC TABLE 600): TYPE V, UNPROTECTED, FULLY SPRINKLERED MAXIMUM HEIGHT AND AREA ALLOWABLE (FBC TABLE 500): HEIGHT - 65'-0" TOTAL AREA - 42,000 SQ FT ACTUAL HEIGHT AND AREA: HEIGHT - 33'-3" TOTAL AREA - 27,999 SQ FT Contact Information CLIENT: WEINGARTEN REALTY INVESTORS 2720 E. COLONIAL DRIVE ORLANDO, FLORIDA 32803 (407) 894-3601 PHONE (407) 563-1199 FAX CONTACT: DALE MENNINGER ARCHITECT: CUHACI & PETERSON, ARCHITECTS, LLC 1925 PROSPECT AVE ORLANDO, FL 32814 (407) 661-9100 PHONE (407) 661-9101 FAX CONTACT: JOSHUA E. INMAN STRUCTURAL MCELROY ENGINEERING ENGINEER: 1835 EDGEWATER DR ORLANDO, FL 32804 (407) 245-8775 PHONE (407) 245-8744 FAX CONTACT: CRAIG MCELROY ELECTRICAL CUHACI & PETERSON, ARCHITECTS, LLC ENGINEER: 1925 PROSPECT AVE ORLANDO, FL 32814 (407) 661-9100 PHONE (407) 661-9101 FAX CONTACT: EUGENIO DE ALBA, "GARY" L inens Front N Thi Sanford, FL p�NG p r03Q'�' �yg c,PNFG R 4f.N� N�P C�`jk c PSG pA\T �GFrd ✓ GL ny"r O ov, C \ t �.'^' ray Gp-.. .� ,E c G r� Drawing Index SHEET NO. TITLE ARCHITECTURAL-- --- --� -COVER SHEET -X A101 FLOOR PLAN X _DEMOLITION A121 FLOOR PLAN AND ARCHITECTURAL SITE PLAN X A141 ROOF PLAN X t� Illi rvA '.. '00� II G �ul 1 �w� ryl lwwwx i � a A502 DETAILS X r 1 _ _ A601 STOREFRONT ELEVATIONS AND DETAILS_ \X - �olu�lo"Ilr ,Iu1IIINilmlmdl�l�'�,�, Q tJ S-1.0 -- - _ GENERAL NOTES -- _.X S-2.0 FOUNDATION PLAN X r7 S-2.1 ROOF FRAMING PLAN X >o _ S-3.0 ENLARGED PLAN VIEWS - --- - X S-4.0 WALL ELEVATION X A II,I k _ _X -` S-6.0 SECTIONS AND DETAILS X S-6.1 SECTIONS AND DETAILS X _ - _ S-6.2 SECTIONS - X _WALL S-6.3 WALL SECTIONS _ X _ mm ELECTRICAL - -- " 1 ISL. E002__ _ ELECTRICAL SPECIFICATIONS - X _ _ _ E101 - PROJECT SITE Code Information JURISDICTION AUTHORITY CITY OF SANFORD 300 N PARK AVE SANFORD, FL 32771 PHONE: (407) 688-5150 FAX: (407) 688-5152 PERMIT SETS REQUIRED: PRODUCT APPROVALS REQUIRED ADOPTED CODES 5 SIGNED/SEALED SETS REQUIRED SEE "FLORIDA PRODUCT APPROVAL NUMBERS", THIS SHEET BUILDING: FBC BUILDING - 2007 W/ 2009 SUPPLIMENTALS FIRE: FBC FIRE PREVENTION CODE - 2007 CHAPTER 36- (NFPA 101- W/ FLORIDA AMENDMENTS) PLUMBING: FBC PLUMBING - 2007 W/ 2009 SUPPLIMENTALS MECHANICAL: FBC MECHANICAL - 2007 W/ 2009 SUPPLIMENTALS ELECTRICAL: FBC ELECTRICAL - 2007 W/ 2009 SUPPLIMENTALS CHAPTER 27- (NFPA 70, NATIONAL ELECTRIC CODE 2008) FUEUGAS: FBC FUEUGAS - 2007 W/ 2009 SUPPLIMENTALS ACCESSIBILITY: FBC ACCESSIBILITY CODE - 2007 W/ 2009 SUPPLIMENTALS CHAPTER11 ENERGY: FBC ENERGY CODE - 2007 W/ 2009 SUPPLIMENTALS CHAPTER 13 LIFE SAFETY: FBC NFPA LIFE SAFTEY CODE NEW BUILDING AND CONSTRUCTION DATA OCCUPANCY CLASSIFICATION: MERCANTILE, GROUP M CONSTRUCTION TYPE (FBC TABLE 600): TYPE V, UNPROTECTED, FULLY SPRINKLERED MAXIMUM HEIGHT AND AREA ALLOWABLE (FBC TABLE 500): HEIGHT - 65'-0" TOTAL AREA - 42,000 SQ FT ACTUAL HEIGHT AND AREA: HEIGHT - 33'-3" TOTAL AREA - 27,999 SQ FT Contact Information CLIENT: WEINGARTEN REALTY INVESTORS 2720 E. COLONIAL DRIVE ORLANDO, FLORIDA 32803 (407) 894-3601 PHONE (407) 563-1199 FAX CONTACT: DALE MENNINGER ARCHITECT: CUHACI & PETERSON, ARCHITECTS, LLC 1925 PROSPECT AVE ORLANDO, FL 32814 (407) 661-9100 PHONE (407) 661-9101 FAX CONTACT: JOSHUA E. INMAN STRUCTURAL MCELROY ENGINEERING ENGINEER: 1835 EDGEWATER DR ORLANDO, FL 32804 (407) 245-8775 PHONE (407) 245-8744 FAX CONTACT: CRAIG MCELROY ELECTRICAL CUHACI & PETERSON, ARCHITECTS, LLC ENGINEER: 1925 PROSPECT AVE ORLANDO, FL 32814 (407) 661-9100 PHONE (407) 661-9101 FAX CONTACT: EUGENIO DE ALBA, "GARY" L inens Front N Thi Sanford, FL p�NG p r03Q'�' �yg c,PNFG R 4f.N� N�P C�`jk c PSG pA\T �GFrd ✓ GL ny"r O ov, C \ t �.'^' ray Gp-.. .� ,E c G r� Drawing Index SHEET NO. TITLE ARCHITECTURAL-- --- --� -COVER SHEET -X A101 FLOOR PLAN X _DEMOLITION A121 FLOOR PLAN AND ARCHITECTURAL SITE PLAN X A141 ROOF PLAN X t� A201 ELEVATIONS X A301 WALL SECTIONS — X A501 DETAILS X a A502 DETAILS X _ _ A601 STOREFRONT ELEVATIONS AND DETAILS_ \X - _ Q STRUCTURAL S-1.0 -- - _ GENERAL NOTES -- _.X S-2.0 FOUNDATION PLAN X S-2.1 ROOF FRAMING PLAN X >o _ S-3.0 ENLARGED PLAN VIEWS - --- - X S-4.0 WALL ELEVATION X S-5.0 SCHEDULES _ _X -` S-6.0 SECTIONS AND DETAILS X S-6.1 SECTIONS AND DETAILS X _ - _ S-6.2 SECTIONS - X _WALL S-6.3 WALL SECTIONS _ X _ mm ELECTRICAL - -- E001 ELECTRICAL LEGEND X E002__ _ ELECTRICAL SPECIFICATIONS - X _ _ _ E101 - _ ELECTRICAL PANEL SCHEDULES AND X PARTIAL RISER DIARGR_AM _ E201 ELECTRICAL PLAN _ _ X _ _ T , nIy t r iy,�r G f.hJ V^r S�1^i�'II��P T WIk r R r ATE Avy OP r, C)( rcj ".,r a' d4}AY.:Nt7r-YFf `i ! � s v irk UP iiv'�3ta"4 PERMITwo s U U) CDL O (D E U (V CD W C CD 3: 00 Cu �- Ca a) Q o rE LL 0 Cn Cu C- U Ir.l.." cc z0— Cl) L -Ne o0 t� U a o000 Q a � >o .Cd VENoI do v o14�g U U U) CDL O (D E U (V CD W C CD 3: 00 Cu �- Ca a) Q o rE LL 0 Cn Cu C- U Ir.l.." cc z0— Cl) L -Ne 1 Demolition Floor Plan Z Scale 1/8"=1'-0" MEZZANINE LEVEL (ABOVE) A01Al2 A02 M01 A04 E01 E02 f.r._.._ I L rr._rrrr rrirrrrrr II I I Aos IIIIIIIIIIIIII �Al2 I1 I III I A 02AO PO2 A10 M01 A04 Al2 E01 A02A01 A03 E02L_ I A08 iI I E02 , A02 Mol IL----- J P01 __= A02 I I Al2 P02 I� P02 I I I 01 E01 II M01 A04 I II J Al2 E01 I \ A02 A03 E02 P03\ A01 A02 I A13 \ z_---- \ A I I I \\ I \ I A13 1\\11 I \ L--- A02 \II E01 I \� Mol Al2 A09 1 A05 — I M A01 U III .101 A05LZLI I LU l --- 4M now Ao1 I I I I o � Z I I A10 o`---- A09 LU III Z A07 III I ' III Eo1 -� III I III E01 i I I I A10 A05 II I A07 I II 1 4 III A01 I I I I II I ' \ I — _ A09 I I II I I II Aoa I I I II I I I II A13 ' II A10 I 1 1 ir I I II I —f —J I. I -------------- 35'-0" Demolition Key Note Schedule A01 REMOVE EXISTING DOOR, FRAME AND HARDWARE. DISCARD A07 REMOVE CANOPY, METAL AWNINGS, AND CONCRETE BASES.A13 REMOVE TREES AND SHRUBS FROM PLANTER. VERIFY WITH E01 DISCONNECT AND REMOVE EXISTING LIGHTING THROUGHOUT. MATERIALS. DISCARD MATERIALS. LANDLORD IF THE TREES WILL BE RELOCATED. DISCARD MATERIALS. RE: ELECTRICAL FOR ADDITIONAL A02 REMOVE EXISTING PARTITION FRAMING AND FINISH. DISCARD A08 REMOVE EXISTING TILT -UP CONC WALL PANEL, PATCH AND PREP PLANTERS TO BE FILLED IN WITH CONCRETE. INFORMATION, MATERIALS. PATCH AND REPAIR ANY DAMAGE TO ADJACENT AREAS THAT ARE REMAINING. REPAIR SURROUNDING FINISHES DAMAGED AS A RESULT OF P01 REMOVE EXISTING MOP SINK AND WATER HEATER. DISCARD E02 DISCONNECT AND REMOVE EXISTING ELECTRICAL FIXTURES DEMOLITION, RE FOR ADDITIONAL INFORMATION.MATERIALS. CAP ALL ASSOICATED PLUMBLING LINES. THROUGHOUT. DISCARD MATERIALS. RE: ELECTRICAL FOR A03 REMOVE EXISTING PLUMBING FIXTURES AND ACCESSORIES. A09 REMOVE EXISTING EXTERIOR LIGHT FIXTURES. SAVE LIGHT ADDITIONAL INFORMATION. DISCARD MATERIALS. PATCH AND REPAIR ANY DAMAGE TO FIXTURES TO BE REINSTALLED. PO2 REMOVE AND CAP ALL PLUMBING LINES BELOW SLAB OR ABOVE ADJACENT AREAS THAT ARE REMAINING. CEILING. A10 REMOVE CHECK STANDS, POWER CONNECTIONS TO CHECK A04 REMOVE EXISTING ACT CEILING, GRID SYSTEM AND GYP WALLBOARD. DISCARD MATERIALS. PATCH AND REPAIR ANY STANDS, AND DISPLAY SHELVING ADJACENT TO FRONT EXTERIOR WALL AND WALLS TO BE DEMOLISHED. DISCARD MATERIALS. P03 REMOVE WATER FOUNTAINS. DISCARD MATERIALS. CAP ALL DAMAGE TO ADJACENT AREAS THAT ARE REMAINING. ASSOCIATED PLUMBING LINES. A05 REMOVE EXISTING GLAZING TO THE EXTENT SHOWN. DISCARD A11 NOT USED M01 REMOVE MECHANICAL DIFFUSERS, DUCTWORK, CONNECTION, MATERIALS. FANS AND MOUNTING HARDWARE THROUGHOUT. A06 REMOVE EXISTING STAIRS AND HANDRAILS. DISCARD MATERIALS. PATCH AND REPAIR ANY DAMAGE TO ADJACENT AREAS THAT AREAl2 REMOVE EXISTING FLOOR FINISHES THROUGHOUT. PREPARE REAMINING. REMAING FLOOR TO RECEIVE NEW FINISHES. Demolition Plan Legend r — — — –i ITEMS TO BE REMOVED L_—_J EXISTING ITEMS Co N 1 Floor Plan z Scale 1/8"=1'-0" FLOOR PLAN GENERAL NOTES 1. ALL DIMENSIONS ARE TAKEN FROM FACE OF CMU OR FACE OF METAL STUD (TYP.) U.N.O. 2. SEE SHEET A303 FOR WALL TYPES 3. SEE SJEET A 601 FOR STOREFRONT INFORMATION. 900 ..0 902 908 910 920 940 .". r-% 942 950 960 961 965 970 971 2 Architectural Site Plan z Scale 1/8"=1'-0" Q0 ARCHITECTURAL SITE PLAN LEGEND SIDEWALK TO BE DEMOLISHED AND REPLACED 0 00 O C/) li'I w E ^" 00 III U II Cu SII ry �Co ^� W M Q W (0 W T10- u- w /i\ W -v Z Z �{'j 0 Fj ti L "' J '"V v � o o C: J U Y it �a v ZQocil • � _o d c C/�\) / 5 ~ L1- 12'-5Y (VIF) ��� cao�lj CU V w � � L -CcpEc J�cn�' LCL a C, V ARCHITECTURAL SITE PLAN LEGEND SIDEWALK TO BE DEMOLISHED AND REPLACED co III it }r � U CU II Q � Ili Cu Cu w p LL, u - w U O C/) li'I w E III III of II Cu SII ry �Co ^� W M Q W (0 W T10- u- W■a m /i\ W -v Z Z �{'j 0 Fj ti L "' J CVO ` U o co III it }r � U CU II Q � Ili Cu Cu w p LL, u - w U O li'I w E of II CD SII Ca a W W n w U) Y m cv w o C: J U Y it 0 v ZQocil III W C/�\) / 5 ~ L1- � a z ��� cao�lj CU Ii ,� 0 Lu 0 -CcpEc J�cn�' LCL co III it }r � U CU II Q � Ili Cu Cu w p LL, u - w U A1 21 l 'I III w H II 4? a W W n w Y m cv w o J U Y it 0 W d' A1 21 l 'I H N 4? N W W n z Y m cv w o U Y it 0 uj A1 21 yl YH G F E D C B A I I I I I I I I — — — — — — — — --- ------------------- ------------------- — — 910 I I I I I H G F E D C B A z 1 Roof Plan Demolition Legend Roof Plan Scale 1/8"=1'-0" r — — — ITEMS TO BE REMOVED Roof Plan Demolition Key Note Schedule R01 REMOVE EXISTING EXHAUST VENT. DISCARD MATERIALS. R02 PEEL BACK EXISTING ROOF MEMBRANE AS REQUIRED FOR NEW WORK OVERLAP AND WELD NEW TPO ROOFING INTO EXISTING PER MFR INSTALLATION INSTRUCTIONS AND AS REQUIRED TO MAINTAIN WARRANTY. ------------------- ------------------- ------------------- — — — — 950 961 ------------------ 965 ------------ 971 0 k _� 0— LLJ J 4— �_ 0 H � N LL, L.L w co 00 C) ll LU 0 ..i L 0 -&-a Cl) j LU E 9 C SCD -1-j CIO ,� LL /C1) N W M N U c� .a CUca �O _O WO AUL M-�W-0a M O C L- w ti N � J U k _� 0— LLJ J 4— �_ 0 H � N LL, L.L w co 00 C) ll LU 0 ..i 0 j LU E 9 SCD i i Ili CV ,� Ca N U CU WO _ UL r Z} Cn � L N w O ,I I� z LU o.oCj)_o �. F - aa LL Ili z ca c U � L.0 C LU o - JI—cn� I!. a k _� 0— LLJ J 4— �_ 0 H � N LL, L.L w co 00 C) ll LU 0 z Ili it IIS i. LU i i Ili N WO _ r Z} � N w O ? z LU P ¢ o� a a 0 v i' z Ili ti N WO _ r Z} � N w O ? z w P ¢ o� a a 0 v i' A141 06 T 0 PARPET 133'-9" AFF 06 T 0 PARPET 120'4" AFF 06 TO STOREFRONT 110'-0" AFF gL REFERNCE FIN FLR 100'-0" 971 970 965 961 960 950 942 940 920 910 908 ALL SIGNAGE SHALL BE UNDER EPARA STE BIGN PERMIT BV OTXERS. ALL SIGNAGE IS REQUIRED TOADNERE TO LO CAL ORDINANCE AND SHOPPING CENTER DESIGN STANDARDS. ALL SIGNAGE SHALL BE UNDER SEPARATE SIGN PERMIT BY OTHERS. ALL REQUIRED TO ADHERE TO LOCAL 1 Front Elevation Scale 1/8"=1'-0" I ( 902 900 Materials Schedule MARK MATERIAL FINISH MANUF. / REMARKS 01 CANVAS AWNING O SHOE CARNIVAL O CANVAS AWNING (OPEN ENDED) SUNBRELLA #4677 TUSCAN _ PURCHASED AND ME to D 111 W ORANGE AWNINGS W/ WHITE INSTALLED BY OWNER. VINYL LETTERING AND _ STRIPE. d LOGO PLAQUE PRECAST TILE- 24"X24" EQ TO "TERRAIN PINEAPPLE GROVE TILE, 0 TAUPE" RADIAL SUN DESIGN #0.46 04 PRE -FINISHED ALUMINUM COPING _ COLOR EQ TO DRYVIT 310 CHINA WHITE _ SIMULATED STONE PATTERN U5 MASONRY VENEER EQ TO CORAL STONE O MASONRY VENEER "DESERT IRONSPOT" BRICK EQ TO EN_DICOTT TILE O _ CAST STONE WATERTABLE TO MATCH SIMULATED STONE RE: A501-5 PATTERN EQ TO CORAL STONE_ 08 PAINTED EIFS FINE SAND EIFS FINISH, DRYVIT OR EQUAL _ MATCH EXISTING �9 EIFS CORNICE FINE SAND EIFS FINISH, DRYVIT OR EQUAL MATCH EXISTING Color Schedule MARK Color REMARKS OA EQ. TO DRYVIT 108 - "MANOR WHITE" O EQ. TO DRYVIT 310 - "CHINA WHITE" c N OG EQ. TO DRYVIT 389 - "SOUTHERN TAN" Z z � i U�_ 00' c N Q °� N 4 Z ME to D 111 W a d O 0 A201 i TO PARAPET FRAMING 133'-11" SINGLE BASIS ( TPO SV CORP II NOA 09 ROOF GALV M RE: STF ROOF RE: STF JOIST BEARING 125'-9" B 0 TS BEAM — 110'-0" REFERENCE FIN FLR 100'-0" B A501-9 SIM 1 Wall Section Scale 1/2"=1'-0" IERS AM IERS EXPANSION JOINT FILLER CONC SIDEWALK, RE: ARCH SITE PLAN TO PARAPET FRAMING SINGLE PLY TPO ROOF SYSTEM. BASIS OF DESIGN: GAF EVERGUARD 128'-0" TPO SYSTEM BY GAF MATERIAL CORP INSTALLED PER MIAMI-DADE NOA 09-0115.04, ROOF INSUL, MIN. R-19 _4$JOIST BEARING 1 125'-9" GALV METAL DECK, RE: STRUCTURAL ROOF FRAMING - RE: STRUCTURAL 06 CTR MEDALLION 121'-21/2" T 0 EIFS ACCENT 114'-11" 5/8" GYPSUM BOARD MIN R-13 BATT INSULATION A501-9 —i DECORATIVE MEDALLION, RE: A201 11/2" EIFS FINISH SYSTEM, RE: A501-4 5/8" DENSGLASS GOLD A502-2 CAST STONE WATERTABLE, RE: A501-8 CULTURE STONE VENEER, RE: A501-5 TO PARAPET FRAMING 133'-0" B SINGLE PLY TPO ROOF SYSTEM; CONTINUE MEMBRANE UP THE BACK SIDE OF THE PARAPET PER MFR INSTALLATION INSTRUCTIONS. BASIS OF DESIGN: GAF EVERGUARD TPO SYSTEM BY GAF MATERIAL CORP INSTALLED PER MIAMI-DADE NOA 09-0115.04. ROOF INSUL, MIN. R-19 GALV METAL DECK, RE: STRUCTURAL \ ROOF FRAMING RE: STRUCTURAL \\ OL JOIST BEARING 125'-9" AL B 0 TS BEAM 110'-0" REFERENCE FIN FLR 100'-0" 3 WALL SECTION Scale 1/2"=1'-0" STRUCTURAL BEAM RE: STRUCTURAL MIN R-13 BATT INSULATION J -BOX W/ CONDUIT TO EXTERIOR SIGNAGE TS BEAM RE: STRUCTURAL ALUM STOREFRONT SYSTEM, RE: A601 A502-3 771 I 11/2" EIFS FINISH SYSTEM, RE: A501-4 5/8" DENSGLASS GOLD -- 11/2" EIFS FINISH SYSTEM, RE: A501-4 EXTERIOR SIGNAGE JUNCTION BOX RE: ELECTRICAL 5/8" DENSGLASS GOLD (5/8" EXT GRADE FRT PLWD SHEATHING AT SIGNAGE, RE: ELEVS) 6" GALV. METAL FRAMING RE: STRUCTURAL SIGNAGE BY OTHERS — OUTLINE OF COLUMN (BEYOND) CAST STONE WATERTABLE (BEYOND) CULTURE STONE VENEER CONIC TILT WALL, RE: STRUCTURAL FINISH COAT, TEXTUR CAN VARY CEMENTITIOUS BASE COAT REINFORCING MESH EMBEDDED IN BASE COAT NOTE: DESIGN PER APPROVED GUIDEL 1 EIFS Direct Apply on Conc Tilt Assembly Scale 1 1/2"=1'-0" 7EIFS "V" Groove Reveal Detail Scale 3"=1'-0" CONIC TILT WALL, RE: STRUCTURAL FINISH COAT, TEXTUI CAN VARY CEMENTITIOUS BASE COAT REINFORCING MESH EMBEDDED IN BASE COAT INSULATION BOARD THICKNESS VARIES ADHESIVE APPLIED T INSULATION BOARD NOTE: DESIGN PEF APPROVED GUIDE 2EIFS on Conc Tilt Assemb Scale 1 1/2"=1'-0" 8Water Table Detail Scale 3"=1'-0" CONT BACKER ROD AND SEALANT (TYP) 11 Plaster Detail Scale 1"=1'-0" M BATT INSUL R-13 MIN 8" METAL STUD FRAMING, RE: STRUCTURAL TS COLUMN, RE: STRUCTURAL -� 1 Y Pilaster Detail Scale 1"=1'-0" CONT BACKER ROD AND SEALANT (TYP) �1 I I I I I I I GROUTED JOINT (TYP.) CULTURED STONE VENEER, RE: A501-5 5/8" CEMENTITIOUS BOARD 8" METAL STUD FRAMING, RE: STRUCTURAL I I I CAST STONE CAP ABOVE, RE: A501-8 I I I I I I I I J Lower Detail BACKER ROD AND INT (TYP) GALV METAL FRAMING, RE: STRUCTURAL 11/2" EIFS, RE: A501-4 5/8" CEMENTITIOUS BOARD BACKER ROD AND SEALANT CAST STONE WATERTABLE MORTAR SETTING BED PT WOOD BLOCKING GALV METAL BRACKET MIN CAP 10LB/FT CULTURED STONE VENEER ASSEMBLY, RE: A501-5 ALUM STOREFRONT, RE: A601 (TYP) -� CONT PT WOOD BUCKING PER STOREFRONT NOA (TYP) TS COLUMN, RE: STRUCTURAL BATT INSUL R-13 MIN 8" METAL STUD FRAMING, RE: STRUCTURAL 1'-2" Upper Detail CONC WALL,RE: STRUCTURAL STONE TILE, RE: A201 --, LATICRETE 9235 WATER PROOFING MEMBRANE LIQUID GROUT JOINT REINFORCING FABRIC LATICRETE 9235 WATER PROOFING MEMBRANE LIQUID LATICRETE 254 PLATINUM MULTI PURPOSE THIN SET MORTAR NOTE: DESIGN PER TCA W202 3 Stone Tile Veneer on Conc Assem Scale 1 112"=1'-0" 9Cornice Detail Scale 1 1/2"=1'-0" Kt: AOU I ( I Yr) Upper Detail CONT BACKER ROD AND SEALANT (TYP) Ic 8" METAL STUD FRAMING, c RE: STRUCTURAL 6" METAL STUD FRAMING, RE: STRUCTURAL CAST STONE CAP BELOW, RE: A501-8 -11/2" EIFS FINISH, RE: A201 & A501-4 5/8" DENSGLASS GOLD AL STUD FRAMING, RUCTURAL STONE CAP BELOW, i01-8 EIFS FINISH, RE: A501-4 NSGLASS GOLD BACKER ROD AND \NT (TYP) I I I I I I I I I I I I I I I I I 4 EIFS on Framing Assembly Scale 1 112"=1'-0" SINGLE PLY MEMBRANE FASTENER W/ NE 5/8" FRT PLYWOOD WASHER, MAX 8" CONT PT WOOD BLOCKING CONT SHAPED WOOD BLOCKIN( 5/8" DENSGLASS .040 PREFINISHED ALUM COPING W/.053 CONT HOLD DOWN CLIP CONT SEALANT CONT SEALANT 11/2" EIFS FINISH, RE: A501-4 5/8" DENSGLASS GOLD GALV METAL FRAMING, RE: STRUCTURAL 12 Pilaster Detail Scale 1"=1'-0" -� Lower Detail GALV METAL FRAMING - RE: STRUCTURAL STONE TILE, RE: A201 — LATICRETE 254 PLATINUM MULTI PURPOSE THIN SET MORTAR LATICRETE 9235 WATER - PROOFING MEMBRANE LIQUID GROUT JOINT \ REINFORCING FABRIC -- LATICRETE 9235 WATER - PROOFING MEMBRANE LIQUID 518" DUROCK CEMENT BIRD, FASTENERS 8" OC MAX 5 Stone Tile on Framing Assembl Scale 1 1/2"=1'-0" `NGLE PLY MEMBRANE 8" FRT PLYWOOD DNT PT WOOD BLOCKING 10 Cornice Detail Scale 1 1/2"=1'-0" BACKER ROD AND \NT (TYP) ITED JOINT (TYP.) JRED STONE o =R, RE: i EMENTITIOUS D fAL STUD FRAMING, fRUCTURAL STONE CAP ABOVE, 501-8 N, BACKER ROD AND kNT (NP) TS COLUMN, RE: — STRUCTURAL 41-01- TS '-0" 40 PREFINISHED ALUM OPING W/.053 CONT OLD DOWN CLIP ONT SEALANT 5" O U V-2" 2--5" - - 7/1 0 O Ii Il !l P 11-941 1'-2 7v- 4'-0" 1 � ^ll TS COLUMN, RE. - w .I U c o -IIII CIS o -`--CONT BACKER ROD AND STRUCTURAL 0 'I -� N it SEALANT(TYP) BATT INSUL R-13 •� 71 d�IM U 0 ^ ♦ LL1 6�� U MIN 0 ci � kn CD W � I 8" METAL STUD FRAMING, U C U 4 Zao0 �Y GROUTED JOINT (TYP.) RE: STRUCTURAL � cc d 0 Jls- E C V cn) a \\ CULTURED STONE �I VENEER, RE: M N A501-5 O \ W V. 1 5/8 CEMENTITIOUS _ Z 1 BOARD N w 1'-2" I ' = f1 6" METAL STUD FRAMING, RE: STRUCTURAL ^` I O O U 8" METAL STUD FRAMING, RE: STRUCTURAL _____--- ______________ CAST STONE CAP ABOVE, RE: A501-8 11 Plaster Detail Scale 1"=1'-0" M BATT INSUL R-13 MIN 8" METAL STUD FRAMING, RE: STRUCTURAL TS COLUMN, RE: STRUCTURAL -� 1 Y Pilaster Detail Scale 1"=1'-0" CONT BACKER ROD AND SEALANT (TYP) �1 I I I I I I I GROUTED JOINT (TYP.) CULTURED STONE VENEER, RE: A501-5 5/8" CEMENTITIOUS BOARD 8" METAL STUD FRAMING, RE: STRUCTURAL I I I CAST STONE CAP ABOVE, RE: A501-8 I I I I I I I I J Lower Detail BACKER ROD AND INT (TYP) GALV METAL FRAMING, RE: STRUCTURAL 11/2" EIFS, RE: A501-4 5/8" CEMENTITIOUS BOARD BACKER ROD AND SEALANT CAST STONE WATERTABLE MORTAR SETTING BED PT WOOD BLOCKING GALV METAL BRACKET MIN CAP 10LB/FT CULTURED STONE VENEER ASSEMBLY, RE: A501-5 ALUM STOREFRONT, RE: A601 (TYP) -� CONT PT WOOD BUCKING PER STOREFRONT NOA (TYP) TS COLUMN, RE: STRUCTURAL BATT INSUL R-13 MIN 8" METAL STUD FRAMING, RE: STRUCTURAL 1'-2" Upper Detail CONC WALL,RE: STRUCTURAL STONE TILE, RE: A201 --, LATICRETE 9235 WATER PROOFING MEMBRANE LIQUID GROUT JOINT REINFORCING FABRIC LATICRETE 9235 WATER PROOFING MEMBRANE LIQUID LATICRETE 254 PLATINUM MULTI PURPOSE THIN SET MORTAR NOTE: DESIGN PER TCA W202 3 Stone Tile Veneer on Conc Assem Scale 1 112"=1'-0" 9Cornice Detail Scale 1 1/2"=1'-0" Kt: AOU I ( I Yr) Upper Detail CONT BACKER ROD AND SEALANT (TYP) Ic 8" METAL STUD FRAMING, c RE: STRUCTURAL 6" METAL STUD FRAMING, RE: STRUCTURAL CAST STONE CAP BELOW, RE: A501-8 -11/2" EIFS FINISH, RE: A201 & A501-4 5/8" DENSGLASS GOLD AL STUD FRAMING, RUCTURAL STONE CAP BELOW, i01-8 EIFS FINISH, RE: A501-4 NSGLASS GOLD BACKER ROD AND \NT (TYP) I I I I I I I I I I I I I I I I I 4 EIFS on Framing Assembly Scale 1 112"=1'-0" SINGLE PLY MEMBRANE FASTENER W/ NE 5/8" FRT PLYWOOD WASHER, MAX 8" CONT PT WOOD BLOCKING CONT SHAPED WOOD BLOCKIN( 5/8" DENSGLASS .040 PREFINISHED ALUM COPING W/.053 CONT HOLD DOWN CLIP CONT SEALANT CONT SEALANT 11/2" EIFS FINISH, RE: A501-4 5/8" DENSGLASS GOLD GALV METAL FRAMING, RE: STRUCTURAL 12 Pilaster Detail Scale 1"=1'-0" -� Lower Detail GALV METAL FRAMING - RE: STRUCTURAL STONE TILE, RE: A201 — LATICRETE 254 PLATINUM MULTI PURPOSE THIN SET MORTAR LATICRETE 9235 WATER - PROOFING MEMBRANE LIQUID GROUT JOINT \ REINFORCING FABRIC -- LATICRETE 9235 WATER - PROOFING MEMBRANE LIQUID 518" DUROCK CEMENT BIRD, FASTENERS 8" OC MAX 5 Stone Tile on Framing Assembl Scale 1 1/2"=1'-0" `NGLE PLY MEMBRANE 8" FRT PLYWOOD DNT PT WOOD BLOCKING 10 Cornice Detail Scale 1 1/2"=1'-0" BACKER ROD AND \NT (TYP) ITED JOINT (TYP.) JRED STONE o =R, RE: i EMENTITIOUS D fAL STUD FRAMING, fRUCTURAL STONE CAP ABOVE, 501-8 N, BACKER ROD AND kNT (NP) TS COLUMN, RE: — STRUCTURAL 41-01- TS '-0" 40 PREFINISHED ALUM OPING W/.053 CONT OLD DOWN CLIP ONT SEALANT 5" O U V-2" 2--5" 0 O Ii Il !l P 11-941 1'-2 7v- 4'-0" _I CONT PT WOOD BUCKING PER STOREFRONT NOA (NP) �— ALUM STOREFRONT, RE: A601 (TYP) Upper Detail GALV METAL FRAMING / I / c \ RE: STRUCTURAL \ THIN BRICK VENEER, RE: A201 LATICRETE 254 PLATINUM MULTI PURPOSE THIN SET MORTAR LATICRETE 9235 WATER PROOFING MEMBRANE LIQUID GROUT JOINT -� REINFORCING FABRIC LATICRETE 9235 WATER \ PROOFING MEMBRANE LIQUID 5/8" DUROCK CEMENT BIRD, FASTENERS 8" OC MAX NOTE: DESIGN PER TCA W244 Thin 12Briock Veneer on Framing Asse bly 6Scale ---------ALUM STOREFRONT, RE: A601 (TYP) -----CONT BACKER ROD AND SEALANT (TYP) CONT PT WOOD BUCKING PER STOREFRONT NOA (TYP) 8" METAL STUD FRAMING, RE: STRUCTURAL CAST STONE CAP BELOW, RE: A501-8 11/2" EIFS FINISH, RE: A201 & A501-4 5/8" DENSGLASS GOLD -CONT PT WOOD BUCKING PER STOREFRONT NOA (TYP) _r ---CONT BACKER ROD AND SEALANT (TYP) ---ALUM STOREFRONT, RE: A601 (TYP) (J O O U c 0 O Ii Il !l P 00 � ^ll orf w a/ A t� U c o -IIII CIS o sg o N� -� 0 'I -� N it 2 � jl -� >c •� o d�IM U 0 ^ ♦ LL1 6�� U J U 0 ci kn CD W � U U C U 4 Zao0 �Y W a Z � cc d 0 A501 0 O Ii Il !l P orf 4-0 W Cu (co/ -a LL j 0 'I -� N it 2 � jl -� CT) -9 0 I. Lj- �CU� w..� m 0 ^ ♦ LL1 z z w V� 0 = ti CID J U NO A501 O Ii Il !l P orf It W CD -a III C 'I uQJ CuU Lj- 11 J W � U U C 4 Zao0 �Y W a Z � cc d 0 Jls- E C V cn) a A501 Ii Il !l P It W 'I uQJ J W zr� �I N N U O W V. _ Z N w = f1 d O O U A501 1 Pilaster Detail Scale 1"=1'-0" BACKER ROD AND \NT (TYP) INSUL R-13 MIN rAL STUD FRAMING, FRUCTURAL TED JOINT (TYP.) JRED STONE ER, RE: 5 EMENTITIOUS D TAIL STUD FRAMING, rRUCTURAL STONE CAP ABOVE, 501-8 T BACKER ROD AND ANT (TYP) Lower Detail STOREFRONT, 01 (TYP) BACKER ROD AND INT (TYP) PT WOOD BUCKING PER _FRONT NOA (TYP) NSUL R-13 MIN -AL STUD FRAMING, 'RUCTURAL I'AL STUD FRAMING, FRUCTURAL fAL STUD FRAMING, FRUCTURAL STONE CAP BELOW, 501-8 EIFS FINISH, RE: & A501-4 ENSGLASS GOLD PT WOOD BUCKING PER EFRONT NOA (TYP) BACKER ROD AND \NT (TYP) STOREFRONT, 301 (TYP) Upper Detail 2 Cornice Detail Scale 1 1/2"=1'-0' S FINISH, RE: A501-4 'GLASS GOLD .,�TAL FRAMING, RE:STRUCTURAL 3 Cornice Detail Scale 1 1/2"=1'-0" SINGLE PLY MEMBRANE 5/8" FRT PLYWOOD CONT PT WOOD BLOCKING .040 PREFINISHED ALUM COPING W/.053 CONT HOLD DOWN CLIP CONT SEALANT 11/2" EIFS FINISH, RE: A501-4 5/8" DENSGLASS GOLD GALV METAL FRAMING, RE: STRUCTURAL 4 EYEBOLT DETAIL Scale NTS EIFS TYP. TILE SETTING BED GALV. METAL COMPRESSION SLEEVE CONTINUOUS SEALANT -COLOR TO MATCH EIFS GALVANIZED METAL, STANDARD #10, 2" THREADED EYE BOLT (PAINT TO MATCH TILE BEHIND) GALVANIZED METAL WASHERS (PAINT FINISH SURFACE WASHER TO MATCH TILE BEHIND) PLYWOOD SUBSTRATE, TYP. y) "o C O v jl i' II. I �I it W E 00 �, � N - m C �0 Cu II I �i o LL II, M W N♦ W W U >a w < 0 o U- 63, U� •�W C Cs O II W N O U Y W i U !. U ~ � c u (i z CO 3 uj Cn O � III jl i' II. I �I it W E j .. �0 Cu II I CD LL II, M W N♦ W ^ '? CV U }.r M N CU o U- �_oj LL J •�W C z z�- O II W N O U Y z CO 3 uj W O jl i' II. I �I it E .. �0 W II I Cu U Cu U- J Cn � � L W i U !. ~ � c (i to~u. Z�M.s �c`u0�� o 0 �_ E cLu z CO 3 uj jl i' II. I �I it J W (i Z N i6 ~ O N W UJ Z m mpp Z7. LLI 0 _ d O 0 U Lwmivlf�� _ 5T-101" 611 6" (VERIFY IN FIELD) „ 10'-8" 14'-2Ya" 6'-5" 14'-2" 10'-5" EQ EQ EQ EQ EQ k EQ EQ EQ EQ EQ EQ EQ EQ EQ 1Stol Scale 1,Y - I -V * DESIGNATES TEMPERED GLASS ALUM. STOREFRONT SYSTEM ALUM. JAMB BEYOND ALUMINUM DOOR, RE: DOOR SCHEDULE 4%" ALUM. JAMB BEYOND —� ALUM. JAMB W/ ALUM. DOOR, RE: DOOR STOP TYP. SCHEDULE ALUM. THRESHOI APPLIED SWEEP RE: PRODUCT RE: PRODUCT ALUMINUM DOOF RE: DOOR SPECIFIC NOAS SCHEDULE EIFS FINISH r � Q SPECIFIC NOAS FOR SPECIAL -S FINISH, A-, ATTACHMENT �\ FOR SPECIAL A602-1 J1 THICK MARK TYPE ATTACHMENT HT. MATERIAL TYPE MATERIAL RE: STRUCTURAL JAMB SILL ALUM. TYPE UL LABEL MARK <7 \� THRESHOLD BY Q ° a a � STOREFRONT NESS INSTALLER D-1 (PR) T-0" T-0" ALUMINUM _ ALUMINUM RE: A601-2 CONC SLAB, RE: A601-2 FULL T PER NOA _ 1 INSTALL PER MIAMI - DADE NOA #08-1211.03 RE: STRUCTURAL 102 D-1 (PR) T-0" 1 T-0" 1 ALUMINUM _ ALUMINUM RE: A601-2 I RE: A602-1 I RE: A602-1 I FULL I T PER NOA _ 1 INSTALL PER MIAMI - DADE NOA #08-1211.03 102 a �7 a a a v � a a a a a (S1) 2 Storefront Head/ Jamb / Sill Details Scale 3"=1'-0" LbKl 7 lfilz GALV METAL RE: STRUCTI. TS BEAM, RE: STRUCTI CONT FRT W BLOCKING ALUMINUM S SYSTEM, RE: - EXPANSION JOINT FILLER - CONC SIDEWALK, RE: CIVIL SLOPE a STOREFRONT BASIS OF DESIGN: KAWNEER TRI -FAB 451 ALUMINUM STOREFRONT SYSTEM W/ 1" CLEAR, INSULATED GLAZING. PROVIDE TEMPERED GLAZING IN WINDOW LIMITS WITHIN A 24" ARC OF THE SIDES OF EGRESS DOORS AND ALONG SIDEWALKS OR WALKING SURFACES. REFERENCE NOA # 08-1211.03 FOR ADDITIONAL INSTALLATION INSTRUCTIONS. (H2) ALUM. JAMB BEYOND ALUM. JAMB W/ ALUM. STOREFRONT RE: A601 STOP TYP. GLASS ALUM. THRESHOI N 0 Q RE: PRODUCT 1ENSGLASS ALUMINUM DOOF RE: DOOR SPECIFIC NOAS SCHEDULE EIFS FINISH r � Q 201 FOR SPECIAL -S FINISH, 201 ATTACHMENT �\ 5 & SHIM A602-1 J1 THICK MARK TYPE CONC SLAB, HT. MATERIAL TYPE MATERIAL RE: STRUCTURAL JAMB SILL SIZE TYPE UL LABEL MARK <7 \� Q ° a a � a ALUM. JAMB W/ a STOP TYP. GLASS ALUM. THRESHOI N 0 Q BELOW 1ENSGLASS ALUMINUM DOOF RE: DOOR SCHEDULE EIFS FINISH r � Q 201 (J3) -S FINISH, 201 ANT BOTH 5 & SHIM A602-1 J1 a - CONT BACKER ROD a a GLASS � N 0 Q a a 5/8" DENSGLASS GOLD (S2) EXPANSION JOINT FILLER CONC SIDEWALK, RE: CIVIL SLOPE v Al I I"A IA"AD ncVlld1M 12'-9" (VERIFY IN FIELD) EQ EQ EQ EQ NLUIVI. UVVI[ RE: DOOR SCHEDULE (J2) (S3) 21'-0" 15'-3Y (VERIFY IN FIELD) (VERIFY IN FIELD) EQ EQ 6'-2Y _ EQ EQ _ EQ� EQ EQ EQ TS BEAM, RE: STRUCTUF BATT INSUL, R-13 MIN. 5/8" GYP BD CONT PT WOOD BLOCKING CONT SEALANT ALUM STOREFRONT, RE: A601 (TYP) BREAK METAL CLOSURE SIDES) MATCH FINISH OF ADJACENT STOREFRI - CONT BACKER ROD !w AND SEALANT GLASS DOOR & N 0 Q 11/2" EIFS FINISH 4 5/8" DENSGLASS GOLD GALV METAL FRAMING, A602-1 J2 r � Q (J3) A602-1 J1 TS BEAM, RE: STRUCTUF BATT INSUL, R-13 MIN. 5/8" GYP BD CONT PT WOOD BLOCKING CONT SEALANT ALUM STOREFRONT, RE: A601 (TYP) BREAK METAL CLOSURE SIDES) MATCH FINISH OF ADJACENT STOREFRI J - CONT BACKER ROD !w AND SEALANT GLASS DOOR & N 0 Q 11/2" EIFS FINISH ' 5/8" DENSGLASS GOLD GALV METAL FRAMING, WARE SET RE: STRUCTURAL (J3) J N N Co SF 4 ' N a a a "'4" TEMPERED LASS LUMINUM TOREFRONT YSTEM, RE: A601 ONT.SEALANT -UMINUM FOREFRONT (STEM, RE: A601 ALUMINUM STOREFRONT RE: A601 Door & Frame Schedule DOORS FRAME DETAILS GLASS DOOR & N 0 Q A602-1 03) N N Co SF 4 ' N a a a "'4" TEMPERED LASS LUMINUM TOREFRONT YSTEM, RE: A601 ONT.SEALANT -UMINUM FOREFRONT (STEM, RE: A601 ALUMINUM STOREFRONT RE: A601 Door & Frame Schedule DOORS FRAME DETAILS GLASS DOOR & HARD- REMARKS FRAME ASSEMBLY WARE SET THICK MARK TYPE WIDTH HT. MATERIAL TYPE MATERIAL HEAD JAMB SILL SIZE TYPE UL LABEL MARK NESS 101 D-1 (PR) T-0" T-0" ALUMINUM _ ALUMINUM RE: A601-2 RE: A601-2 RE: A601-2 FULL T PER NOA _ 1 INSTALL PER MIAMI - DADE NOA #08-1211.03 101 102 D-1 (PR) T-0" 1 T-0" 1 ALUMINUM _ ALUMINUM RE: A601-2 I RE: A602-1 I RE: A602-1 I FULL I T PER NOA _ 1 INSTALL PER MIAMI - DADE NOA #08-1211.03 102 K CEMENT BOARD VENEER RE: A501-6 I JOINT WALK, Hardware Notes: 1. ADJUST ALL CLOSERS TO A 5 LB. MAX. OPENING FORCE. 2. CONTRACTOR TO SUBMIT TYPE WRITTEN SHOP DRAWINGS AND PRODUCT LITERATURE FOR ALL DOORS AND HARDWARE SPECIFIED PREPARED BY A LICENSED AND CERTIFIED CONSULTANT FOR ARCHITECT'S APPROVAL. 3. ALL DOORS AND HARDWARE TO COMPLY WITH N.F.P.A. 101-5-2.1.5. 4. BEST LOCK ONLY. 5. ALL DOORS AND HARDWARE TO COMPLY WITH THE FLORIDA ACCESSIBILITY CODE AND THE A.D.A. FEDERAL REGULATION CODES, UTILIZING A LEVER LATCH OR LOCKSET. Hardware Schedule: HARDWARE SET #1: (DOUBLE ENTRANCE DOORS) WILL BE PROVIDED BY STOREFRONT MANUFACTURE REFERENCE FIN FLR oo_ 100'-0" D-1 Door Types Scale 1/4"=1'-0" RE: SCHEDULE & DETAILS FOR DIMENSIONS W. P.T. PRESSURE TREATED DTL DETAIL DWG DRAWING DWL DOWEL R RADIUS REF REFERENCE TABLE 1 - DESIGN LOADS FOR NEW CONSTRUCTION EXPANSION JOINT LIVE LOAD ROOF DEAD LOAD L ROOF 4 _ 20 PSF 0 15 PSF PLANS SUPERIMPOSED ROOF- BOTTOM 10 PSF SPECIFICATIONS ROOF UPLIFT PRESSURE PLAN FLR SLUMP FLOOR EL ELEVATION = SECTION CUT ON A.B. _A ANCHOR BOLT L STEEL STUD WORK. LENGTH 0-0 EQUAL SPACE(S) (ING) IMPORTANCE FACTOR 1 = 1.0 ABV E.S. ABOVE LDG SLAB EDGE LANDING EACH WAY SECT SECTION A.C.I. EXTERIOR AMERICAN CONCRETE LG. "STEEL CONSTRUCTION MANUAL", THIRTEENTH EDITION. LONG IN CONCRETE: (4000 psi) SHT ROOF/DECK/TRUSSES SEE TABLE BELOW STRL 8. TOUCH UP FIELD WELDS AND ANY DAMAGED AREAS OF PAINT IN FIELD AFTER WELDING. INSTITUTE L.L. SIMILAR LIVE LOAD - SHEET NO. EXTERIOR MASONRY WALLS U.N.O. ADD'L FLOOR DRAIN ADDITIONAL LLH - LONG LEG FINISH FLOOR INTERIOR WALLS U.N.O. 7 PSF A.F.F. FDN ABOVE FINISH FLOOR SL -� EFFECTIVE AREA OF OPENING HORIZONTAL 4 ZONE 5 SECTION NO. AGGR NEGATIVE AGGREGATE LLV 1 SF LONG LEG -35.0 PSF rY GLB A.I.S.C. v 10 SF AMERICAN INSTITUTE OF -35.0 PSF 32.3 PSF VERTICAL -43.1 PSF 20 SF 30.8 PSF -33.5 PSF 30.8 PSF -40.1 PSF - 50 SF 29.0 PSF STEEL CONSTRUCTION LNTL TOP & BOTTOM LINTEL SECTION 27.5 PSF -30.2 PSF 27.5 PSF THE GENERAL CONTRACTOR SHALL REVIEW AND DETERMINE THAT DIMENSIONS ARE = SECTION MARK ON DETAILS A.I.S.I. AMERICAN IRON AND L.S.H. LONG SLOTTED SCALE: 314" = 1'-0" - TYPE OF COMPONENT (EFFECTIVE AREA) ZONE 1 ZONE 2 STEEL INSTITUTE POSITIVE NEGATIVE HOLES NEGATIVE POSITIVE NEGATIVE AL. 14.4 PSF ALUMINUM LONG -59.2 PSF LONGITUDINAL -89.1 PSF "T 14.4 PSF ALT 14.4 PSF ALTERNATE L.P. -89.1 PSF LOW POINT 13.5 PSF -34.4 PSF SHEET NO. ARCH 13.5 PSF ARCHITECT(URAL) L.V.L. 12.3 PSF LAMINATED VENEER 12.3 PSF -44.6 PSF 12.3 PSF ASPH JOIST (>100 SF) ASPHALT -32.3 PSF 11.4 PSF LUMBER 11.4 PSF -38.3 PSF ul A.S.T.M. I.D. AMERICAN SOCIETY OF INSIDE DIAMETER SECURELY ANCHOR EACH STUD TO RUNNER WITH (2) #10 LOW -PROFILE SCREWS, I.F. FOUNDATIONS INSIDE FACE LINO TESTING MATERIALS UNLESS NOTED INT C SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. AT TRACK BUTT JOINTS, = FOOTING MARK ON PLANS A.W.S. FOUNDATION BESIGN IS BASED ON AN ALLOWABLE NET SOIL BEARING PRESSURE IS 2500 PSF. AMERICAN WELDING ABUTTING PIECES OF TRACK SHALL BE SECURELY ANCHORED TO A COMMON STRUCTURAL ELEMENT OR THEY SHALL BE BUTT -WELDED OR SPLICED TOGETHER. VERT SOCIETY VERTICAL JST JOIST CONTINUOUS WINDOW AND DOOR HEADS, AND ELSEWHERE TO FURNISH SUPPORT AND SHALL BE JT MAS MASONRY FOOTING SIZE K B MAX 6. MAXIMUM WD WOOD B/ � BOTTOM OF M.B. MBM CONTRACTOR IN CONJUNCTION WITH PROJECT GEOTECHNICAL SHALL VERIFY EXISTING MASONRY BEAM METAL BUILDING MFR EL, -_�. = ELEVATION MARK ON PLANS B.B. BOND BEAM KWY KEYWAY W.O. WINDOW OPENING BIT WORK. BITUMINOUS M.C. MOMENT CONNECTION INCLUDING MATERIALS PROPERTIES, CONNECTIONS AND OTHER STRUCTURAL DETAILS. BLDG 4. BUILDING MCJ SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY A FLORIDA MASONRY CONTROL WS. ELEVATION CALL OUT WATERSTOP BLW BELOW WT JOINT APPROVAL BY THE PROJECT GEOTECHNICAL ENGINEER OR THEIR REPRESENTATIVE. BM. BEAM MECH MECHANICAL FABRIC BOT STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATIONS FOR DESIGN, BOTTOM MEZZ MEZZANINE B.P. BASE PLATE MFR MANUFACTURE(ER) BRDG BRIDGING MIN MINIMUM BRG BEARING ML. MICROLAM = NORTH ARROW BRK BRICK MOM MOMENT B.S. BOTH SIDES M.O. MASONRY OPENING BTWN BETWEEN M.S. METAL STUD B.U. G BUILT UP MTL N METAL C/C CENTER TO CENTER N.S. NEAR SIDE C.B. CONCRETE BEAM NTS NOT TO SCALE CANT CANTILEVER = SPAN DIRECTION C.C. CONCRETE COL O C.I.P. CAST IN PLACE I I C.J. CONSTRUCTION JOINT OA. OVERALL OR CONTROL JOINT O.B. OVER BUILT Cor CL CENTERLINE O.C. ON CENTER CLR CLEARANCE) O.D. OUTSIDE DIAMETER = TARGET ON PLAN AND DETAILS C.M. CONCRETE MASONRY O.F. OUTSIDE FACE C.M.U. CONCRETE MASONRY UNIT OPNG OPENING COL COLUMN OPP OPPOSITE COORD CONC COORDINATE CONCRETE P 77/ = STEP CONN CONNECTION P.A.F. POWDER ACTUATED FASTENER CONT CONTINUOUS PC. PRECAST CONTR CONTRACTOR PERP PERPENDICULAR = MOMENT CONNECTION CONST CONSTRUCTION PE PRE-ENGINEERED CSK COUNTER SINK PENN PENETRATION CS.J CONSTRUCTION JOINT PERIM PERIMETER CTR CENTER FLor PL PLATE CTR'D CENTERED PLY PLYWOOD = REVISION MARK P.L.F. POUNDS PER LINEAL FOOT D PNL PANEL ..•� PREMANUF PRE -MANUFACTURED DBL DOUBLE PREFAB PRE -FABRICATED D.L. DEAD LOAD P.S.F. POUNDS PER DEPT DEPARTMENT SQUARE FOOT DIA DIAMETER P.S.I. POUNDS PER DIAG DIAGONAL SQUARE INCH DIM DIMENSION P.S.L. PARALLEL STRAND LUMBER DIST DISTANCE PTN PARTITION DOWN W. P.T. PRESSURE TREATED DTL DETAIL DWG DRAWING DWL DOWEL R RADIUS REF REFERENCE TABLE 1 - DESIGN LOADS FOR NEW CONSTRUCTION EXPANSION JOINT LIVE LOAD ROOF DEAD LOAD ROOF 4 _ 20 PSF SUPERIMPOSED ROOF - TOP 15 PSF SLAB ON GRADE 100 PSF SUPERIMPOSED ROOF- BOTTOM 10 PSF SPECIFICATIONS ROOF UPLIFT PRESSURE PLAN FLR SLUMP FLOOR EL ELEVATION WIND LOAD S 2. BASIC WIND SPEED (3 SEC. GUST) 120 MPH EQUAL STEEL STUD WORK. BUILDING CATEGORY II EQ. SP. EQUAL SPACE(S) (ING) IMPORTANCE FACTOR 1 = 1.0 SCHEDULE E.S. EXPOSURE B ENCLOSED S.E. SLAB EDGE INTERNAL PRESSURE COEFFICIENT ±0.18 EACH WAY SECT SECTION EXT EXTERIOR COMPONENTS AND CLADDING PRESSURE STEP FOOTING "STEEL CONSTRUCTION MANUAL", THIRTEENTH EDITION. STRENGTH IN CONCRETE: (4000 psi) SHT ROOF/DECK/TRUSSES SEE TABLE BELOW STRL 8. TOUCH UP FIELD WELDS AND ANY DAMAGED AREAS OF PAINT IN FIELD AFTER WELDING. STRUCTURAL SIM SIMILAR F/ FACE OF S.J. EXTERIOR MASONRY WALLS U.N.O. F.D. FLOOR DRAIN -ZONE 4 +32.3,-35.0 PSF STEEL JOIST - -ZONE 5 +32.3,43.1 PSF FINISH FLOOR INTERIOR WALLS U.N.O. 7 PSF S.P. FDN COMPONENTS AND CLADDING PRESSURES AT EXTERIOR WALLS SL -� EFFECTIVE AREA OF OPENING ZONE 4 ZONE 5 2. - POSITIVE NEGATIVE POSITIVE NEGATIVE 1 SF 32.3 PSF -35.0 PSF 32.3 PSF GLB -43.1 PSF v 10 SF 32.3 PSF -35.0 PSF 32.3 PSF GR. -43.1 PSF 20 SF 30.8 PSF -33.5 PSF 30.8 PSF -40.1 PSF - 50 SF 29.0 PSF -31.7 PSF 29.0 PSF TOP & BOTTOM -36.5 PSF >100 SF 27.5 PSF -30.2 PSF 27.5 PSF THE GENERAL CONTRACTOR SHALL REVIEW AND DETERMINE THAT DIMENSIONS ARE -33.5 PSF ENSURE BOTH STUD FLANGES ARE ATTACHED TO TOP AND BOTTOM TRACK TEMP TEMPERATURE COMPONENTS AND CLADDING PRESSURES AT ROOF TYPE OF COMPONENT (EFFECTIVE AREA) ZONE 1 ZONE 2 ZONE 3 POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE ROOFING (1 SF) 14.4 PSF -35.3 PSF 14.4 PSF -59.2 PSF 14.4 PSF -89.1 PSF DECK (5 SF) 14.4 PSF -35.3 PSF 14.4 PSF -59.2 PSF 14.4 PSF -89.1 PSF JOIST (20 SF) 13.5 PSF -34.4 PSF 13.5 PSF -52.9 PSF 13.5 PSF -73.9 PSF JOIST (50 SF) 12.3 PSF -33.2 PSF 12.3 PSF -44.6 PSF 12.3 PSF -53.5 PSF JOIST (>100 SF) 11.4 PSF -32.3 PSF 11.4 PSF -38.3 PSF 11.4 PSF -38.3 PSF E REINF REINFORCE(D) (ING) REQ REQUIRE EA. ..� EACH REQ'D REQUIRED a E.E. EACH END REV REVIEWED E F EACH FACE RF ROOF E.J. EXPANSION JOINT RTN RETURN ENG ENGINEER RW RETAINING WALL f° SPECS FLORIDA BUILDING CODE 2007 - WITH 2009 SUPPLEMENT. SPECIFICATIONS ROOF UPLIFT PRESSURE PLAN FLR SLUMP FLOOR EL ELEVATION SQUARE WITH ZONE LOCATIONS S 2. EQ. EQUAL STEEL STUD WORK. STAINLESS STEEL EQ. SP. EQUAL SPACE(S) (ING) SCH SCHEDULE E.S. EACH SIDE S.E. SLAB EDGE E.W. EACH WAY SECT SECTION EXT EXTERIOR S.F. STEP FOOTING "STEEL CONSTRUCTION MANUAL", THIRTEENTH EDITION. STRENGTH IN CONCRETE: (4000 psi) SHT SHEET STRL 8. TOUCH UP FIELD WELDS AND ANY DAMAGED AREAS OF PAINT IN FIELD AFTER WELDING. STRUCTURAL SIM SIMILAR F/ FACE OF S.J. SAWCUT JOINT F.D. FLOOR DRAIN SJI STEEL JOIST - F.F. FINISH FLOOR INSTITUTE S.P. FDN FOUNDATION SL SLOPE GRADE BEAM FIN 1. FINISH SID SPACE(S) F.G. OF (1) POWDER DRIVEN PINS AT EACH STUD. CONNECT STEEL STUDS AND TRACKS FINISH GRADE SPECS FLORIDA BUILDING CODE 2007 - WITH 2009 SUPPLEMENT. SPECIFICATIONS ROOF UPLIFT PRESSURE PLAN FLR SLUMP FLOOR SQ. STRENGTH SQUARE WITH ZONE LOCATIONS FLG 2. FLANGE S.S. STEEL STUD WORK. STAINLESS STEEL F.S. "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", ACI 318-08. FAR SIDE STD 4" t 1 STANDARD FT. •v �0 0 FOOT STL 4. STEEL FTG ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL FOOTING STR "STEEL CONSTRUCTION MANUAL", THIRTEENTH EDITION. STRENGTH IN CONCRETE: (4000 psi) o 6. STRL 8. TOUCH UP FIELD WELDS AND ANY DAMAGED AREAS OF PAINT IN FIELD AFTER WELDING. STRUCTURAL 10. 7. NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL S.W. IN STEEL: SHEAR WALL GA. STRUCTURAL MEMBERS - LATEST EDITION. GAGE, GAUGE SYMM 9 ALL WELDED CONNECTIONS SHALL BE DONE WITH E70XX ELECTRODES. SHOP AND FIELD SYMMETRICAL GALV GALVANIZE S.P. 11. SOUTHERN PINE G.B. MUST FULLY PENETRATE THE MATERIAL BY 1/4" MINIMUM) GRADE BEAM S.P.F. T 2. SPRUCE PINE FIR G.C. GENERAL CONDITIONS GENERAL CONTRACTOR GALV G-60 ASTM A525, MINIMUM YIELD STRESS TO BE 50,000 PSI FOR 14 AND 16 GA. GLB AND 33,000 PSI FOR 18 AND 20 GA. TRACKS AND ALL OTHER COMPONENTS TO GLU-LAM BEAM T.B. CASE CONFLICT BETWEEN THE GENERAL NOTES DRAWINGS AND SPECIFICATIONS, TIE BEAM GR. GRADE T THE MOST RIGID REQUIREMENT MUST GOVERN. T ASSOCIATION PRODUCT IDENTIFICATION CODE. 2. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE 3. T&B TOP & BOTTOM AND SEQUENCE TO INSURE THE SAFETY OF THE CONSTRUCTION SITE. TDS THE GENERAL CONTRACTOR SHALL REVIEW AND DETERMINE THAT DIMENSIONS ARE TURN DOWN SLAB ENSURE BOTH STUD FLANGES ARE ATTACHED TO TOP AND BOTTOM TRACK TEMP TEMPERATURE H.C. HOLLOW CORE THD 48" O.C. FOR AXIAL LOAD BEARING WALLS AND 60" O.C. MEASURED VERTICALLY THREADED HK HOOK THK THICK HORIZ HORIZONTAL THNS THICKEN SLAB H.P. BOTH SIDES LATERAL BRACING IS NOT REQUIRED. HIGH POINT TOP'G a. TEST CONCRETE IN ACCORDANCE WITH ASTM C172 AND C31. SEE SPECIFICATION TOPPING H.S. HEADED STUD -�Yp• TYPICAL HT HEIGHT T/ SCREW -ATTACHED 2" x 2" x 16GA CLIP ANGLES CUT TO LENGTH 1/4" LESS TOP OF ' THAN STUD WIDTH. TRANS TRANSVERSE ul 5. I.D. INSIDE DIAMETER SECURELY ANCHOR EACH STUD TO RUNNER WITH (2) #10 LOW -PROFILE SCREWS, I.F. FOUNDATIONS INSIDE FACE LINO WITH (1) SCREW IN EACH FLANGE. TRACKS SHALL BE SECURELY ANCHORED TO THE UNLESS NOTED INT INTERIOR SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. AT TRACK BUTT JOINTS, V OTHERWISE FOUNDATION BESIGN IS BASED ON AN ALLOWABLE NET SOIL BEARING PRESSURE IS 2500 PSF. J ABUTTING PIECES OF TRACK SHALL BE SECURELY ANCHORED TO A COMMON STRUCTURAL ELEMENT OR THEY SHALL BE BUTT -WELDED OR SPLICED TOGETHER. VERT ALL REQUIREMENTS FOR SITE PREPARATION AND SOIL COMPACTION SPECIFIED IN THE VERTICAL JST JOIST SOILS REPORT SHALL BE FOLLOWED UNLESS ADDITIONAL MORE STRINGENT WINDOW AND DOOR HEADS, AND ELSEWHERE TO FURNISH SUPPORT AND SHALL BE JT JOINT w K -- ALL TEST RESULTS TO THE PROJECT ARCHITECT AND ENGINEER. 6. EXTERIOR SHEATHING (IF REQUIRED): WD WOOD K SCREW ATTACH GYPSUM SHEATHING TO EXTERIOR OF EACH STUD WITH V TYPE(S) KIP W.F. CONTRACTOR IN CONJUNCTION WITH PROJECT GEOTECHNICAL SHALL VERIFY EXISTING WALL FOOTING K.O. KNOCK OUT W.F. WIDE FLANGE KWY KEYWAY W.O. WINDOW OPENING WORK. 7. SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL EXTERIOR WALL CONSTRUCTION (MASONRY) INCLUDING MATERIALS PROPERTIES, CONNECTIONS AND OTHER STRUCTURAL DETAILS. W.P. 4. WORKING POINT SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY A FLORIDA WS. OTHERWISE. WATERSTOP REGISTERED ENGINEER. 5. WT WEIGHT APPROVAL BY THE PROJECT GEOTECHNICAL ENGINEER OR THEIR REPRESENTATIVE. WWF WELDED WIRE STRUCTURAL STEEL NOTES FABRIC 1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATIONS FOR DESIGN, W/ WITH i STRUCTURAL GENERAL NOTES CODES AND STANDARDS METAL STUD CONSTRUCTION ALL WORK SHALL CONFORM TO THE FOLLOWING CODES AND STANDARDS. USE THE LATESTKS TO A36 STEEL OR CONCRETE WITH A MINIMUM EDITION UNLESS NOTED OTHERWISE. 1. CONNECT STEEL STUDS AND TRAC V CONCRETE MINIMUM OF (1) POWDER DRIVEN PINS AT EACH STUD. CONNECT STEEL STUDS AND TRACKS 3. 1. FLORIDA BUILDING CODE 2007 - WITH 2009 SUPPLEMENT. TO EACH OTHER WITH (2) #10-18 SCREWS AT EACH STUD. TYPICAL UNLESS NOTED SLUMP AIR CONTENT TYPE STRENGTH OTHERWISE. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATION AND EXTENTS OF THE COUNCIL ON RIVETED AND BOLTS JOINTS. USE BEARING TYPE WITH THREADS 2. "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" - ASCE 7-05. 3000_ PSI STEEL STUD WORK. 4" t 1 3. "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", ACI 318-08. 3500 PSI NOTE: 4" t 1 2% TO 4% 6. AN APPROVED LICENSED TESTING COMPANY SHALL VISUALLY INSPECT ALL WELDS AND •v �0 0 "�� - POWDER DRIVEN PINS REFER TO HILT[ 0.157 DIA X U UNIVERSAL KNURLED SHANK FASTENERS WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, THE LENGTH OF ANY HOOK, IF 4. "ACI MANUAL OF CONCRETE PRACTICE" -PARTS 1 THROUGH 5 -LATEST EDITION. 5. ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL FOR FULLY TIGHTENED A325 BOLTS. SEE SPECIFICATIONS FOR ADDITIONAL TESTING 5. "STEEL CONSTRUCTION MANUAL", THIRTEENTH EDITION. CONFORMING TO ASTM A - 615 GRADE 60. IN CONCRETE: (4000 psi) o 6. "STRUCTURAL WELDING CODE ANSI/AWS D.1.1-06", AMERICAN WELDING SOCIETY. 8. TOUCH UP FIELD WELDS AND ANY DAMAGED AREAS OF PAINT IN FIELD AFTER WELDING. 1 1/4" PENETRATION = 280 LBS PULLOUT AND 310 LBS SHEAR 10. 7. NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL IN STEEL: DETAILED OTHERWISE ON THE STRUCTURAL DRAWINGS. STRUCTURAL MEMBERS - LATEST EDITION. rY SURFACES SHALL HAVE ENDS WHICH ARE PLASTIC TIPPED OR STAINLESS STEEL. 9 ALL WELDED CONNECTIONS SHALL BE DONE WITH E70XX ELECTRODES. SHOP AND FIELD � 1/4" MATERIAL = 775 LBS PULLOUT AND 720 LBS SHEAR (PIN 11. CONTRACTOR SHALL PROVIDE 3/4 INCH CHAMFER ON ALL EXPOSED CORNERS OF O MUST FULLY PENETRATE THE MATERIAL BY 1/4" MINIMUM) 0 COLUMNS, BEAMS, AND WALLS UNLESS OTHERWISE INDICATED ON THE ARCHITECTURAL 12. PROVIDE ONE COAT OF STANDARD SHOP PAINT ON ALL UNGALVANIZED PIECES EXCEPT 2. STEEL STUDS SHALL MEET THE FOLLOWING DESIGN CRITERIA: DRAWINGS GENERAL CONDITIONS , GALV G-60 ASTM A525, MINIMUM YIELD STRESS TO BE 50,000 PSI FOR 14 AND 16 GA. AND 33,000 PSI FOR 18 AND 20 GA. TRACKS AND ALL OTHER COMPONENTS TO 1. CASE CONFLICT BETWEEN THE GENERAL NOTES DRAWINGS AND SPECIFICATIONS, BE 33,000 PSI. ALL STUD DESIGNATIONS ARE PER STEEL STUD MANUFACTURERS T THE MOST RIGID REQUIREMENT MUST GOVERN. T ASSOCIATION PRODUCT IDENTIFICATION CODE. 2. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE 3. LATERAL BRACING (HORIZONTAL BRIDGING) FOR WALLS: AND SEQUENCE TO INSURE THE SAFETY OF THE CONSTRUCTION SITE. 3. THE GENERAL CONTRACTOR SHALL REVIEW AND DETERMINE THAT DIMENSIONS ARE ENSURE BOTH STUD FLANGES ARE ATTACHED TO TOP AND BOTTOM TRACK COORDINATED BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS PRIOR TO FLANGES. HORIZONTAL BRIDGING MUST BE INSTALLED AT SPACING NOT TO EXCEED FABRICATION OR START OF CONSTRUCTION. 48" O.C. FOR AXIAL LOAD BEARING WALLS AND 60" O.C. MEASURED VERTICALLY FOR NON -LOAD BEARING WALLS CARRYING WIND LOAD ONLY. 4. THE OWNER WILL ENGAGE AN APPROVED TESTING AGENCY TO PROVIDE SERVICES AS IF NON -LOAD BEARING WALL (PARTITION WALLS) AND HAS SHEATHING ON INDICATED BELOW. SUBMIT REPORTS TO STRUCTURAL ENGINEER AND ARCHITECT. BOTH SIDES LATERAL BRACING IS NOT REQUIRED. a. TEST CONCRETE IN ACCORDANCE WITH ASTM C172 AND C31. SEE SPECIFICATION 4. 1 1/2" COLD ROLLED CHANNELS MAY BE USED TO BRACE STUDS LATERALLY. FOR ADDITIONAL REQUIREMENTS. CHANNELS ARE INSERTED THROUGH STUD WEB HOLES AND SECURED WITH b. TEST SOIL COMPACTION PER LATEST GEOTECHNICAL REPORT. (U.N.O.) SCREW -ATTACHED 2" x 2" x 16GA CLIP ANGLES CUT TO LENGTH 1/4" LESS THAN STUD WIDTH. c. VISUAL INSPECTION OF ALL WELDS. 5. POSITION STUDS VERTICALLY IN RUNNERS AND SPACE NO GREATER THAN 16". SECURELY ANCHOR EACH STUD TO RUNNER WITH (2) #10 LOW -PROFILE SCREWS, FOUNDATIONS WITH (1) SCREW IN EACH FLANGE. TRACKS SHALL BE SECURELY ANCHORED TO THE SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. AT TRACK BUTT JOINTS, 1. FOUNDATION BESIGN IS BASED ON AN ALLOWABLE NET SOIL BEARING PRESSURE IS 2500 PSF. ABUTTING PIECES OF TRACK SHALL BE SECURELY ANCHORED TO A COMMON STRUCTURAL ELEMENT OR THEY SHALL BE BUTT -WELDED OR SPLICED TOGETHER. 2. ALL REQUIREMENTS FOR SITE PREPARATION AND SOIL COMPACTION SPECIFIED IN THE JACK STUDS OR CRIPPLES SHALL BE INSTALLED BELOW WINDOW SILLS, ABOVE SOILS REPORT SHALL BE FOLLOWED UNLESS ADDITIONAL MORE STRINGENT WINDOW AND DOOR HEADS, AND ELSEWHERE TO FURNISH SUPPORT AND SHALL BE REQUIREMENTS ARE SPECIFIED. A CERTIFIED TESTING AGENCY SHALL PERFORM SOIL SECURELY ATTACHED TO SUPPORTING MEMBERS. DENSITY TESTS TO ENSURE CONFORMANCE WITH THE GEOTECHNICAL REPORT. SUBMIT ALL TEST RESULTS TO THE PROJECT ARCHITECT AND ENGINEER. 6. EXTERIOR SHEATHING (IF REQUIRED): SCREW ATTACH GYPSUM SHEATHING TO EXTERIOR OF EACH STUD WITH V TYPE(S) 3. CONTRACTOR IN CONJUNCTION WITH PROJECT GEOTECHNICAL SHALL VERIFY EXISTING S-12 COATED SCREWS PLACED 3/8" FROM ENDS AND EDGES AND SPACED AT FIELD CONDITIONS DURING EXCAVATION THAT MAY AFFECT THE ALLOWABLE BEARING 8" O.C., TYPICAL SPECIALTY ENGINEER MUST CONFIRM PRESSURE AND OR THE INSTALLATION OF THE FOUNDATION SYSTEM PRIOR TO STARTING WORK. 7. SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL EXTERIOR WALL CONSTRUCTION INCLUDING MATERIALS PROPERTIES, CONNECTIONS AND OTHER STRUCTURAL DETAILS. 4. ALL FOOTINGS SHALL BE CENTERED UNDER THE COLUMN OR WALL ABOVE UNLESS NOTED SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY A FLORIDA OTHERWISE. REGISTERED ENGINEER. 5. CONCRETE FOR THE FOUNDATIONS SHALL BE PLACED WITHIN 24 HOURS OF THE SUB GRADE APPROVAL BY THE PROJECT GEOTECHNICAL ENGINEER OR THEIR REPRESENTATIVE. STRUCTURAL STEEL NOTES 1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATIONS FOR DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". LATEST EDITION. 2. WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY, AWS D1.1. 3. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE: ANGLES, PLATES, CHANNELS ASTM A36 OR A307 HSS TUBES ASTM A500, GRADE B, Fy=46,000 PSI W -SHAPES ASTM A-992, Fy=50,000 PSI ANCHOR BOLTS ASTM A36 OR A307 PIPE ASTM A53, GRADE B HIGH STRENGTH BOLTS ASTM A325 -N CAST IN PLACE CONCRETE: HARDENED STEEL WASHERS ASTM F436 TENSION ROD BRACING ASTM A572 1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI 318 LATEST EDITION, AND 4. STEEL SHAPES, PLATES, ETC., WHICH ARE EXPOSED TO WEATHER SHALL BE G90 a "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS." ACI 301, LATEST EDITION. GALVANIZED OR STAINLESS STEEL SEE ARCHITECTURAL DRAWINGS. 2. ALL CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 5. ALL SHOP AND FIELD CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS OR NUTS SHALL BE CLEARLY MARKED AS REQUIRED DAYS: WELDS. ALL HIGH STRENGTH BOLTS AND V CONCRETE MINIMUM MAXIMUM 3. ALL CONCRETE SHALL HAVE A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR BE REJECTED. BOLT CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF THE i0 ft SLUMP AIR CONTENT TYPE STRENGTH WATER/CEMENT RATIO THE COUNCIL ON RIVETED AND BOLTS JOINTS. USE BEARING TYPE WITH THREADS cu FOOTINGS 3000_ PSI 0.5 4" t 1 2% TO 4% SLAB ON GRADE 3500 PSI 0.5 4" t 1 2% TO 4% FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". LATEST EDITION. 2. WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY, AWS D1.1. 3. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE: ANGLES, PLATES, CHANNELS ASTM A36 OR A307 HSS TUBES ASTM A500, GRADE B, Fy=46,000 PSI W -SHAPES ASTM A-992, Fy=50,000 PSI ANCHOR BOLTS ASTM A36 OR A307 PIPE ASTM A53, GRADE B HIGH STRENGTH BOLTS ASTM A325 -N CAST IN PLACE CONCRETE: HARDENED STEEL WASHERS ASTM F436 TENSION ROD BRACING ASTM A572 1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI 318 LATEST EDITION, AND 4. STEEL SHAPES, PLATES, ETC., WHICH ARE EXPOSED TO WEATHER SHALL BE G90 a "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS." ACI 301, LATEST EDITION. GALVANIZED OR STAINLESS STEEL SEE ARCHITECTURAL DRAWINGS. 2. ALL CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 5. ALL SHOP AND FIELD CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS OR NUTS SHALL BE CLEARLY MARKED AS REQUIRED 7• DAYS: WELDS. ALL HIGH STRENGTH BOLTS AND V AND LOCATION OF EMBEDDED ITEMS, SLEEVES, SLAB DEPRESSIONS, SLOPES, ETC. BY AISC SPECIFICATIONS. CONNECTIONS MADE WITH UNMARKED BOLTS AND NUTS WILL cn 3. ALL CONCRETE SHALL HAVE A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR BE REJECTED. BOLT CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF THE i0 ft ENTRAINMENT. "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 BOLTS" AS APPROVED BY 3 ft PRECAST CONCRETE WALL PANEL BEFORE PLACING CONCRETE. THE COUNCIL ON RIVETED AND BOLTS JOINTS. USE BEARING TYPE WITH THREADS cu 4. CONCRETE MIX DESIGN SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF ACI 301 ALLOWED ACROSS THE SHEAR PLANE. 211 8. CHAPTER 3., METHOD 1 OR METHOD 2. SUBMIT BACKUP DATA AS REQUIRED BY CHAPTER 5 AMERICAN WELDING SOCIETY. ACCEPTANCE TO BE SUBJECT TO THE INSPECTION AND Im SECTION 5.3 OF THE LATEST EDITION OF ACI 318. 6. AN APPROVED LICENSED TESTING COMPANY SHALL VISUALLY INSPECT ALL WELDS AND •v �0 0 9. WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, THE LENGTH OF ANY HOOK, IF TEST BOLTS AT ALL CONNECTIONS FOR FULL TENSION AS REQUIRED BY THE AISC CODE E 5. ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL FOR FULLY TIGHTENED A325 BOLTS. SEE SPECIFICATIONS FOR ADDITIONAL TESTING (D E c U CONFORMING TO ASTM A - 615 GRADE 60. REQUIREMENTS. o 6. ALL REINFORCING DETAILS SHALL CONFORM TO "MANUAL OF STANDARD PRACTICE FOR 8. TOUCH UP FIELD WELDS AND ANY DAMAGED AREAS OF PAINT IN FIELD AFTER WELDING. V 10. DETAILING REINFORCED CONCRETE STRUCTURES" ACI 315 LATEST EDITION, UNLESS USE GALVANIZED PAINT FOR TOUCH OF GALVANIZED STEEL). � DETAILED OTHERWISE ON THE STRUCTURAL DRAWINGS. rY SURFACES SHALL HAVE ENDS WHICH ARE PLASTIC TIPPED OR STAINLESS STEEL. 9 ALL WELDED CONNECTIONS SHALL BE DONE WITH E70XX ELECTRODES. SHOP AND FIELD � 7• CONTRACTOR SHALL REVIEW ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE WELDS SHALL BE MADE BY APPROVED CERTIFIED WELDERS AND SHALL CONFORM TO THE 0 AND LOCATION OF EMBEDDED ITEMS, SLEEVES, SLAB DEPRESSIONS, SLOPES, ETC. AMERICAN WELDING SOCIETY CODE FOR BUILDINGS AWS D1.1. WELDS SHALL DEVELOP cn ofs REQUIRED BY OTHER TRADES. THESE ITEMS SHALL BE FURNISHED AND INSTALLED PRIOR THE FULL STRENGTH OF MATERIALS BEING WELDED UNLESS OTHERWISE NOTED. ALL i0 ft TO PLACEMENT OF CONCRETE. COORDINATE BEARING CONDITIONS REQUIRED BY WELDS SHALL BE IN ACCORDANCE WITH THE STRUCTURAL WELDING CODE (ANSI/AWS 3 ft PRECAST CONCRETE WALL PANEL BEFORE PLACING CONCRETE. D1.1). THESE WELDS SHALL BE MADE ONLY BY OPERATORS QUALIFIED BY PRESCRIBED cu cu TESTS IN THE STRUCTURAL WELDING CODE IN BUILDING CONSTRUCTION OF THE 211 8. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, ANCHOR BOLTS, AMERICAN WELDING SOCIETY. ACCEPTANCE TO BE SUBJECT TO THE INSPECTION AND Im INSERTS, ETC. AS REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED. REVIEW HAVE AN INDEPENDENT INSPECTION AGENCY. •v �0 0 9. WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, THE LENGTH OF ANY HOOK, IF 10. FIELD STRUCTURAL STEEL TO BE INSPECTED BY QUALIFIED INSPECTORS APPROVED BY aDc 0 F_ REQUIRED, IS NOT INCLUDED. HOOKS SHALL BE PROVIDED AT DISCONTINUOUS ENDS OF THE STRUCTURAL ENGINEER. FIELD INSPECTION REPORTS TO BE FILED WITH THE (D E c U ALL TOP BARS OF BEAMS AND AT SLAB EDGES. STRUCTURAL ENGINEER WITHIN 5 DAYS OF THE TIME OF ACTUAL INSPECTION, o ¢ INSPECTORS MUST BE NOTIFIED OF ALL PHASES OF CONSTRUCTION BY THE GENERAL V 10. CONTRACTOR SHALL PROVIDE SPACERS, CHAIRS, BOLSTERS, ETC. NECESSARY TO CONTRACTOR. � SUPPORT REINFORCING STEEL. SUPPORT ITEMS WHICH BEAR ON EXPOSED CONCRETE rY SURFACES SHALL HAVE ENDS WHICH ARE PLASTIC TIPPED OR STAINLESS STEEL. 11. ALL STRUCTURAL STEEL SHALL BE SHOP PAINTED WITH A RUST INHIBITIVE PRIMER (RED OXIDE). 11. CONTRACTOR SHALL PROVIDE 3/4 INCH CHAMFER ON ALL EXPOSED CORNERS OF O 0 COLUMNS, BEAMS, AND WALLS UNLESS OTHERWISE INDICATED ON THE ARCHITECTURAL 12. PROVIDE ONE COAT OF STANDARD SHOP PAINT ON ALL UNGALVANIZED PIECES EXCEPT DRAWINGS AT AREAS TO BE FIELD WELDED, SEE PAINT SPECIFICATIONS. , 12. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT: 3" CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 1%" INTERIOR BEAMS AND COLUMNS U.N.O. 2" EXTERIOR BEAM, WALLS AND COLUMNS 3/4" INTERIOR FLAT SLABS 1%+" EXTERIOR FLAT SLABS 13. HORIZONTAL WALL AND FOOTING BARS SHALL BE BENT 1'-0" AROUND CORNERS OR CORNER BARS WITH 2'-0" LAP SHALL BE PROVIDED, 14. HORIZONTAL KEYWAYS IN CONSTRUCTION JOINTS SHALL BE PROVIDED IN WALL FOOTINGS WITH A DEPTH OF 1 '/ INCHES AND A HEIGHT EQUAL TO ONE-THIRD OF THE MEMBER'S DEPTH. REINFORCEMENT SHALL BE CONTINUOUS THROUGH CONSTRUCTION JOINTS UNLESS OTHERWISE NOTED ON THE DRAWINGS. CONSTRUCTION JOINTS MAY BE USED ONLY AT LOCATIONS SHOWN ON THE DRAWINGS OR AT OTHER LOCATIONS APPROVED BY THE ARCHITECT AND MCELROY ENGINEERING. 15. CONTRACTOR SHALL KEEP A COPY OF "FIELD REFERENCE MANUAL" (ACI PUBLICATION SP -15, LATEST EDITION) AT THE PROJECT FIELD OFFICE. 16. REINFORCEMENT SPLICES SHALL NOT BE PERMITTED EXCEPT AS DETAILED OR AUTHORIZED BY THE PROJECT STRUCTURAL ENGINEER. WHERE INDICATED THE MINIMUM LAP SPLICES ON ALL REINFORCING BAR SPLICES SHALL BE CLASS B PER ACI 318, SECTION 12.2 AND 12.15 EXCEPT WHERE OTHERWISE NOTED ON THE DRAWINGS. SEE TABLES PROVIDED. 17. TESTING LABORATORY SHALL SUBMIT ONE COPY OF ALL CONCRETE TEST REPORTS DIRECTLY TO THE ENGINEER. SHORING NOTES 1. DESIGN, CONSTRUCTION AND SAFETY OF FORMWORK AND SHORING IS SOLELY THE CONTRACTOR'S RESPONSIBILITY. 2. ALL SHORING DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER EXPERIENCED IN SHORING DESIGN. ALL DESIGN SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE. 3. CARE MUST BE TAKEN BY THE CONTRACTOR TO AVOID CONCENTRATED LOADS ON THE SHORING SYSTEM DURING CONSTRUCTION. SHOP DRAWINGS 1. FOLLOW THE ARCHITECT'S INSTRUCTIONS FOR DISTRIBUTION OF SHOP DRAWINGS. 2. COMPLETE SHOP DRAWINGS SHALL BE SUBMITTED IN WHOLE FOR EACH OF THE FOLLOWING CATEGORIES: a. REINFORCING STEEL b. CONCRETE MIX DESIGN C. STRUCTURAL STEEL d. METAL DECK e. METAL STUD WALL FRAMING f. SHORING 9. MISCELLANEOUS 3. DETAILER SHALL BE RESPONSIBLE FOR CHECKING ALL ARCHITECTURAL AND MECHANICAL DRAWINGS FOR OPENINGS AND EMBEDS, AFFECTING STRUCTURAL MEMBERS. 4. SHOP DRAWINGS SHALL BEAR THE INITIALS OF THE DETAILER'S CHECKER AND BE APPROVED BY THE CONTRACTOR BEFORE SUBMITTAL TO ENGINEER, 5. THE USE OF REPRODUCTIONS OF THESE CONTRACT DRAWINGS BYANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS SIGNIFIES HIS ACCEPTANCE OF ALL INFORMATION SHOWN HEREON AS CORRECT, AND OBLIGATES HIMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY ERRORS THAT MAY OCCUR HEREON. 6. IF REPRODUCTIONS OF THESE CONTRACT DRAWINGS ARE USED IN LIEU OF PREPARATION OF SHOP DRAWINGS, THE ARCHITECT'S, ENGINEER'S OR OTHER DESIGN CONSULTANT'S TITLE BLOCK SHALL BE REMOVED AND REPLACED WITH A TITLE BLOCK LISTING THE FOLLOWING ITEMS: a. NAME, ADDRESS, AND TELEPHONE NUMBER OF CONTRACTOR, SUBCONTRACTOR, ETC. SUBMITTING SHOP DRAWINGS. b. SHEET NUMBER. C. DATE DRAWING PREPARED, THE INITIALS OF PERSON WHO PREPARED DRAWINGS, AND INITIALS OF PERSON CHECKING DRAWINGS. 7. ANY REPRODUCTION OF THESE CONTRACT DRAWINGS NOT COMPLYING WITH THE ABOVE WILL BE REJECTED AND NOT REVIEWED. �" • ••• 0 v ® s•• LL A. • W +fix ti • O -w uj � z i d 0 ~ `V O i �•, W •. c ® v a 0 6V 0 Q cn ms i c cu cu L.C.. (� N 0 DZ Im -a •C �L �" • ••• 0 v ® s•• LL A. • W +fix ti • O -w uj � z i d 0 ~ `V O i �•, W •. c ® v a 0 L 0 Q cn z i c cu cu L.C.. (� N 0 DZ Im -a •C �L •v �0 0 � o LLI aDc 0 F_ N Cc W NO (D E c U N ! �" • ••• 0 v ® s•• LL A. • W +fix ti • O -w uj � z i d 0 ~ `V O i �•, W •. c ® v a 0 CD 0 O E z cu LL CID Im U U G M to Z3 �Q0p LLI (n N F-- LL N z �Y m O M,c 0 8�_ (D E c N ! a C �" • ••• 0 v ® s•• LL A. • W +fix ti • O -w uj � z i d 0 ~ `V O i �•, W •. c ® v a 0 z C>Lu z N ! u C ¢ W V � rY a s CL O 0 0 V / 0 -1-'0 V / c cu 0 c: OoM (cu�'�.Q� ti V I"- aUU- LLJ LU Z r- c W NO C3 EXISTING 1/8 = 1'-0" 3, PROVIDE SLAB CONTROL JOINTS (CJ) PER SECTION "3/S-6.0", WHERE INDICATED. CF5.0 INDICATES CONTINUOUS FOOTING -SEE SCHEDULE MATCH CONTROL JOINTS RUNNING IN NORTH/SOUTH DIRECTION WITH THE TS1 INDICATES MONOLITHIC SLAB EDGE - SEE SCHEDULE EXISTING SLAB CONTROL JOINT LOCATIONS. INDICATES STEEL COLUMN TYPE. SEE STEEL COLUMN 4. PROVIDE CONSTRUCTION JOINT (CSJ) PER SECTION 4/S-6.0 WHERE REQUIRED. �� SCHEDULE ON S-5.0 5. SEE THE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. INDICATES EXISTING PRECAST WALLS TO REMAIN 6. T.O.F. - INDICATES TOP OF FOOTING ELEVATION. * INDICATES EXISTING BUILDING DIMENSION. THE CONTRACTOR MUST FIELD VERIFY ALL EXISTING 7. PROVIDE (3) ADD'L. #5 x 6'-0" LG. AND #4 x 4'-6" LG. TOP BARS AT EACH BUILDING DIMENSIONS PRIOR TO CONSTRUCTION NEW FOUNDATION OVERALL PLAN COLUMN - TYP. AT (11) LOCATIONS / FOOTING SCHEDULE a) SIZE TYPEWIDTH 0 REMARKS E as DEPTH LENGTH Qf T5i-) 0 1'-4" CONT (4) CONT. #4 - (2)TOP AND (2) BOTTOM w/#4 x 4'-6" THICKENED SLAB EDGE W U LG. TRANSVERSE BARS AT 18" O.C. ALONG EDGE CF5.0 Cl3 1'-0" CONT. (6) #5 CONT. AND #5 x 4'-6" LG. TRANSV. AT 12" O.C. BOT. (4) #5 CONT. AND #4 4'-6" LG, TRANSV. AT 12" O.C. TOP s cn U Ic CONT. WALL FOOTING i U C � tR Z a0 U)Y~li W �z.=o LLJ�cuEc o a o EXISTING 1/8 = 1'-0" 3, PROVIDE SLAB CONTROL JOINTS (CJ) PER SECTION "3/S-6.0", WHERE INDICATED. CF5.0 INDICATES CONTINUOUS FOOTING -SEE SCHEDULE MATCH CONTROL JOINTS RUNNING IN NORTH/SOUTH DIRECTION WITH THE TS1 INDICATES MONOLITHIC SLAB EDGE - SEE SCHEDULE EXISTING SLAB CONTROL JOINT LOCATIONS. INDICATES STEEL COLUMN TYPE. SEE STEEL COLUMN 4. PROVIDE CONSTRUCTION JOINT (CSJ) PER SECTION 4/S-6.0 WHERE REQUIRED. �� SCHEDULE ON S-5.0 5. SEE THE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. INDICATES EXISTING PRECAST WALLS TO REMAIN 6. T.O.F. - INDICATES TOP OF FOOTING ELEVATION. * INDICATES EXISTING BUILDING DIMENSION. THE CONTRACTOR MUST FIELD VERIFY ALL EXISTING 7. PROVIDE (3) ADD'L. #5 x 6'-0" LG. AND #4 x 4'-6" LG. TOP BARS AT EACH BUILDING DIMENSIONS PRIOR TO CONSTRUCTION NEW FOUNDATION OVERALL PLAN COLUMN - TYP. AT (11) LOCATIONS / FOOTING SCHEDULE SIZE TYPEWIDTH REINFORCING REMARKS DEPTH LENGTH J T5i-) 8" 1'-4" CONT (4) CONT. #4 - (2)TOP AND (2) BOTTOM w/#4 x 4'-6" THICKENED SLAB EDGE W LG. TRANSVERSE BARS AT 18" O.C. ALONG EDGE CF5.0 5'-0" 1'-0" CONT. (6) #5 CONT. AND #5 x 4'-6" LG. TRANSV. AT 12" O.C. BOT. (4) #5 CONT. AND #4 4'-6" LG, TRANSV. AT 12" O.C. TOP s Q U x , CONT. WALL FOOTING 11 W `us J d Y W Z Lu N LLja s Q U S-2.0 F- d Y Z Lu N LLja s Q U W CL o o v S-2.0 I I' I cu � � 1 00 H G F E p C g q j *212'-111/4" cn * 1_ 11 * 1_ 11 * 1 *16'_0" *39'-10112" *39'-0" 3 9 0 39 0 --- 381- 911 1' - 3 3/4" Y! 10 S-4.0 EXISTING CONCRETE TILT -UP WALL TO REMAIN (TYP.) Lu 2 E c — --- _ — - - — 10K1 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING I cu O (9 C9 1 OKI EXISTING z 28K6 EXISTING z 28K6 EXISTING z 28K6 EXISTING z 28K6 EXISTING z 28K6 EXISTING H M _ _ x X X W - M W w LJ1S1 ca): ; M O? d' to 28K6 EXISTING 28K6 EXISTING z 10K1 EXISTING z 28K6 EXISTING z 28K6 EXISTING 24KCS4 EXISTING I — M W8X10 x 4 Ln Lo O m m c0 -6 m m cl N cN ., M M - -O O M w a 10K1 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING 24KCS4 EXISTING Lij O � z INj. N i cj O c- 0 c� � aoo C/) C -L �N z m.S 75 -2 o t uj 0 a)E .0 >J H N M fn fn 4 co 10K1 EXISTING 24KCS4 EXISTING 28K6 EXISTING 24KCS4 EXISTING 24KCS4 EXISTING El 28K6 EXISTINGEl El co x N 10K1 EXISTING 24KCS4 EXISTING 281<6 EXISTING 24KCS4 EXISTING 24KCS4 EXISTING 28K6 EXISTING _ W16X31 EXISTING M 28K6 EXISTING 10K1 EXISTING _ 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING S-6.1 N z z z C7 z O z W16X31 EXISTING H P m R m 28K6 EXISTING u _ 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING w Y 28K6 EXISTING 10K1 EXISTING Y Y Y od Z z of W8X10 M Z - -- C90 co 10K1 EXISTING m 28K6 EXISTING m 28K6 EXISTING m 28K6 EXISTING m 28K6 EXISTING m 28K6 EXISTING cn 1 10K1 EXISTING 281<6 EXISTING 28K6 EXISTING 281<6 EXISTING 28K6 EXISTING 28K6 EXISTING - S-6.2 1 s-4.0 N r 10K1 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING El 28K6 EXISTING L El El co x 10K1 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING r 10K1 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING Z� -- - z z z z - I S 6.2 cl~i co X - - — -' --'-- - 10K1 EXISTING u� 28K6 EXISTING Y 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING Y 28K6 EXISTING M x z CO z z tD r, 0 1 OKI EXISTING m 28K6 EXISTINGca 28K6 EXISTING N 28K6 EXISTING m 28K6 EXISTING m 28K6 EXISTING Y- N � ,1 10K1 EXISTING 24KCS4 EXISTING 28K6 EXISTING 24KCS4 EXISTING 24KCS4 EXISTING 28K6 EXISTING - S-6.1 W16X31 EXISTING 10K1 EXISTING 24KCS4 EXISTING 28K6 EXISTING 24KCS4 EXISTING 24KCS4 EXISTING W16X31 EXISTING 28K6 EXISTING 10K1 EXISTING 24KCS4 EXISTING 28K6 EXISTING 28K6 EXISTING 281<6 EXISTING M co C7 z c� O Z V -6. 10K1 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING en 28K6 EXISTING 28K6 EXISTING lie X - Lo 10K1 EXISTING z 28K6 EXISTING � 28K6 EXISTING z 28K6 EXISTING z 28K6 EXISTING cza 28K6 EXISTING -- x C7 Ln 0 N co m m m m22, M - co M q 10K1 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING 28K6 EXISTING j 28K6 EXISTING LC 2 T S-6.2 — - — co r - 4'- r - VIATIG I/1 /�/�.1/'1"1rT1"' Tli T 111"1 lAf AI 1 T/1 1']rf1AA IAI /T1/f1 I EXISTING /NEW ROOF OVERAL LFRAMING PLAN - ROOF FRAMING PLAN NOTES 1. SEE GENERAL NOTES ON SHEET "S-1.0". 2. ROOF DECK SHALL BE 1 1/2" - GALV. 22 GAGE WIDE RIB METAL DECK U.N.O. DECK SECTION PROPERTIES: =0.169 in /ft 4 Sp=0.186 in /ft 3 Sn=0.192 in /ft 3 fy = 33 KSI FASTEN ROOF DECK WITH 5/8" DIA. PUDDLE WELDS USING 3614 PATTERN AND (3) #10 TEK SCREW SIDELAP FASTENERS PER SPAN L -/\IV IIIYV VVI`IVI\LILn IILI-VI YY/lVV IV 1\V.IYII'111Y,111 .� 3. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND DETAILS NOT SHOWN. 4. SHORE EXISTING ROOF JOIST GIRDER UNTIL INSTALLATION IS COMPLETE. 6. LEGEND [—r1 INDICATES PRECAST WALL OR BEAM BELOW. * INDICATES EXISTING BUILDING DIMENSION. THE CONTRACTOR MUST FIELD VERIFY ALL EXISTING BUILDING DIMENSIONS PRIOR TO CONSTRUCTION —{900) —902) I ---(910) j -920) 2 S-3.0 ----{942) —{950) - ---(960) - —(965) 970 )I 971 ) *1 CL: �s a v r Em S-2. 1 cn ti- � ® wuLo ff'•� L- Y! 0 cn Lu 2 E c ry 4-0 Lu cu NW ry ca): ; M i.� o o Pt o c0 -6 Z -O O N w a LLJCUA Lij O � z INj. N i cj O S-2. 1 020 ti- � ® wuLo ff'•� Ewa z ' P Y! d* Lu 2 E ry Lu o Pt o Y— ONS Z � V N w a Q U U W a cn c- 0 c� � aoo C/) C -L �N z m.S 75 -2 o t uj 0 a)E .0 >J H N M fn fn S-2. 1 020 ti- � ® wuLo ff'•� Ewa z ' P ►611 ,.LLT 0 r"Q rniJi d* Lu 2 Lu o Pt o Y— ONS Z a� O NU N w a Q U U W a o S-2. 1 i O N -r (3 25 FOUNDATION PLAN NOTES: V - 100 or "WIDE 1. SEE "S-1.0" FOR GENERAL NOTES. EXISTING CONCRETE EXISTING 2'-0 EXISTING 2'-0"WIDE � ." � � EXISTING CONCRETE CONT. FOOTING TO CONT. FOOTING TO TILT -UP WALL TO U TILT -UP WALL TO - 2. SLAB ON GRADE IS 4 THICK CONCRETE SLAB. REINFORCE ALL SLABS REMAIN (TYP.) --- �� REMAIN (FIELD VERIFY) EXISTING STEEL COLUMN EXISTING CONCRETE REMAIN (FIELD VERIFY) - -� REMAIN (TYP.) ON GRADE WITH FIBERMESH = 1 1/2 LB/CUBIC YARD OF CONCRETE. r - - TO REMAIN (TYP.) --- - r , FOOTING TO REMAIN (TYP.) , AI I TOP OF SLAB ELEVATION = 100'-0" UNLESS NOTED OTHERWISE. THIS �' IS A REFERENCE ELEVATION ONLY. SEE THE CIVIL DRAWINGS FOR THE - I - TRUE ELEVATION ABOVE SEA LEVEL. - - - _j L- - I 3. PROVIDE SLAB CONTROL JOINTS (CJ) PER SECTION "3/S-6.0", WHERE INDICATED. MATCH CONTROL JOINTS RUNNING IN NORTH/SOUTH DIRECTION WITH THE EXISTING SLAB CONTROL JOINT LOCATIONS. 4. PROVIDE CONSTRUCTION JOINT (CSJ) PER SECTION WHERE REQUIRED. I 5. SEE THE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 6. T.O.F. - INDICATES TOP OF FOOTING ELEVATION I I I ° I I 7. PROVIDE (3) ADD'L. #5 x 6'-0" LG. AND #4 x4'-6" LG. TOP BARS AT EACH COLUMN - TYP. AT (11) LOCATIONS I I I EXISTING 4" THICK CONCRETE SLAB - FIELD VERIFYa, 8. REINFORCE PEDESTAL AT FULL HEIGHT STUD WALL WITH 45 DOWELS AT bo M 12" O.C. AROUND PERIMETER AND #4 HAIRPIN TIES AT TOP AND MID -HEIGHT. i 9. EXTEND REINF. T-0" INTO ADJACENT CF5.0 FOOTING I I 10. LEGEND: l j j (!CF5.0 INDICATES CONTINUOUS FOOTING - SEE SCHEDULE SEE PLAN NOTE 118 NEW 4" THICK TS1 INDICATES MONOLITHIC SLAB EDGE - SEE SCHEDULE CONCRETE SLAB C2 _ oc, ( C2 I C2 C3 C2 SEE NOTE C1 C3 C3 -- C� C1 - �C## INDICATES STEEL COLUMN TYPE. SEE STEEL COLUMN #7 (TYP) �_ �� SCHEDULE ON S-5.0 - _ - - - - - INDICATES EXISTING PRECAST WALLS TO REMAIN 'O- - - - -v - - - - _� - - - - - - - - - -v - - - - - - - v-- ci v U U --- * INDICATES EXISTING BUILDING DIMENSION. THE II CONTRACTOR MUST FIELD VERIFY ALL EXISTING B _ T51 _ _ A BUILDING DIMENSIONS PRIOR TO CONSTRUCTION \to 12 -�A - M- - - - - - --C- - - �..� ^.. CF5.0 o M �-_- a I C�� - -�--_ - 77 _ M .� _ 0 10 ui �, d ui L T.O.F. (-1' _ 4°) S-6.0 1 7 11 u, U r U � 13 S-6.0 CD co S-6 0 FOOTING SCHEDULE TYPE SIZE 5'- 11 3/8" REMARKS 14'- 8 5/8" DEPTH LENGTH TS1 8" 1'-4" 8' -10" T- 0" � I � SEE PLAN NOTE #8 1'-0" CONT. (6) #5 CONT. AND #5 x 4'-6" LG. TRANSV. AT 12" O.C. BOT. (4) #5 CONT. AND #4 x 4'-6" LG. TRANSV. AT 12" O.C. TOP CONT. WALL FOOTING Lu c SEE PLAN NOTE #9 -- -43/411 cu SEE PLAN NOTE #9 Li- 3'-8" 57'-103/8" 4'-0" 5'-11/8" 12'-107/8" 3'-41/4" 21'-33/4" 1/4" 16-4718" 5'-711 N 2'- 11 3/8" 11'- 7 5/8" Q. V� a) 14'- 8 5/8" 10 5/8" 201-811 N O 'E .0 14'- 11 1/2" W-4314" EcO ( (N 16'- 2 3/4" 8'- 4 7/8" 17'- 8 3/8" 5' - 0" 30'- 21/4" 35'- 71/2" I - 35'- 71/2" 31'- 1 1/4" * 13Z -- 61/2" (971) (970) (965) (961)(960) (950) (942) (920) (910) (908) (902) (900) FOOTING SCHEDULE TYPE SIZE REINFORCING REMARKS WIDTH DEPTH LENGTH TS1 8" 1'-4" CONT (4) CONT. #4 - (2)TOP AND (2) BOTTOM w/#4 x 4'-6" LG. TRANSVERSE BARS AT 18" O.C. ALONG EDGE THICKENED SLAB EDGE CF5.0 5'-0" 1'-0" CONT. (6) #5 CONT. AND #5 x 4'-6" LG. TRANSV. AT 12" O.C. BOT. (4) #5 CONT. AND #4 x 4'-6" LG. TRANSV. AT 12" O.C. TOP CONT. WALL FOOTING FIN. F L R. ENLARGED _- ---- -W - - -- z N o 1/810 = 1'-0" *30'-21/4° *35'-7112" EXISTING CONCRETE TILT -UP WALL TO REMAIN (TYP.) 32BG 6N AK EXIST( G 32BG 7N 9.4K E (STING f \ \ SHADING INDICATES \ AREA w/(2) ADD'L. #10 TEK SCREWS PER SPAN d ~ a _ L3x3x114 EA.\ 1/4 * 36 - 71/2" 328 8N 9.4K E ISTING SHADING INDICATES\ AREA W ITH NEW 1 1/2" 22 GA. ROOF DECK N- T . STL (25'- 9") 2 2 7 1 5 I 1 1 5-6.2 5-6.1 i 5-6,1 5.6.1 5-6.2 S-4.0 �-62 3 (4) LOC. EXISTING L3x3xl /4 DECK ANGLE NEW CONT. DECK ANGLE ALONG EDGE SEE SECTIONS 7114"ALONG EDGE TO REMAIN FIELD VERIFY_.. _. 2'- 11 3/8" 1 V- 7 5/8" 14'- 8 5/8" 21'- 6 5/8" 14' -11 1/2" 19'- 4 3/4" lo 7 * 132(- 61/2" (971) (970) (965) (961) (960) (950) (942) (920) ENLARGED EXISTING / NEW ROOF FRAMING PLAN * 311- 1 1/4" 32BG 5N 9AK EXISTING HSS2Y2x2'/2xl EACH JOIST\ - EXISTING CONCRETE TILT -UP WALL TO REMAIN (TYP.) - -- :c) co M * \ \\\ \ \ B `V�1 . M� _A L_--- - - ..._.w W8X10 _. T.O. STL (25' 9") NEW CONT. DECK 4 ANGLE REQ'D ALONG 10 S-6.1 EDGE - SEE SECTION _ S-4.0 EXISTING L3x3x1/4 DECK ANGLE ALONG EDGE TO REMAIN 71/4" FIELD VERIFY 24'-7518" 17'-8318" 5'-0" I I I I (910) (908) (902) (900) ROOF FRAMING PLAN NOTES 1. SEE GENERAL NOTES ON SHEET "S-1.0". 2. ROOF DECK SHALL BE 1 1/2" - GALV. 22 GAGE WIDE RIB METAL DECK U.N.O. DECK SECTION PROPERTIES: 1=0.169 in /ft 4 Sp=0.186 in /ft 3 Sn=0.192 in /0 fy = 33 KSI FASTEN ROOF DECK WITH 5/8" DIA. PUDDLE WELDS USING 36/4 PATTERN AND (3) #10 TEK SCREW SIDELAP FASTENERS PER SPAN 3. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND DETAILS NOT SHOWN. 4. SHORE EXISTING ROOF FRAMING BETWEEN GRID LINES "B" AND "C" PROVIDE TEMPORARY DIAGONAL WALL BRACING BETWEEN GRID LINES "B" AND "C" (FROM BELOW ROOF TO EXISTING SLAB ON GRADE) UNTIL INSTALLATION IS COMPLETE. PROVIDE A MINIMUM OF (3) DIAGONAL BRACES AT 8'-0" O.C. SUBMIT SIGNED AND SEALED ENGINEERED SHOP DRAWINGS. 6. LEGEND INDICATES PRECAST WALL OR BEAM BELOW. * INDICATES EXISTING BUILDING DIMENSION. THE CONTRACTOR MUST FIELD VERIFY ALL EXISTING BUILDING DIMENSIONS PRIOR TO CONSTRUCTION O 9 w ti .- O LL s s O ti O ULu 0 a E Ld J Z Jr • •• (y � CD v Lu c cu Li- cn i U U C N .9 o 0 Q. V� a) H Lu �� c0 �c N O 'E .0 W •-•� IL- EcO ( (N a w ti .- O LL s s O ti O ULu U (� a /0.J7' .w -Z Ld J Z Jr • •• (y � ` d. v w ti .- Z 0 O ULu U (� a o o v Lu o z `LLI� ti .- Z 0 O ULu U (� a o o v - � - . �.._"____`7""�_—_� _ a �a daI I�' a - e a _1 o T.O. FTG S -6.o n a 1 STORE FRONT WALL ELEVATON s -4.o 3/16" = 1'-0" a .e c I 2 SECTION s-4.0 3/4" = 1'-0" 1/4 I 2" R� 1 1/4" DIA. ROD HSS BEAM, SEE PLAN 4 #3 CLEVISE AND 1 1/4" 0PIN 1 71/4 L8x6, SEE PLAN I IC- 3/4" GUSSET PLATE w/2" 3/16 EDGE DISTANCE AT PIN / 3/4" GUSSET PLATE w/2" EDGE DISTANCE AT PIN L8x6, SEE PLAN #3 CLEVISE AND 1 1/4" 0 PIN 11 - ��� S-4.0 1 1/4" DIA, ROD r ■ - - T.O. STL W,P. 1 25'-9" 3/4" GUSSET PLATE w/2" I 1/4 EDGE DISTANCE AT PIN — — ---- #3 CLEVISE AND 1 1/4" 0 PIN I — -- - W -BEAM, SEE PLAN HSS COLUMN, SEE PLAN I 3/8" SINGLE PLATE j 1/4 HSS BEAM, SEE PLAN \ CONN. w/(3) 5/8"0 EXISTING TILT -UP �, -- EPDXY ANCHORS — CONCRETE WALL HSS COLUMN, SEE PLAN — 1/4 I— 1/4— �� SECTION SECTION 5 SECTION 6 1/2" CAP PLATE — :� PER \SCHEDULE I I I I O O HSS BEAM, SEE PLAN — HSS -BEAM, SEE PLAN O O L8x6, SEE PLAN I W -BEAM, SEE PLAN I SEE SINGLE PLATE PER SCHEDULE ON S-5.0 W. P. CAP PLATE I 5/8Cx8 x1-0 LG. HSS COLUMN, SEE PLAN I 1/4 6 I I I I \ HSS COL. SEE PLAN I I HSS COLUMN, SEE PLAN I I I I I I I I SECTION 8 SECTION SECTION s -4.o 3/411= 11-011 (S4-4.0 3/411 _ 1'-0" S-4.0 3/8" = 1'-011 DOUBLE 3/8" STIFF. PLATE EACH SIDE \ W -BEAM, SEE PLAN i PLATE 5/8x7"x1'-2" LG. w/ ` (4) 3/4"0 A325N BOLTS HSS COL. SEE PLAN SECTION ®®`®®tttatat�t���® tL ® �a •a I ® F" �V • Q .9) LLL LLj % ^_ O I— V w O C E^ z W, J U Qi cn s U U C � cv �aoo V)YI`11. Lu z o CD M m o� ,c o 0 C cD J�cnU) ELu c a ®®`®®tttatat�t���® tL ® �a •a I ® F" �V • Q .9) LLL LLj % IES 1/4 -+-- EXISTING TILT -UP CONCRETE WALL 1/2" W -BEAM, SEE PLAN a o z ^_ I— V w O C z 0 J U Qi EXISTING � iti,.,.. �l� CONCRETE WALL 3/8" STIFF PLATE CONN... / / r� WITH HORIZONTAL SLOTS AND (3) HILTI HY150 MAX j L6x6x3/8 x 0'-6" LG. WSLOTTED 5/8"0 EPDXY ANCHORS HSS BEAM, i HOLES AND (1) 5/8" DIA HILTI WITH 4"' EMBED. — SEE PLAN KW IK BOLT TZ ANCHORS AND 4" EMBED. TOP AND BOTTOM N _ B.O. STL (3) SIDES 3/16 - w 10' -0 1/4" CLOSURE w IES 1/4 -+-- EXISTING TILT -UP CONCRETE WALL 1/2" W -BEAM, SEE PLAN a o z ^_ I— V w O C z 0 J U Qi 10 SECTION SECTION S-4.0 3/8" = 1'-0" S -4.o 3/4" = 1'-0" 4MO -- TENSION DEVELOPMENT LENGTHS AND LAP SPLICE LENGTHS FOR UNCOATED BARS DOUBLE ANGLE CONNECTION SCHEDULE (ALL BOLTED CONNECTIONS) A325N BOLTS (BOLTED TO GIRDER - WELDED TO BEAM) SINGLE PLATE CONNECTION SCHEDULE BEAM SIZE NO. OF A325N BOLTS (EACH ANGLE) ANGLE LENGTH (ACI 318, INCH -POUND VALUES) PER SCHEDULE 4" 44 W8, W10 (2) 3/4" DIA. �- 5 1/2" 2"o 21" A325N BOLTS PER SCHEDULE SINGLE PL CONNECTION 1/2" -1 1/2" 2" SINGLE PL Wl T=THICKNESS CAPACITY -KIPS (FACTORED) (3) 3/4" DIA. LENGTH (IN) PER CONCRETE STRENGTH (P.S.I.) NO. OF A325N BOLTS HOLE TYPE Lu O U PLATE SIZE W16 FILLET WELD SIZE T L 14.0 W8 (2) 3/4" DIA. SSLT 3000 PSI 4000 PSI 5000 PSI - 27.8 6000 PSI (3) 3/4" DIA. SSLT 7000 PSI CONNECTION 8000 PSI AND 9000 PSI BAR _ wo LAP 176 27.8 (8) 3/4" DIA. W12, W14 (3) 3/4" DIA. SSLT 17 1/2" 5/16"" W33 90" 1/4". 44.7 W16 (4) 3/4" DIA. SSLT SIZE 12" CLASS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS - 3/16" MIN W21 (6) 3/4" DIA. CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 #3 45 A 22 32 17 25 19 28 15 22 17 25 13 19 15 23 12 18 14 21 12 16 13 20 12 15 THREADS EXCLUDED I I B 28 42 22 32 24 36 19 28 22 33 17 25 20 _- 30 --- 15 23 - 18 - 28 14 - 21 --17 26 13 20 #4 -_ A 29- 43 22 33 25 - 37 19 29 - 22 33 17 26 20 31 16 24 - 19 28 15 22 18 26 14 20 I I I B 37 56 29 43 32 48 25 37 29 43 22 33 26 40 20 31 25 37 19 28 23 34 18 26 #5 CONN. PER A 36 54 28 41 31 47 24 36 28 42 22 32 25 38 20 29 24 35 18 27 22 33 17 25 O B 47 70 36 54 40 60 31 47 36 54 28 42 33 - 49 25 38 31 46 24 35 _ 29 43 22 _ - 33 #6 A 43 64 33 50 37 56 29 43 33 50 26 38 31 46 24 35 28 42 22 33 26 40 20 30 B 56 84 43 64 48 72 56 43 65 33 50 40 59 -31 46 -_37 55 28 42 34 51 26 40 #7 A 63 94 48 72 54 81 ____.37 42 63 49 73 37 56 44 66 34 51 41 61 32 47 38 58 30 44 B 81 122 63 94 70 106 54 81 63 94 49 73 58 86 44 66 53 80 41 - 61 50 75 38 58 #8 A 72 107 55 82 62 93 48 71 55 63 43 _ 64 51 76 39 58 47 70 36 54 44 66 34 51 B 93 139 72 107 80 121 62 93 72 108 55 83 66 98 51 76 61 91 47 70-- 57 _ 85 44 66 #9 _ A 81 121 62 93 70 105 54 - 81 63 94 48 72 57 85 44 66 53 79 41 61 49 74 38 57 B 105 157 81 121 91 136 70 105 81 122 63 94 74 111 _ 57 85 69 - 103 53 79 64 96 49 74 #10 A - 91 136 70 1-05 79 118 61 91- 70 105 54 81 64 96 49 74 59 89 46 69 56 83 43 64 B 118 177 91 136 102 153 79 118 91 137 70 105 83 125 64 96 77 116 - 59 89 -� 72 108 56 83 #11 A 101 151 76 116 87 131 67 101-- 76 117 60 90 71 107 55 82 66 99 51 76 62 93 48 71 B 131 196 101 151 113 170 87 131 101 152 78 117 93 139 71 107 86 128 66 99 80 120 62 93 #14 N/A 121 161 93 139 105 157 81 121 94 140 72 108 86 128 66 99 79 119 61 91 74 111 57 85 #18 N/A 161 241 124 186 139 209 107 161 125 187 96 144 114 171 88 131 106 158 81 122 99 148 76 114 NOTES: 1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE LENGTHS ARE IN INCHES. 2. TENSION DEVELOPMENT LENGTHS AND LAP SPLICE LENGTHS ARE CALCULATED PER ACI 318-05, SECTION 12.2.2 AND 12.15, RESPECTIVELY. TABULATED VALUES FOR BEAMS OR COLUMNS ARE BASED ON TRANSVERSE REINFORCEMENT AND CONCRETE COVER MEETING MINIMUM CODE REQUIREMENTS. 3. CASES 1 AND 2, WHICH DEPEND ON THE TYPE OF STRUCTURAL ELEMENT, CONCRETE COVER AND THE CENTER -TO -CENTER SPACING OF THE BARS, ARE DEFINED AS: BEAMS AND COLUMNS: A) CASE 1: COVER AT LEAST 1.0 (db) AND C -C SPACING AT LEAST 2.0 (db) B) CASE 2: COVER LESS THAN 1.0 (db) OR C -C SPACING LESS THAN 2.0 (db) ALL OTHERS: A) CASE 1: COVER AT LEAST 1.0 (db) AND C -C SPACING AT LEAST 3.0 (db) B) CASE 2: COVER AT LEAST 1.0 (db) OR C -C SPACING LESS THAN 3.0 (db) 4. LAP SPLICE LENGTHS ARE MULTIPLES OF TENSION DEVELOPMENT LENGTHS: CLASS A = 1.0 (Id) AND CLASS B = 1.3 (Id) (ACI 318-05, SECTION 12.15.1). 5. ACI 318-05 DOES NOT ALLOW TENSION LAP SPLICES OF #14 OR #18 BARS. THE TABULATED VALUES FOR THOSE BAR SIZES ARE THE TENSION DEVELOPMENT LENGTHS. 6. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 IN. OF CONCRETE CAST BELOW BARS. 7. FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.3. -- W -BEAM DOUBLE ANGLE CONNECTION SCHEDULE (ALL BOLTED CONNECTIONS) A325N BOLTS (BOLTED TO GIRDER - WELDED TO BEAM) SINGLE PLATE CONNECTION SCHEDULE BEAM SIZE NO. OF A325N BOLTS (EACH ANGLE) ANGLE LENGTH FILLET WELD SIZE PER SCHEDULE 4" 44 W8, W10 (2) 3/4" DIA. �- 5 1/2" 2"o 21" A325N BOLTS PER SCHEDULE SINGLE PL CONNECTION 1/2" -1 1/2" 2" SINGLE PL Wl T=THICKNESS CAPACITY -KIPS (FACTORED) (3) 3/4" DIA. BEAM SIZE NO. OF A325N BOLTS HOLE TYPE Lu O U PLATE SIZE W16 FILLET WELD SIZE T L 14.0 W8 (2) 3/4" DIA. SSLT 1/4" 6" 3/16" - 27.8 132 W10 (3) 3/4" DIA. SSLT 3/16" MIN 5/16" CONNECTION 81' 1/4"' -. (7) 3/4" DIA. 20 1/2" 3/16" MIN _ wo I I O 176 27.8 (8) 3/4" DIA. W12, W14 (3) 3/4" DIA. SSLT 17 1/2" 5/16"" W33 90" 1/4". 44.7 W16 (4) 3/4" DIA. SSLT 5/16" 12" 1/4" 62.0- 2. BOLT TYPE IS 3/4" DIA A325N W18 -- (5) 3/4" DIA. SSLT 3. HOLE TYPE IS AISC STD OR SSLT (U.N.O.) 4. LE = 1 1/4" (MIN) - CLIP ANGLE EDGE DISTANCE -5/16" 0.230 15" 1/4" 127.9 O-- U- O * DESIGN VALUES BASED ON THE AISC STEEL CONSTRUCTION MANUAL -13TH EDITION 79.2 - 3/16" MIN W21 (6) 3/4" DIA. SSLT NOTE: 1. MINIMUM ANGLE THICKNESS IS 1/4" 5/16" W30 1$" 1/4" 35 o I 27 96.0W24 A325N BOLTS PER SCHEDULE 3. HOLE TYPE IS AISC SSLT (U.N.O.) 4. LEH = 1 1/2" (MIN) LEV= 1 1/4" (MIN) (7) 3/4" DIA. SSLT (9) 3/4" DIA. 3/8" 5. VALUES BASED ON TOP FLANGE COPING ONLY 21" 5/16" 106.0 0.28 W27 (8) 314" DIA. SSLT 45 3/8" * DESIGN VALUES BASED ON THE AISC STEEL CONSTRUCTION MANUAL -13TH EDITION - TABLE 10-1 24" 5/16" SSLT SHORT -SLOTTED HOLES TRANSVERSE TO DIRECTION OF LOAD �O = 50 KSI - BEAMS I I AND NUMBER OF ANCHOR BOLTS 130.0 FLEXIBLE OR RIGID W30 (9) 3/4" DIA. SSLT FILLET WELD NOTES: 7/16" N 27" 5/16" STD STANDARD HOLES X THREADS EXCLUDED I I - SSLT SHORT -SLOTTED HOLES TRANSVERSE TO DIRECTION OF LOAD CENTERLINE OF COLUMN SUPPORTS FLEXIBLE OR RIGID CENTERLINE OF COLUMN CENTERLINE OF COLUMN N THREADSINCLUDED �- <TYP j j Ty X THREADS EXCLUDED �- W -BEAM I j �.. _......:_ W -BEAM (50 KSI) * VALUES BASED ON HSS CONNECTIONS MANUAL -1ST EDITION - TABLE 4-8. I W -BEAM DOUBLE ANGLE CONNECTION SCHEDULE DOUBLE ANGLE CONNECTION SCHEDULE (ALL BOLTED CONNECTIONS) TYPE (BOLTED TO GIRDER - WELDED TO BEAM) BEAM SIZE CAPACITY -KIPS (FACTORED) BEAM SIZE NO. OF A325N BOLTS (EACH ANGLE) ANGLE LENGTH FILLET WELD SIZE MINIMUM WEB THICKNESS (IN) 4" 44 W8, W10 (2) 3/4" DIA. �- 5 1/2" 3/16" MIN 0.230 0.230 W 66 W12, W14 (3) 3/4" DIA. 8 1/2" 3/16" MIN 0.230 Lu O U 88 W16 (4) 3/4" DIA. 11 1/2" 3/16" MIN 0.230 110 W18, W21 (5) 3/4" DIA. 14 1/2" 3/16" MIN 0.230 - DOUBLE ANGLE 132 W24 (6) 3/4" DIA. 17 1/2" 3/16" MIN 0.230 CONNECTION 154 W27 (7) 3/4" DIA. 20 1/2" 3/16" MIN 0.230 5/16" 176 W30 (8) 3/4" DIA. 23 1/2" 3/16" MIN 0.230 T-- 17 1/2" 198 W33 (9) 3/4" DIA. 26 1/2" 3/16" MIN 0.230 20 1/2"� NOTE: 1. MINIMUM ANGLE THICKNESS IS 1/4" 3/16" MIN 0.230 - (6) 3/4" DIA. 2. BOLT TYPE IS 3/4" DIA A325N W30 (8) 3/4" DIA. A325N BOLTS PER SCHEDULE 3. HOLE TYPE IS AISC STD OR SSLT (U.N.O.) 4. LE = 1 1/4" (MIN) - CLIP ANGLE EDGE DISTANCE 3/16" MIN 0.230 234 5. MAX COPE = 20% OF BEAM DEPTH 127.9 W33 (9) 3/4" DIA. * DESIGN VALUES BASED ON THE AISC STEEL CONSTRUCTION MANUAL -13TH EDITION 3/81' - 3/16" MIN TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS FOR UNCOATED BARS W -BEAM DOUBLE ANGLE CONNECTION SCHEDULE (ALL BOLTED CONNECTIONS) TYPE CAPACITY -KIPS (FACTORED) BEAM SIZE NO. OF A325N BOLTS (EACH FLANGE) ANGLE LENGTH HOLE TYPE FILLET WELD SIZE MINIMUM WEB THICKNESS (IN) i/411 - _ -- 27.8 W8, W10 (2) 3/4" DIA. 5 1/2" 4000 PSI 3/16" MIN 0.230 ^ v 42.1 W12, W14 (3) 3/4" DIA. 8 1/2" U 3/16" MIN 0.230 O w O 56.3 _ W16 (4) 3/4" DIA. 11 1/2" 0.19 3/16" MIN _ 0.230 70.6 W18, W21 (5) 3/4" DIA. -�-- 14 1/2" - 5/16" 3/16" MIN 0.230 DOUBLE ANGLE 0.19 CONNECTION _ ---- (4) 3/4" DIA. SSLT SEE - 5/16" 1/4" 20 0.22 85.1 W24 (6) 3/4" DIA. 17 1/2" (5) 3/4" DIA. 3/16" MIN 0.230 99.3 W27 (7) 3/4" DIA. _ 20 1/2"� - 3/16" MIN 0.230 W24 (6) 3/4" DIA. 113.6 W30 (8) 3/4" DIA. 23 172" 16 3/16" MIN 0.230 234 Lu 127.9 W33 (9) 3/4" DIA. 26 1/2" 3/81' - 3/16" MIN 0.230 Qo 0.238 NOTE: 1. MINIMUM ANGLE THICKNESS IS 1/4" zT W30 - ` 35 2. BOLT TYPE IS 3/4" DIA A325N 5/16" 27 0.28 A325N BOLTS PER SCHEDULE 3. HOLE TYPE IS AISC SSLT (U.N.O.) 4. LEH = 1 1/2" (MIN) LEV= 1 1/4" (MIN) 45 W33 (9) 3/4" DIA. SSLT 5. VALUES BASED ON TOP FLANGE COPING ONLY 3/8" 5/16" TACK WELD 0.28 6. MAX COPE = 20% OF BEAM DEPTH STD STANDARD HOLES 45 39 * DESIGN VALUES BASED ON THE AISC STEEL CONSTRUCTION MANUAL -13TH EDITION - TABLE 10-1 (3) PLACES ALL OTHERS TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS FOR UNCOATED BARS DOUBLE ANGLE CONNECTION AT HSS COLUMN SCHEDULE TYPE CAPACITY-KIPSMIN. BEAM SIZE NO. OF A325N BOLTS HOLE TYPE BASE PLATE ANGLE THICKNESS WELD SIZE THICKNESS HHS (IN) MIN. THICKNESS BEAM WEB (IN) (FACTORED) 3000 PSI 21" 11" 21" 4000 PSI 1 1110 2111 6000 PSI ^ v N O O O ��(1)/,r LL. N 0 O O rr- 22 U W8 (2) 3/4" DIA. SSLT o 0 0- N 5/16" 1/441 ANCHOR BOLTS 0.22 0.19 48 QBE W10, W12, W14 (3) 3/4" DIA. SSLT 12 5/16" 1/4" 8" EMBEDMENT 0.22 0.19 80 C2 W16 (4) 3/4" DIA. SSLT SEE - 5/16" 1/4" 20 0.22 0.19 115 14 W18, W21 (5) 3/4" DIA. SSLT 23 5/16" 1/4" _ 18 0.22 0.19 150 #8 W24 (6) 3/4" DIA. SSLT 21 5/16" 1/4" 16 0.22 0.19 234 Lu W27 (7) 3/4" DIA. SSLT aio¢ 3/81' 5/16" z 0.28 0.238 279 zT W30 (8) 3/4" DIA. SSLT 35 - 3/8" 5/16" 27 0.28 0.238 324 45 W33 (9) 3/4" DIA. SSLT 32 3/8" 5/16" TACK WELD 0.28 0.238 STD STANDARD HOLES 45 39 Fy min = 46 KSI - COLUMNS (3) PLACES ALL OTHERS 1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE LENGTHS ARE IN INCHES. SSLT SHORT -SLOTTED HOLES TRANSVERSE TO DIRECTION OF LOAD 3. FOR BAR SIZES #3 THROUGH #11 ONLY: = 50 KSI - BEAMS MAY BE APPLIED BUT THE LENGTH MUST NOT BE LESS THAN 8.0 (db) NOR 6 INCHES. AND NUMBER OF ANCHOR BOLTS SUPPORTS FLEXIBLE OR RIGID TYPICAL ANCHOR BOLT DETAIL FILLET WELD NOTES: N THREADS INCLUDED 2. PROVIDE 5/16" FILLET WELD AT ALL COLUMN MATERIAL THICKER THAN 3/8" AND 1/4" FILLET WELD OTHERWISE. X THREADS EXCLUDED * DESIGN VALUES BASED ON AISC STEEL CONSTRUCTION MANUAL -13TH EDITION - TABLE 10-2 - "WELDS B". CENTERLINE OF COLUMN CENTERLINE OF COLUMN CENTERLINE OF COLUMN I I I W -BEAM I I I �- W -BEAM I j �.. _......:_ W -BEAM (50 KSI) I (50 KSI) I (50 KSI) I I I I I I I DOUBLE ANGLE CONN. PER DOUBLE ANGLE ' DOUBLE ANGLE O I SCHEDULE CONN. PER CONN. PER i SCHEDULE SCHEDULE I Q II I I I I O \I I I 1 Ez L I OR I I I I HSS STEEL -� I I I COLUMN HSS STEEL HSS STEEL COLUMN I COLUMN TYPICAL W -BEAM CONNECTION COLUMN WIDTH COLUMN WIDTH TO HSS COLUMN > ANGLE WIDTH < ANGLE WIDTH TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS FOR UNCOATED BARS N 0 TYPE HSS8x8x5/16 Ogg U) HSS8x8xl /4 BASE PLATE PL 1 1/4" x 15" x 1'-3" LG PL 1 1/2" x 15" x l'-3" LG c PL 3/4" x 15" x l'-3" LG 3000 PSI 21" 11" 21" 4000 PSI 1 1110 2111 6000 PSI ^ v N O O O ��(1)/,r LL. N 0 O O rr- �{C�{�� 00 00 W'�N U M tf _ o 0 0_ C* 9000 PSI o 0 0- N 10 � ANCHOR BOLTS (6) 1" DIA A36 A.B. W .r..l w QBE (4) 3/4" DIA A36 A.B. 13 10" EMBEDMENT 12 12" EMBEDMENT 10 8" EMBEDMENT Ce3 C1 �Q C2 15 C3 12 SEE - �''-- COLUMN CL #6 20 NOTES - 16 14 13 12 #7 23 22 o 8 18 17 15 TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS FOR UNCOATED BARS STEEL COLUMN SCHEDULE TYPE HSS8x8x5/16 HSS8x8x5/8 U) HSS8x8xl /4 BASE PLATE PL 1 1/4" x 15" x 1'-3" LG PL 1 1/2" x 15" x l'-3" LG c PL 3/4" x 15" x l'-3" LG 3000 PSI 21" 11" 21" 4000 PSI 1 1110 2111 6000 PSI 1 11" 211 21 17 8000 PSI & N O O O ��(1)/,r LL. N 0 O O rr- �{C�{�� 00 00 W'�N U M tf _ o 0 0_ C* 9000 PSI o 0 0- N 10 NV 0 0 ANCHOR BOLTS (6) 1" DIA A36 A.B. 7 (6) 1 1/4" DIA A36 A.B. 6 (4) 3/4" DIA A36 A.B. 13 10" EMBEDMENT 12 12" EMBEDMENT 10 8" EMBEDMENT COLUMN TYPE C1 17 C2 15 C3 12 SEE - �''-- COLUMN CL #6 20 NOTES - 16 14 13 12 #7 23 22 o 8 18 17 15 a ui i #8 27 TOP OF SUPPORT - -" i 21 19 18 16 #9 30 v o Lu 23 21 _ja aio¢ #10 34 z m W 26 24 zT w #11 37 35 32 29 27 Z Z0 23 #14 45 Z 39 35 32 HEAVY HEX NUT (TYP)14 28 TACK WELD 60 55 52 (2) PLACES(&3/4" OR LESS 45 39 37 (3) PLACES ALL OTHERS 1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE LENGTHS ARE IN INCHES. 2. TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS ARE CALCULATED PER ACI 318-05, SECTION 12.5 AND THE AASHTO BRIDGE SEE COLUMN SCHEDULE FOR SIZE 3. FOR BAR SIZES #3 THROUGH #11 ONLY: A) IF CONCRETE COVER CONFORMS TO ACI 318-05, (SECTION 12.5.3) OR AASHTO (ARTICLE 8.29.3.2), THEN A MODIFICATION FACTOR OF 0.7 MAY BE APPLIED BUT THE LENGTH MUST NOT BE LESS THAN 8.0 (db) NOR 6 INCHES. AND NUMBER OF ANCHOR BOLTS OF 0.8 MAY BE APPLIED BUT THE LEGTH MUST NOT BE LESS THAN 8.0 (db) NOR 6 INCHES. 4. FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.3. TYPICAL ANCHOR BOLT DETAIL FILLET WELD NOTES: 1. ALL WELDS ARE CONTINUOUS ALL AROUND COLUMN BASE. 2. PROVIDE 5/16" FILLET WELD AT ALL COLUMN MATERIAL THICKER THAN 3/8" AND 1/4" FILLET WELD OTHERWISE. TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS FOR UNCOATED BARS (ACI 318 AND AASHTO, INCH -POUND VALUES) LENGTH (IN) PER CONCRETE STRENGTH (P.S.I.) BAR - U) c SIZE 3000 PSI 3500 PSI 4000 PSI 5000 PSI 6000 PSI 7000 PSI 8000 PSI & d ��(1)/,r LL. w �{C�{�� 00 00 W'�N U M tf 9000 PSI #3 10 9 9 8 7 7 6 #4 13 12 12 10 10 9 8 #5 17 16 15 13 12 11 10 #6 20 19 17 16 14 13 12 #7 23 22 20 18 17 15 14 #8 27 25 23 21 19 18 16 #9 30 28 26 23 21 20 18 #10 34 31 29 26 24 22 21 #11 37 35 32 29 27 25 23 #14 45 42 39 35 32 29 28 #18 60 55 52 146 45 39 37 NOTES: 1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE LENGTHS ARE IN INCHES. 2. TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS ARE CALCULATED PER ACI 318-05, SECTION 12.5 AND THE AASHTO BRIDGE SPECIFICATIONS FOR HIGHWAY BRIDGES (16TH EDITION 1996), ARTICLE 8.29. 3. FOR BAR SIZES #3 THROUGH #11 ONLY: A) IF CONCRETE COVER CONFORMS TO ACI 318-05, (SECTION 12.5.3) OR AASHTO (ARTICLE 8.29.3.2), THEN A MODIFICATION FACTOR OF 0.7 MAY BE APPLIED BUT THE LENGTH MUST NOT BE LESS THAN 8.0 (db) NOR 6 INCHES. B) IF HOOK IS ENCLOSED IN TIES OR STIRRUPS PER ACI 318-05 (SECTION 12.5.3) OR AASHTO (ARTICLE 8.29.3), THEN A MODIFICATION FACTOR OF 0.8 MAY BE APPLIED BUT THE LEGTH MUST NOT BE LESS THAN 8.0 (db) NOR 6 INCHES. 4. FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.3. w L Z N - U) c ca N w d ��(1)/,r LL. w �{C�{�� 00 00 W'�N U M tf LZB (u �o O a. EU - n 'WLu� z z � w J N0 V w Z N - w N w d w v U a. Lu S-5.0 Z N - w N w d v U a. Lu S-5.0 SLAB ON GRADE - SEE N FOUNDATION PLAN Q 3/4" TYPICAL 48 BAR DIA 2'-0" (MIN) SEALANT AT EXPOSED JOINTS 1/8" THICKNESS KEYED CONSTRUCTION------ 2 1/2" MIN _ i JOINT 1 1/2" 7t00 LAP (MIN) JOINT TO BE TOOLED OR SAW CUT r ♦„� M o -4 a a 44 B - : 8- ,. r. Z 'I'", d a " q _ 4° e e W A FFFrrr iC 48 BAR DIA SAWCUT DEPTH SLAB THICKNESS SAWCUT DEPTH 411 1" 4 1 1/411 611 O 711 1 3/4" 811 r a aq PLATE SCHEDULE d' 4 '. - 811 8' CONT. #4 ALONG 0 N J ^ a .. . q - — cu U) r C o0 ^^�� co WM C,•m ad 0 •= rTA 0 u o E: F- c 0 N �N0 w U N U e N Li R de N m 62 Q��.� o v ELu0 cac E E s 0 � M CHAMFER ALL EXPOSED EDGES a° OF CONC. SLABS, COL'S, BOTTOM REINFORCEMENT WALLS, AND BEAMS - SEE FOOTING SCHEDULE _ a ° i AND/OR DETAILS d u- �- 48 BAR DIA SAWCUT DEPTH SLAB THICKNESS SAWCUT DEPTH 411 1" 3/4" 1 1/411 611 1 1/2" 711 1 3/4" 811 211 o „ d .° a W 4 w e 4' d' .a U) _ -d. w - - - . /Y - _ ..d -.d V� �wJ EMBEDMENT 4,a - 3/4" .e eVW 1" 10" MIN 1 1/4" 12" MIN REMARKS: 1. SEE COLUMN/BASE PLATE SCHEDULE 4 '. - 811 8' CONT. #4 ALONG 0 ct (r!) \/IVl _ _ — CONSTRUCTION JOINT W ^ cu U) r C o0 ^^�� co WM NOTE: SEE FOUNDATION PLAN FOR LOCATION OF CONTROL JOINTS LAP (MW) -- TYPICAL CONCRETE D FOOTING DETAIL 3 TYP SLAB CONTROL JOINT 4 TYP SLAB CONSTRUCTION JOINT 1 CHAMFER DETAIL 2 STEPPE O �� ._._ � 1 1/21f = 1'-0" S-6.0 1" — 1'-0" - s -6.o 3/4" = 1' z `S ---- CONC, SLAB W/ FIBERMESH REINFORCEMENT CL w III Z Qe a STRUCTURE ABOVE - SEE PLAN 6" 611 \ PIM ME PIPE SLEEVE WITHINSIDE " E '_" \ STEP V V/ CONSTRUCTION JOINT THAN PIPIAMETER 2 LARGER \ 3 0 MIN LAP SPLICE AT TOP REINF, --- 2' - 0" MIN LAP SPLICE CONC. SLAB W/FIBERMESH REINFORCEMENT z\ E � �E \ AT BOTTOM REINF. �- (- \ E \ - W W ° ' ° d '.d a ° - 44 o d U) a4 e , ,4- 4 a q d dh All 4, d 4 'q 4 ° - a n d, 4 a - p q, a ° ' CONC. BOTTOM REINF. ° a TOP REINF. SAME BAR PER PLAN/SCHEDULE SIZE AND QUANTITY AS CONT. BOTTOM REINF. 2T T - BOTTOM REINF. SAME AS TRANSV. BARS PER — CONT. BAR REINF. PER FOOTING SCHEDULE STEP W/O CONSTRUCTION JOINT FOOTING SCHEDULE Y T _ T TYP STEP IN CONCRETE SLAB PIPE PENETRATION DETAIL WITH SLEEVE 1 1/2" = 1'-0" #4 x V-8" LG AT 16" O.C. (TYP) - - NEW CONC. SLAB ON GRADE 4 10 MIL VAPOR BARRIER THAT MEETS ASTM E-1745 CLASS A REQUIREMENTS NEW SLAB TO EXISTING S LAB 1" = 1'-0" __.. SEE PLAN — ATTACH NESTED STUD GLAZING PER ARCH DWGS -r- „^—i- TO TOP TRACK w/(2) #10 TEKS AT 16" O.C. (MAX) 8005162-43 AND 800T125-43 NESTED STUD i i 800T12S-43 COL) EXTERIOR L INTERIOR GENERAL NOTE: A.B. (A36 MATERIAL) THE LENGTH MUST HSS COLUMN -SEE SATISFY BOTH THE REQ'D MIN EMBEDMENT COLUMN SCHEDULE AND THE MIN PROJECTION. EMBEDMENT DEPTH SEE PLAN IS FROM T/FOOTING TO T/HEAVY HEX NUT SUPPORT BLOCKS AT 4'-0" O.C. BASE PLATE PER COLUMN SCHEDULE -- -� I I CONC. SLAB w/FIBERMESH - PROVIDE PROTECTIVE COATING AT - REINFORCEMENT COLUMN TO RESIST CORROSION _ -__ 8 1 1/2" NON -SHRINK GROUT ---- 1/4 -- — - - — l S-6.0 CONT. #4 T.O.SLAB a a I ...EV = SEE PLAN _ --- -- _ _ - -J cri EXTERIOR CONCRETE SLAB ON GRADE -SEE aq ARCH./SITE DWGS. i d d d HEAVY HEX NUT- TACKWELD -- 3" CLR MIN---- TWO PLACES TOP AND SEE PLAN AND SCHEDULE BOTTOM DO NOT PROVIDE J- — BOLT ANCHORS - SEE COLUMN FOR FOOTING SIZE AND REINFORCING SCHEDULE ANCHOR EMBEDMENT ANCHOR EMBEDMENT SIZE 3/4" 8" MIN 1" 10" MIN 1 1/4" 12" MIN REMARKS: 1. SEE COLUMN/BASE PLATE SCHEDULE r7�SECTION AT COLUMN BASE / FOUNDATION 3/4" = 1'-0" w/#10 TEK AT 6 O.C. EA, FLANGE i i (2) DIETRICH "D975" ANCHOR CLIPS (1) EACH T.O. KNEEWALL _ _ SIDE OF VERT. STUD w/(6) 910 TEKS TO VERT, ISOLATION JOINT (IJ) SEE ARCH i STUD AND (1) 1/2"0 KWIK BOLT -3 AT CENTER U 1/2" THICK ASPHALT- i i OF STUD WITH 31/4" MIN. EMBEDMENT IMPREGNATED FIBERBOARD 8005162-43 AND 800T125-43 ----� NESTED STUD AT 16" O.C. (MAX) w/ STEEL COLUMN #10 TEK AT 4'-0" O.C. EACH FLANGE i -- SUPPORT BLOCKS 3"(MIN) TYPICAL i AT 4'-0" O.C. _ 8 — SAWCUT EXISTING CONTINUOUS 800T125-43 w/(2) #10 CONCRETE COVER CONCRETE SLAB AS REQ'D. ON ALL STEEL. TYP TEKS EACH VERT. STUD - (1) EA. SIDE I - I CONT. #4 — DRILL AND EPDXY 3" INTO EXISTING j 0 r .a •d - -`- w SLAB WITH HILTI RE 500 EPDXY (TYP) — — - Lu — EXISTING CONC. SLAB ON GRADE TO REMAIN � L - - _ � � L-----------------------� EXTERIOR •a - VAPOR BARRIER, SEE CONCRETE SLAB a d 1 a - ARCH DRAWINGS ON GRADE - SEE q or a COLUMN BASE PLATE BELOW - ARCH./SITE DWGS. a - v a Oa - CONCRETE COVER AT ° . .. d COLUMN BASE PLATE - q , ,a q AT HSS COLUMNS SEE SCHEDULE FOR REINF. COLUMN BASE WINDOW SILL WALL BLOCKOUT DETAIL 10 SECTION AT STOREFRONT E9E EEE---- — — -- - s-6.0 1 1/2" = 1'-0" s-6.0 3/4" = 1'-0" 970) SEE PLAN 7�7i - EXISTING CONCRETE ETILT -UP WALL I HSS COL. - SEE PLAN 01/4" 21-011 I j I MONOLITHIC SLAB EDGE 2'-6" LAP SEE SCHEDULE E I � CV -� U °a , l a - EL. _ -0'-8" (FIELD VERIFY) T.O. EXISTING FTG tp .- �d b c - - d t1' ° e°Wnsutvae - DRILL AND EPDXY 3" INTO 11-041 2'-6" LAP EXISTING SLAB WITH HILTI RE 500 EPDXY (TYP) — L CONTINUOUS FOOTING #4 x l'-4" LG AT 16" O.C. (TYP) -- SEE SCHEDULE 12 SECTION AT END WALL s-6.0 3/4" = 1'-0 902) SEE PLAN EXISTING CONCRETE HSS COL. - SEE PLAN TILT -UP WALL - I MONOLITHIC SLAB EDGE SEE SCHEDULE I I ♦� °d . a • -moo - :- A4 4 G 4 0 4''.-4 ° 4 CONCRETE SLAB WITH FIBERMESH REINFORCEMENT #4 x 4'-6" LG DOWELS --- w/90° HOOK AT 18" O.C. SEE PLAN EEXTERIOR CONCRETE -- --' — - -- 8 SLAB ON GRADE - SEE �- 5-6.0 ARCH. DWGS. 8" CONT. #4 SUPPORT BLOCKS __� --- AT 4'-011 O.C. Lu LL ILT VAPOR BARRIER, SEE ARCH DRAWINGS d a q - d 5'-0" SEE SCHEDULE FOR REINF. �-THICKENED SLAB EDGE AT STOREFRONT 3/4" = 1'-011 j ---ELL= 4-8" (FIELD VERIFY) Y T.O. EXISTING FTG DRILL AND EPDXY 3" INTO EXISTING SLAB WITH HILTI RE 500 EPDXY (TYP) #4 x 1'4' LG AT 16" O.C. (TYP) CONTINUOUS FOOTING SEE SCHEDULE - Ei3'� SECTION AT END WALL s -6,o) 3/4" = 1'-0" E 4E TYP. DETAIL AT ANCHOR BOLTS s -6.a 3/4" = 1'-0" n '1 0 4.4 W EE 4 cap cu C o0 ^^�� co WM C,•m 0 •= rTA 0 u o E: F- c 0 N �N0 w U N U n '1 E EE 4 cu J c u N U e N Li R �=Y a z N m 62 Q��.� o v ELu0 cac E E s 0 � a - ®'o® 3 ®� i y • h °° s ® i LL O ,.. 2 LL w 'SIC �Lu q d LLIz cm u E I °° 40 <-.-o ® ® 2 LLj CN cj� losi * PRO �% Lu 4 J 1 I z r- 0 i-- c z uj N I Lu Q W R a 0 a� a �A B B T.O. WALL T.O. WALL CONT. 20 -■— CONT. 20 GA. TRACK - CONT. 20 GA. TRACK GA. TRACK — l'- 3 3/4" CONT. 20 T1' - 3 3/4" SEE ARCH SEE ARCH GA. TRACK I T.O. WALL � I T.O. WALL SEE ARCH -- - - SEE ARCH — I CONT. L2x2xl8-GA. x A. METAL CONT. L2x2x18-GA. w/ 1 #10 TEK 6 18 G E ---- CONT. L3x3x16 GA. BENT CONT. L3x3xl6 GA. BENT SCREW PER STUD — STUDS AT 16" O.C. w/(1) #10 TEK -- 6" x 18 GA. METAL PLATE w(4) #10 TEK SCREWS PLATE w(4) #10 TEK SCREWS PER LEG SCREW PER STUD STUDS AT 16" O.C. (4) #10 TEK SCREWS PER STUD - (2) EA. LEG (4) #10 TEK SCREWS PER STUD - (2) EA. LEG PER LEG \ EA. CONNECTION EA. CONNECTION --�, a HORIZONTAL 6" x 18 GA. L. _ HORIZONTAL 6" x 18 8' -18 GA. METAL STUD 8 - 18 GA. METAL STUD " STUDS w/(4) #10 TEKS GA. STUDS w/(4) #10 KNEE BRACE AT 16" O.C. KNEE BRACE AT 16" O.C. EA. VERTICAL STUD TEKS EA. VERTICAL 8" -18 GA. METAL 8" - 18 GA. METAL / _ _ _ _ _ _ _ - _ STUD STUDS AT 16" O.C. - ---- 19/32" CDX P.T. PLYWOOD STUDS AT 16" O.C. -- - --- 19/32" CDX P.T. PLYWOOD =-= =- = =-�. _. L5x3xl/4 (LLH) \ -- CONT. 20 GA. TRACK- FASTEN TRACK - L5x3x1/4 (LLH) TO DECK w/(2) #10 TEK EA. VERT. STUD i- CONT. 20 GA. TRACK - FASTEN TRACK TO �� -- CONT. L3x3xl6 GA. BENT CONT. L3x3xl6 GA. BENT DECK w/(2) #10 TEK-EA. VERT. STUD PLATE w(4) #10 TEK SCREWS PLATE w/(4) #10 TEK SCREWS HSS 216x2'/1/4 FA. JOIST _ PER STUD - (2) EA. LEG — \��` PER STUD - (2) EA. LEG - _ ; -- -MSS 2%X2%1 /4 EA. JOIST EXISTING ROOF DECK I \, EXISTING ROOF DECK -- S-6.2 SIM - — - — 7 _ — - _ L\�� _ 25'-9" JOIST BEARING — — — JOIST BEARING I - -- 6 6 6 6 „ -„ „� ,! - -- -- JOIST BEARING—..—a-L-- 6 6 6 61/4 `\ I \\\ I JOIST BEARING— I CONT. L2x2xl8-GA. \ / � CONT. L2x2xl8-GA. I\ I I \ I I w/(1) #10 TEK III I I B I I � SCREW PER STUD /� ( \ w/(1) #10 TEK I @ I I I I I I\\\ �� -- — PER LEG _... SCREW PER STUD ,� _ PER LEG — _ EXISTING JOIST —i_ ..___ _ -- EXISTING JOIST 2 DIETRICH "FS15" w/(3) # --r ��6 1 6 10 TEKS TO STUD AND (3) (2) DIETRICH "FS15" w/(3) # -6.1 0.1570 P.A.F.'S TO STEEL �__— .5 10 TEKS TO STUD AND (3) - BEAM (1) EACH SIDE OF S-6.1 0.1570 P.A.F.'S TO STEEL I I I I I �. I _ EACH VERTICAL STUD, TYP. i 1 BEAM (1) EACH SIDE OF SIM I I I I SIM EACH VERTICAL STUD, TYP. - 8"x20 GA. x 12" LG. CAP TRACK w/(3) #1010 TEKS 8"x20 GA x 12" LG. CAP EA. FLANGE TYP. AT EA. TRACK wl(3) #10 10 TEKS VERT. STUD EA. FLANGE TYP. AT EA. I VERT. STUD $" - 18 GA. INFILL 8" _ 18 GA. INFILL 8" -18 GA. INFILL „ METAL STUDS AT 8 - 18 GA. INFILL METAL STUDS. METAL STUDS AT „ PROVIDE 8 x 16 GA. I I 1 I METAL STUDS. I 16" O.C. T 16" O.C. STUDS AT ALL FULL PROVIDE 8" x 16 GA. HEIGHT WALL STUDS AT ALL FULL CONDITIONS (U.N.O.) HEIGHT WALL CONDITIONS (U.N.O.) --- Q. I I I I I NEW HSS8x8 c,, w COLUMN NEW HSS8x8 I I o ' I I I w COLUMN 1 (14) #10 TEK SCREWS i p AT EACH STUD SPLICE --- (14) #10 TEK SCREWS AT EACH STUD SPLICE I I I I I I I 1 I I I I I I I I 2„ 2„ CONT. 20 GA. Z- PLATE w/(2) #10 TEK 2" 2" CONT. 20 GA. Z- 2" SCREWS PER STUD„ PLATE w/(2) #10 TEK 2 SCREWS PER STUD I I I I I I I I I I I I HSS COL. - SEE PLAN 6„ -16 GA. INFILL METAL STUDS AT 1 I CONT. 20 GA. TRACK CONT. 20 GA. TRACK 16” O.C. NEW HSS8x8 HEADER NEW HSS8x8 i i NEW HSS8x8 6 - 16 GA. INFILL METAL HEADER HEADER STUDS AT 16" O.C. NEW HSS8x8 HEADER I CONT. 20 GA. TRACKi I I i I CONT. 20 GA. TRACK - 10'-0" 10'-0" ri 10'-0" I \ B.O. STL B.O. STL B.O. STL 10'-0" I I I I B.O. STL NEW L8x6x7/16 (LLH)PROVIDE NEW L8x6x7/16 I I i I I I I I I I I I I I i I (LLH) WHERE REQ'D TO I SUPPORT METAL STUD 1 FRAMING 1/4 3@12 1 WALL SECTION WALL SECTION I I _ 1/4 3@12 NEW HSS8x8 I 3 WALL SECTION WALL SECTION S-6.1 1/2" _ -1, -0„ �s-6� 1/211 = 1 1-0„ s-6.1 1/211 = 1'-0” METAL STUD WALL METAL STUD WALL SYSTEM- DETAILS BY SYSTEM - DETAILS BY SPECIALTY ENGR. FIELD VERIFY EXISTING L3x3 SPECIALTY ENGR. FIELD VERIFY EXISTING L3x3 DECK DECK ANGLE -PROVIDE NEW ANGLE -PROVIDE NEW L3x3x1/4 ALONG L3x3xl/4 ALONG EDGE OF EDGE OF DECK WHERE REQUIRED CONT. 20 GA. TRACK DECK WHERE REQUIRED CONT. 20 GA. TRACK I NEW CONT. L6x4X5/16 EXISTING MTL. 8 ROOF DECK S-6.1 —EXISTING MTL. DECK EDGE ROOF DECK I JOIST BEARING -�— -_— JOIST BEARING — — - SEE PLAN SEE PLAN 1/2” MIN OFFSET 1/2" MIN OFFSET REQUIRED FROM REQUIRED FROM PLANE OF WALL FORPLANE OF WALL FOR \� SHEATHING — - �� SHEATHING \ 3/8" GUSSET PLATE \��\ TYP pp �. — 1/8 2 1/2 \ 2 1/2" - 20 GA. INFILL8 0 TYP EA. BRACE - WELD 8 8 STUDS AT 16" O.C. / 1/8>21/2 TO W -BEAM WITH \ 1/4" FILLET WELD — 3/8" GUSSET PLATE 3/8" GUSSET PLATE W -BEAM, SEE PIAN EA. BRACE -WELD W -BEAM, SEE PLAN EA. BRACE -WELD \ TO W BEAM WITH TO W -BEAM WITH DIETRICK FTC5 1/4" FILLET WELD EXISTING FIELD VERIFY UPLIFT DIETRICK FTC5 1/4" FILLET WELD EXISTING FIELD VERIFY UPLIFT CLIP w/(3) #10 STL. JOIST BRIDGING - ADD AS CLIP w/(3) #10 STL. JOIST BRIDGING - ADD AS TEKS TO STUD L3x3xl/4 DIAGONAL REQUIRED (TYP) TEKS TO STUD L3x3xl/4 DIAGONAL REQUIRED (TYP) AND (3) TO STEEL - BRACE EVERY AND (3) TO STEEL - BRACE EVERY TYP. EA. STUD. OTHER JOIST TYP. EA. STUD. OTHER JOIST - TYP. EXISTING STEEL TYP. EXISTING STEEL 5 JOIST TO NEW STEEL BEAM CONN JOIST TO NEW STEEL BEAM CONN s-6.1 3/4" = 1'-0„ S-6.1 3/4" - 1'-0.. 3116 AT HSS 2 1/2 FIELD VERIFY EXISTING L3x3 DECK ANGLE - PROVIDE NEW L3x3xl/4 AT HSS 2 1/2 ALONG EDGE OF DECK 3/16 WHERE REQUIRED HSS236c2%x3/16 —� WHERE REQUIRED - 3/16 25'-9" / JOIST BEARING 1/211 = 1'-011 411 FIELD VERIFY PRIOR TO FABRICATION / 3/16 �y BEARING PLATE 1/2"x4"x1'-0" LG. I \ - 3/8" GUSSET PLATE. EXISTING JOIST 3/16 1 -- I - 3/8" GUSSET PLATE 24 W16 BEAM AT EA. JOIST --� \�`` EXISTING W16 ---.--{ TOP & BOT 3/8" SINGLE PLATE CONN. (3) 3/4"0 A325N BOLTS \ _ �-- W -BEAM, SEE PLAN COPE BOTTOM FLANGE OF EXISTING BEAM AT NEW SINGLE PLATE CONN. TYP. EXISTING STEEL BEAM 7 TO NEW STEEL BEAM CONN $ WALL SECTLON 5-6.1 3/4" = 1'-0" U) z O w U) J H W w _ cn w Q E Q 4-a _ a C> ti N _ O u— -Z 5 d N00 (D L U Q� i U ¢ m 'a o w �ULL Lu � eD' W2 c ca z ti �N0 J d U) z O w U) J H W w _ cn w 0 E Q cu _ a C> ti N _ O u— -Z 5 d Y (D L U �7 i U ¢ w a,s"L 0 C7 co Ni—E: Lu � C= L O C w ELu d U) z O w U) J H W w _ cn w a o ra ca 0 ■ 1 LAN a _ a p Z U(=� W ti N _ O -Z 5 d Y (D L U F ¢ w a o ra ca 0 ■ 1 opp U � B q B 4_ �- S-6.2 5-6.2 i T.O. WALL T.O. WALL 'mow w ¢aO SEE ARCH '1 SEE ARCH I V k �s g — — —I 1 - EXISTING ROOF DECK EXISTING rih 26-911 ROOF DECK JOIST BEARING - JOIST BEARING 8"-18 GF METAL 9 16" O.G. NEW HS: COLUMN NEW HS HEADER B.0 ASA ■ f S-6.2) 1/2" = 1'-0" SECTION � ROOF SUPPORT AT PARAPET S-6.2 3/4" = 1'-0" 8" - 18 G? METAL S' 16" O.C. NEW HS: COLUMN NEW HSI HEADER B.O WALL SECTION S-6.2 1/2" =1'-0" SE HSS BEAM, PLAN AND ELEVATION HSS COL, SE HSS BEAM,,' PLAN AND ELEVATION �B> A� 1' - 3 3/4" CONT. P.T. 2x - SEE ---� 3 5/8" FIELD VERIFY ARCHITECTURAL DRAWINGS. CONTINUOUS 800T125-33 ---- 4 3/8" — 800S162-43 AND 800T125-43 NESTED STUD AT 16" O.C. (MAX) w/#10 TEK AT 6" O.C. EACH FLANGE T.O. PARAPET - - (2) DIETRICH "D975" ANCHOR CLIPS (1) EACH SEE ARCH _ SIDE OF VERT. STUD w/(6) #10 TEKS TO VERT. STUD AND (4) 0.157" 0 P.A.F. TO BENT PLATE. INSTALL CLIP PER MANUFACTURERS CONTINUOUS 800T125-33 w/(2) #10 1 REQUIREMENTS TEKS EACH VERT. STUD - (1) EA. �\ _ SIDE, FASTEN TRACK TO BENT - PLATE WITH (2) 0.157"0 P.A.F: S 3/16 3@12 EACH STUD. LOCATE FASTENERS TO CLEAR DIETRICH "0975" CLIP. EXISTING ROOF DECK 25'-9"uj _ 'A. DNTAL STUD ;A. VERTICAL TYP) /16 (LLH) )RT ANGLE (TYP) VCKIrT WIAMUM WRAP AROUND COLUMN DETA 3/4" = 1'-011 METAL STUD FRAMING NOT SHOWN FOR CLARITY — 1 1/2" METAL DECK- SEE PLAN I HSS 2Yzx2'/1/4 — NEW L3x3x1/4 i" -18 GA. STUDS EA. JOIST 4T 16" O.C. FIELD VERIFY EXISTING L3x3 L5x3x1 /4 (LLH) DECK ANGLE - PROVIDE NEW L3x3x1/4 ALONG EDGE OF DECK WHERE REQUIRED JOIST BEARING 1/2" DIA THRU 3/16 3@12 BOLTS AT 32" O.C. 18 GA. TRACK 3/16 V i � TYP EA. END 3/16 21/2 OF HSS L3x3x1/4 BELOW EACH STUD WALL (TYP) CTION SECTION IL JOIST BEARING �� � - _ ` - _. - _ - - -- 1/2" MIN OFFSET REQUIRED FROM PLANE OF WALL FOR SHEATHING NEW CONT. 8x3Y4x1/4 BENT PLATE - - \ FIELD VERIFY LOCATION OF EXISTING L3x3 PRIOR TO i FABRICATION 3/16 3@12 I 3/16 \ �� 2 1/2" - 20 GA. INFILL 3/16 STUDS AT 16" O.C. -- HSS2'/2x2Yx3/16 AT 6-0" O.C. EXISTING JOIST, DIETRICK FTC5 CLIP w/(3) #10 ALONG W -BEAM AT MID -POINT BEYOND TEKS TO STUD AND (3) 0.157 0 BETWEEN EXISTING JOISTS. P.A.F.'S TO STEEL - TYP. EA. STUD. CONT. L2x2x18-GA. EACH SIDE AT TOP OF WALL ALONG EDGE OF SHEATHING WALL SECTION 3/411 = 11-010 N O •• s VM L3x3x1 /4 a •y, E if/ Q %"+ yy as / • gA �'"A✓� � � 6 a� list 1110®®® zs i 4-a I S -6.Z L.L.Q. I (D 00C5 `M I I J i U i � L) :E•�W-O0 UJ w L I- c Fj w J Na O V I M Si M J I I k J I I TYP I I 3/16 i I L3x3x1/4 1-01 O� 0 -- --- -------- ----------------- U- mI w m i 0w I I O0: U0 I i _-Ij0 L3x3x1/4 BELOW M i EACH STUD WALL M i M (TYP) I I I I — PERIMETER OF MTL. 1 I I I I STUD FRAMING � ROOF SUPPORT AT PARAPET S-6.2 3/4" = 1'-0" 8" - 18 G? METAL S' 16" O.C. NEW HS: COLUMN NEW HSI HEADER B.O WALL SECTION S-6.2 1/2" =1'-0" SE HSS BEAM, PLAN AND ELEVATION HSS COL, SE HSS BEAM,,' PLAN AND ELEVATION �B> A� 1' - 3 3/4" CONT. P.T. 2x - SEE ---� 3 5/8" FIELD VERIFY ARCHITECTURAL DRAWINGS. CONTINUOUS 800T125-33 ---- 4 3/8" — 800S162-43 AND 800T125-43 NESTED STUD AT 16" O.C. (MAX) w/#10 TEK AT 6" O.C. EACH FLANGE T.O. PARAPET - - (2) DIETRICH "D975" ANCHOR CLIPS (1) EACH SEE ARCH _ SIDE OF VERT. STUD w/(6) #10 TEKS TO VERT. STUD AND (4) 0.157" 0 P.A.F. TO BENT PLATE. INSTALL CLIP PER MANUFACTURERS CONTINUOUS 800T125-33 w/(2) #10 1 REQUIREMENTS TEKS EACH VERT. STUD - (1) EA. �\ _ SIDE, FASTEN TRACK TO BENT - PLATE WITH (2) 0.157"0 P.A.F: S 3/16 3@12 EACH STUD. LOCATE FASTENERS TO CLEAR DIETRICH "0975" CLIP. EXISTING ROOF DECK 25'-9"uj _ 'A. DNTAL STUD ;A. VERTICAL TYP) /16 (LLH) )RT ANGLE (TYP) VCKIrT WIAMUM WRAP AROUND COLUMN DETA 3/4" = 1'-011 METAL STUD FRAMING NOT SHOWN FOR CLARITY — 1 1/2" METAL DECK- SEE PLAN I HSS 2Yzx2'/1/4 — NEW L3x3x1/4 i" -18 GA. STUDS EA. JOIST 4T 16" O.C. FIELD VERIFY EXISTING L3x3 L5x3x1 /4 (LLH) DECK ANGLE - PROVIDE NEW L3x3x1/4 ALONG EDGE OF DECK WHERE REQUIRED JOIST BEARING 1/2" DIA THRU 3/16 3@12 BOLTS AT 32" O.C. 18 GA. TRACK 3/16 V i � TYP EA. END 3/16 21/2 OF HSS L3x3x1/4 BELOW EACH STUD WALL (TYP) CTION SECTION IL JOIST BEARING �� � - _ ` - _. - _ - - -- 1/2" MIN OFFSET REQUIRED FROM PLANE OF WALL FOR SHEATHING NEW CONT. 8x3Y4x1/4 BENT PLATE - - \ FIELD VERIFY LOCATION OF EXISTING L3x3 PRIOR TO i FABRICATION 3/16 3@12 I 3/16 \ �� 2 1/2" - 20 GA. INFILL 3/16 STUDS AT 16" O.C. -- HSS2'/2x2Yx3/16 AT 6-0" O.C. EXISTING JOIST, DIETRICK FTC5 CLIP w/(3) #10 ALONG W -BEAM AT MID -POINT BEYOND TEKS TO STUD AND (3) 0.157 0 BETWEEN EXISTING JOISTS. P.A.F.'S TO STEEL - TYP. EA. STUD. CONT. L2x2x18-GA. EACH SIDE AT TOP OF WALL ALONG EDGE OF SHEATHING WALL SECTION 3/411 = 11-010 J Mu w U) z 0 U w U)J ON N O •• s VM cj LL a •y, E if/ Q %"+ yy as / • gA �'"A✓� � � of LL a� list 1110®®® zs 4-a u`r1 ^u L.L.Q. (D 00C5 `M J i U �O O � L) :E•�W-O0 UJ w L I- c Fj w J Na O V J Mu w U) z 0 U w U)J ON N O •• s VM cj LL a •y, E if/ Q %"+ yy as / • gA �'"A✓� � � of LL a� list 1110®®® zs U u`r1 U J i U � v � M o UJ w L Z ^' cu O W c 0 Lu •�_ W �. a J Mu w U) z 0 U w U)J ON O •• s VM cj LL •y, if/ Q %"+ yy w J / • gA �'"A✓� � � of LL list 1110®®® Y w i Z N +rr. Y u`r1 J o i Z N +rr. Y '�-6.2 ELECTRICAL LEGEND Electrical Index MOUNTING HEIGHTS SHOWN ARE MAXIMUM/MINIMUM ELECTRICAL LEGEND NOT ALL DEVICES SHOWN IN LEGEND ARE REQUIRED. HANDICAPPED ACCESSIBILITY STANDARDS - THEY SHALL E101 REVIEW POWER & LIGHTING PLANS AND DETAILS FOR E201 NOT BE ALTERED WITHOUT WRITTEN AUTHORIZATION. ITEMS WHICH APPLY TO THIS PROJECT. A a oR A a FLUORESCENT LIGHT FIXTURE, LETTER INDICATES TYPE. SEE FIXTURE SCHEDULE. LOWER Lo DISCONNECT SWITCH CASE LETTER INDICATES SWITCH (IF USED) 4_0 A a FLUORESCENT STRIP LIGHT, LETTER INDICATES TYPE. SEE FIXTURE 10013/60 DISCONNECT DESIGNATION (SIZE/POLES/FUSE) "NF" INDICATES SCHEDULE. LOWER CASE LETTER INDICATES SWITCH (IF USED) C) NON-FUSED; "DE" INDICATES DUAL ELEMENT FUSES. OR GO SURFACE MOUNTED LIGHT, LETTER INDICATES TYPE. SEE FIXTURE a N N -m SCHEDULE. LOWER CASE LETTER INDICATES SWITCH (IF USED) EF MOTOR PERMANENTLY CONNECTED WITH FLEXIBLE CONDUIT B OR -(� B INCANDESCENT OR HID LIGHT FIXTURE, LETTER INDICATES TYPE W O -0- W (HORSEPOWER OR EQUIPMENT INDICATED) C Cu N '� SEE LIGHT FIXTURE SCHEDULE TO CONFIRM TYPE AND MOUNTING. N O THERMOSTAT. PROVIDE SINGLE GANG BOX WITH 1/2" C. STUBBED C oR 41 C WALL BRACKET LIGHT FIXTURE, LETTER INDICATES TYPE SEE �T INTO CEILING SPACE, MOUNT 60" A.F.F. U.O.N. (COORDINATE WITH LIGHT FIXTURE SCHEDULE TO CONFIRM TYPE AND MOUNTING. Za0 MECHANICAL DRAWINGS PRIOR TO ROUGH -IN) NL NIGHT LIGHT FIXTURE (NL) ~ U_ a)Cu TELEPHONE WALL OUTLET, PROVIDE SINGLE GANG BOX WITH 314" �op Q,iS� C v CONDUIT WITH PULL WIRE AND INSULATING BUSHING STUBBED INTO X EXIT LIGHT (SHADE AREA INDICATES DIRECTION) LETTER INDICATES TYPE J�cnU) CEILING SPACE. MOUNT BOX 18" A.F.F. U.O.N. a SEE LIGHT FIXTURE SCHEDULE TO CONFIRM TYPE AND MOUNTING. cli c N LLI as N iz C) BATTERY POWERED EMERGENCY LIGHT 0 COMPUTER OUTLET. MOUNT BOX @ 18" A.F.F. U.O.N. 0 TRACK LIGHTING AND TRACK. FOR INFORMATION ON TRACK SEE 0 LIGHT FIXTURE SCHEDULE TO CONFIRM TYPE AND MOUNTING. U COMBO TELEPHONE/ DATA OUTLET. MOUNT BOX @ WALL WASHER FIXTURE. (SHADE AREA INDICATES DIRECTION) SEE 18" A.F.F. U.O.N. LIGHT FIXTURE SCHEDULE TO CONFIRM TYPE AND MOUNTING. SINGLE POLE SWITCH, LOWER CASE LETTER INDICATES LIGHTS CONTROLLED. LETTER NOT SHOWN IF SELF EVIDENT. MOUNT O CEILING SPEAKERS MTD. AND WIRED PER AEI MUSIC NETWORK, a 48" A.F.F. U.O.N. INC. (800-274-9298) �F SINGLE POLE SWITCH. FAN CONTROLLER, MOUNT 48" A.F.F. U.O.N. p O CEILING MTD. SENSOR DEVICE �3 3 -WAY SWITCH, FOR CONTROLLING LIGHTS FROM TWO DIFFERENT POINTS. Q FIRE ALARM PULL STATION: EDWARDS #SIGH 270 OS OCCUPANCY SENSOR WALL SWITCH. �I 0� CEILING MOUNTED OCCUPANCY SENSOR IT7r1 IGI HORN/STROBE: EDWARDS #692-8A-HSW ® TWO GANG FLOOR OUTLET BOX. ONE QUADPLEX ISOLATED GROUND RECEPTACLE AND ONE COMPUTER OUTLET. `', FIRE ALARM LIGHT STROBE ® WIREMOLD-WALKER INFLOOR SYSTEMS. RC4 FLUSH QUAD POKE THRU SERIES WITH FOUR MULTIMEDIA COMMUNICATION LOCATIONS OWIREMOLD SMOKE DETECTOR: EDWARDS #ISIGA-PS WALL5OURCE MULTIPLE SERVICE BOX. �i STANCHION MOUNTED QUADPLEX FLOOR RECEPTACLE OUTLET. © HEAT DETECTOR: EDWARDS #SIGA-HRS O STANCHION MOUNTED DUPLEX FLOOR RECEPTACLE OUTLET. QUADPLEX RECEPTACLE OUTLET. FACP PANEL: SIEMEN CYRBURUS MODEL #PXL QUADPLEX RECEPTACLE OUTLET MOUNTED ABOVE COUNTER TOP U.O.N. DUPLEX RECEPTACLE, MOUNT 18" AFF EF BATH ROOM FAN LIGHT (BROAN S150L) UON DUPLEX RECEPTACLE MOUNTED ABOVE COUNTER HEIGHT U.O.N. GROUND FAULT INTERRUPTER RECEPTACLE, LEVITON #6898-I, MOUNT �GFI ABOVE COUNTER HEIGHT U.O.N. I.G. DUPLEX RECEPTACLE, ISOLATED GROUND TYPE, LEVITON #5362-IGI MOUNTED ABOVE COUNTER HEIGHT. U.O.N. I.G. DUPLEX RECEPTACLE, ISOLATED GROUND TYPE, LEVITON #5362-IGI MOUNT AT 18" AFF UON SW DUPLEX RECEPTACLE, MOUNTED ABOVE STOREFRONT WINDOWS ABBREVIATIONS Q- SINGLE RECEPTACLE, MOUNTED AT HEIGHT NOTED ON PLANS ACC -CU CONDENSING UNIT MTD MOUNTED SPECIAL PURPOSE RECEPTACLE OUTLET AFF ABOVE FINISH FLOOR NF NON-FUSED AFG ABOVE FINISH GRADE NIC NOT IN CONTRACT A/H-AHU AIR HANDLING UNIT NL NIGHT LIGHT ® CEILING MOUNTED RECEPTACLE WITH S.O. CABLE (HUBBELL: 074-01-018) CLG CEILING NTS NOT TO SCALE C/T CURRENT TRANSFORMER OS OCCUPANCY SENSORS O JUNCTION BOX (FLUSH MOUNT IN FINISHED AREAS U.O.N.) DE DUAL ELEMENT FUSE PC PULL CHAIN LIGHTING, POWER, FACP PANELBOARD OR TELE. TERM. CABINET. EC EMPTY CONDUIT RTU ROOF TOP UNIT E/F-EF EXHAUST FAN SW SHOW WINDOW RECEPTACLE CLG MTD MSBIMDP MAIN SWITCHBOARD OR MAIN DISTRIBUTION PANEL EG EQUIPMENT GROUND TTB TELEPHONE TERMINAL BOARD CONDUIT CONCEALED IN WALL, BELOW SLAB, OR ABOVE CEILING. EM EMERGENCY LIGHT TTC TELEPHONE TERMINAL CABINET ` EWC ELECTRIC WATER COOLER TYP TYPICAL CONDUIT EXPOSED ON WALL OR CEILING. EWH ELECTRIC WATER HEATER UON UNLESS OTHERWISE NOTED EX EXISTING DEVICE TO REMAIN VIF VERIFY IN FIELD FLEXIBLE CONDUIT NOT TO EXCEED 6 FEET IN LENGTH FACP FIRE ALARM CONTROL PANEL VTC VIA TIME CLOCK A-1,3 CONDUIT RUN CONCEALED IN WALLS BELOW SLAB, OR CEILING SPACES. FLR FLOOR WP WEATHERPROOF ARROWS INDICATE HOMERUN. SMALL HASHMARKS INDICATE NUMBER OF GFI GROUND FAULT INTERRUPTER X EXIT LIGHT HOT CONDUCTORS, AND LARGE HASHMARK INDICATES NEUTRAL. SUBSCRIPT INDICATES PANEL AND CIRCUIT NUMBERS, GROUND IG ISOLATED GROUND CONDUCTOR REQUIRED IN ALL CONDUITS BUT NOT INDICATED. LB LOCK BREAKER A-37:39:41 SUBSCRIPT INDICATES PANEL -AND NUMBERS WITH COLONS INDICATE 2 OR 3 POLE CIRCUITS. NOTE: MOUNTING HEIGHTS NOTED ARE TO BOTTOM OF DEVICE SHOWN UON Electrical Index E001 ELECTRICAL LEGEND E002 ELECTRICAL SPECIFICATIONS E101 ELECTRICAL PANEL SCHEDUELS AND PARTIAL RISER DIAGRAM E201 I ELECTRICAL PLAN uunniunnnwmmuuuuuuu a� 'r Q� J co ■L q J U F- LU WW T U) d Lu 0 ui C'� o —1 w 0 a M w w L O -i—+ Cl) E L.L.. 4_0 J C) ^C: W -`(N U a N N -m W CD —90 CULL w W O -0- W z z C Cu N '� Lu N O J U -� uunniunnnwmmuuuuuuu a� 'r Q� J co ■L q J U F- LU WW T U) d Lu 0 ui C'� o —1 w 0 a M w w 0 E L.L.. J co U Cu W Cn Q' L -� U �—03C Za0 W m ~ U_ a)Cu d - z �op Q,iS� C C: a) O Euj c 0 J�cnU) a Z U cli c N uunniunnnwmmuuuuuuu a� 'r Q� J co ■L q J U F- LU WW T U) d Lu 0 ui C'� o —1 w 0 a M w w E J W Q' O T Z U cli c N LLI as N iz C) Z C uj W U uj 0 IL 0 O U E001 REFERENCES UTILIZE THE FOLLOWING ABBREVIATIONS AND DEFINITIONS FOR DISCERNMENT WITHIN THE DRAWINGS AND SPECIFICATIONS NEC NATIONAL ELECTRICAL CODE OSHA OCCUPATIONAL SAFETY AND HEALTH ACT ANSI AMERICAN NATIONAL STANDARDS INSTITUTE NFPA NATIONAL FIRE PROTECTION ASSOCIATION ASA AMERICAN STANDARDS ASSOCIATION IEEE INSTITUTE OF ELECTRICAL AND ELECTRONICS ENGINEERS NEMA NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION UL UNDERWRITERS' LABORATORIES, INC. IES ILLUMINATING ENGINEERING SOCIETY ICEA INSULATED CABLE ENGINEERS ASSOCIATION ASTM AMERICAN SOCIETY OF TESTING MATERIALS ETL ELECTRICAL TESTING LABORATORIES, INC. CBM CERTIFIED BALLAST MANUFACTURERS EIA ELECTRONIC INDUSTRIES ASSOCIATION SECTION 16010 GENERAL PROVISIONS THE INTENT OF THE DRAWINGS AND SPECIFICATIONS IS TO PROVIDE A COMPLETE WORKING SYSTEM READY FOR THE OWNER'S OPERATION. ANY ITEM NOT SPECIFICALLY SHOWN ON THE DRAWINGS OR CALLED FOR IN THE SPEC'S BUT IS NORMALLY REQUIRED TO CONFORM WITH THE INTENT, ARE TO BE CONSIDERED A PART OF THE CONTRACT. THE INTENT OF THESE DRAWINGS IS NOT TO SHOW EVERY MINOR DETAIL OF CONSTRUCTION. THE CONTRACTOR IS EXPECTED TO FURNISH AND INSTALL ALL ELECTRICAL EQUIPMENT AND ITEMS FOR A COMPLETE ELECTRICAL SYSTEM. IF THE CONTRACTOR HAS QUESTIONS, OR IN THEIR OPINION FINDS OMISSIONS OR ERRORS ON THE ELECTRICAL DRAWINGS, IT IS THEIR RESPONSIBILITY TO BRING IT TO THE ATTENTION OF THE ELECTRICAL ENGINEER/ARCHITECT IMMEDIATELY. IF CONTRACTOR PROCEEDS WITH ANY CHANGES TO THE CONTRACT DOCUMENTS WITHOUT WRITTEN PRIOR APPROVAL FROM THE ELECTRICAL ENGINEER/ARCHITECT THE CONTRACTOR WILL NOT BE COMPENSATED. ALL MATERIALS USED SHALL BE LISTED AND LABELED PROVIDED A STANDARD HAS BEEN ESTABLISHED FOR THE MATERIAL BEING USED. INSTALLATION OF EQUIPMENT AND MATERIALS SHALL CONFORM WITH THE LATEST EDITIONS (UON) OF THE LOCAL CODES AND ORDINANCES OF THE BUILDING DEPARTMENT, THE SERVING UTILITY COMPANIES, NFPA, NATIONAL ELECTRIC CODES AND ORDINANCES, INCLUDING ALL AMENDMENTS TO THE NEC EQUIPMENT, AND WHERE APPLICABLE, SHALL BE LISTED AND LABELED. THE WORKMANSHIP AND QUALITY ESTABLISHED BY THESE DRAWINGS AND SPECIFICATIONS SHALL NOT BE REDUCED BY THE ABOVE MENTIONED CODES. ALL EQUIPMENT SHALL BE EQUAL TO OR EXCEED THE MINIMUM REQUIREMENTS OF NEMA, IEEE, AND UL. SHOULD ANY CHANGE TO THE DRAWINGS OR SPECIFICATIONS BE REQUIRED TO COMPLY WITH GOVERNMENTAL REGULATIONS, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER PRIOR TO ANY SUCH WORK BEING EXECUTED. ALL LOCAL FEES, PERMITS, AND REQUIRED INSURANCE FOR PROTECTION AGAINST PUBLIC LIABILITY OF PROPERTY DAMAGE OR THE DURATION OF THE WORK, AND SERVICES OF INSPECTION AND TESTING AUTHORITIES SHALL BE OBTAINED AND PAID FOR BY THE CONTRACTOR. THE CONTRACTOR SHALL INCLUDE IN HIS BID ANY COSTS TO BE INCURRED RELATIVE TO POWER SERVICE (PRIMARY AND/OR SECONDARY) AND TELEPHONE SERVICE. CONTRACTOR SHALL COOPERATE FULLY WITH THE LOCAL COMPANIES WITH RESPECT TO THEIR SERVICES. BIDDERS ARE TO SATISFY THEMSELVES AS TO THE NATURE AND SCOPE OF WORK BY VISITING THE SITE AND FAMILIARIZE THEMSELVES WITH THE EXISTING CONDITIONS. THE SUBMISSION OF A BID WILL BE EVIDENCE THAT SUCH AN EXAMINATION HAS BEEN MADE. LATER CLAIMS FOR LABOR, EQUIPMENT, OR MATERIALS REQUIRED, OR FOR DIFFICULTIES ENCOUNTERED WHICH COULD HAVE BEEN FORESEEN BY AN EXAMINATION OF THE SITE PRIOR TO THE BID WILL NOT BE ALLOWED. ALL WORK TO BE PERFORMED IN A FIRST CLASS WORKMANLIKE MANNER, AND BE INSTALLED BY A LICENSED ELECTRICAL CONTRACTOR. CERTAIN MATERIALS WILL BE PROVIDED BY OTHER TRADES. EXAMINE THE CONTRACT DOCUMENTS TO ASCERTAIN THESE REQUIREMENTS. CAREFULLY CHECK SPACE REQUIREMENTS WITH OTHER TRADES AND THE PHYSICAL CONFINES OF THE AREA TO INSURE THAT ALL MATERIAL CAN BE INSTALLED IN THE SPACES ALLOTTED THERETO INCLUDING FINISHED SUSPENDED CEILINGS. MAKE MODIFICATIONS THERETO AS REQUIRED AND APPROVED. TRANSMIT TO OTHER TRADES ALL INFORMATION REQUIRED FOR WORK TO BE PROVIDED UNDER THEIR RESPECTIVE SECTIONS IN AMPLE TIME FOR INSTALLATION. THE CONTRACTOR SHALL ORDER THE PROGRESS OF HIS WORK TO CONFORM TO THE PROGRESS OF THE WORK OF THE OTHER TRADES AND SHALL COMPLETE THE ENTIRE INSTALLATION AS SOON AS THE CONDITIONS OF THE BUILDING WILL PERMIT. ANY COST RESULTING FROM THE DEFECTIVE OF ILL-TIMED WORK PERFORMED UNDER THIS SECTION SHALL BE BORNE BY THE CONTRACTOR. ANY CORRECTIONS OF DEFECTS TO BE COMPLETED BY CONTRACTOR WITHOUT ADDITIONAL CHARGE AND TO INCLUDE REPLACEMENT OR REPAIR OF ANY OTHER PHASE OF THE INSTALLATION WHICH MAY HAVE BEEN DAMAGED THEREBY. THE CONTRACTOR SHALL BE TOTALLY RESPONSIBLE FOR THE SHIPPING AND STORING OF ALL PRODUCTS AND MATERIALS IN A MANNER THAT WILL PROTECT THEM FROM DAMAGE AND WEATHER. IF ITEMS ARE DAMAGED, TAKE IMMEDIATE STEPS TO OBTAIN REPLACEMENT OR REPAIR. ANY SUCH REPAIRS SHALL BE SUBJECT TO REVIEW AND ACCEPTANCE OF THE ARCHITECT/ENGINEER. CONTRACTOR SHALL STORE MATERIALS IN SUITABLE SHELTER FROM THE ELEMENTS, BUT READILY ACCESSIBLY FOR INSPECTION BY THE ARCHITECT/ENGINEER UNTIL INSTALLED. STORE ALL ITEMS SUBJECT TO MOISTURE DAMAGE IN DRY, HEATED SPACES. PROVIDE SUPPORTS, HANGERS AND AUXILIARY STRUCTURAL MEMBERS REQUIRED FOR SUPPORT OF THE WORK. FURNISH AND SET ALL SLEEVES FOR PASSAGE OF RACEWAYS THROUGH STRUCTURAL. MASONRY AND CONCRETE WALLS OF FLOORS AND ELSEWHERE AS WILL BE REQUIRED FOR THE PROPER PROTECTION OF EACH RACEWAY PASSING THROUGH BUILDING SURFACES. IF WALL MOUNTED EQUIPMENT IS TO BE SECURED TO WALLS THE USE OF STEEL BOLTS ARE TO BE USED TO MAINTAIN AT LEAST 1" AIR SPACE BETWEEN EQUIPMENT AND SUPPORTING WALL. GROUPS OF EQUIPMENT MAY BE MOUNTED ON ADEQUATELY SIZED STEEL ANGLES, CHANNELS, OR BARS. PREFABRICATED STEEL CHANNELS PROVIDING A HIGH DEGREE OF MOUNTING FLEXIBILITY, SUCH AS THOSE MANUFACTURED BY GLOB-STRUTT, KINDORF, AND UNISTRUT, MAY BE USED FOR MOUNTING GROUPS OF EQUIPMENT. AN ACCURATE RECORD OF ALL DEVIATIONS SHALL BE KEPT AS TO THE WORK SHOWN ON THE DRAWINGS AND THAT WHICH IS ACTUALLY INSTALLED SO THAT A SET OF AS BUILT DRAWINGS CAN BE MADE BY CONTRACTOR, WERE UPON COMPLETION AND ACCEPTANCE OF THE PROJECT BY THE OWNER, A NEAT AND LEGIBLE SET OF PRINTS CAN BE DELIVERED. THE CONTRACTOR SHALL GUARANTEE ALL MATERIAL AND WORKMANSHIP FOR A PERIOD OF ONE (1) YEAR FROM DATE OF FINAL ACCEPTANCE BY THE OWNER, EXCEPT THAT WHERE GUARANTEES OR WARRANTIES FOR LONGER TERMS ARE SPECIFIED. WITHIN 24 HOURS AFTER NOTIFICATION, CORRECT ANY DEFICIENCIES THAT OCCUR DURING THE GUARANTEE PERIOD AT NO ADDITIONAL COST TO THE OWNER, ALL TO THE SATISFACTION OF THE OWNER. OBTAIN SIMILAR GUARANTEES FROM SUBCONTRACTORS, MANUFACTURERS, SUPPLIERS AND SUBTRADE SPECIALISTS. THE ELECTRICAL CONTRACTOR SHALL COORDINATE AT THE SITE PRIOR TO CONSTRUCTION WITH THE LOCAL POWER COMPANY TO RELATE WORK WITH THE UTILITY COMPANY'S RESPONSIBILITIES TO MEET THE OWNERS SCHEDULE. CONTRACTOR SHALL PROVIDE SUBMITTALS FOR SUBSTITUTION OF MATERIALS OR EQUIPMENT SUCH AS SITE LIGHTING, LIGHT FIXTURES, SWITCHGEAR, WIRING DEVICES, EMERGENCY GENERATOR/TRANSFER EQUIPMENT, AND ALL SYSTEMS (FIRE ALARM, SECURITY ETC.) TEN (10) DAYS PRIOR TO BID DATE (TWO COPIES) FOR ENGINEER'S APPROVAL TO SUBMIT, ENGINEER'S APPROVAL OF THE PRIOR APPROVAL PACKAGE WILL BE CONSIDERED PRELIMINARY. FINAL APPROVAL WILL BE CONTINGENT UPON REVIEW OF FINAL SHOP DRAWINGS. ALL PROPOSED ALTERNATES MUST BE INDUSTRY STANDARD EQUALS TO THE ITEMS SPECIFIED AS THE BASIS OF DESIGN; HOWEVER, IF THE ITEMS ARE NOT CONSIDERED EQUAL BY THE ENGINEER, IT SHALL BE DISAPPROVED FOR FINAL SUBMITTAL. IF ELECTRICAL CONTRACTOR/GENERAL CONTRACTOR DOES NOT SUBMIT SHOP DRAWINGS TO THE ELECTRICAL ENGINEER FOR ITEMS LISTED ABOVE, ELECTRICAL ENGINEER WILL NOT BE RESPONSIBLE FOR ANY, AND OR OMISSIONS OR ERRORS DUE TO SHOP DRAWINGS NOT SUBMITTED. ALTERNATE SITE FIXTURES SHALL INCLUDE A COMPUTER GENERATED POINT-TO-POINT PHOTOMETRIC CALCULATION BASED ON THE PLANS (FIXTURE CHARACTERISTICS AND POLE PLACEMENT SHALL NOT BE ALTERED). THIS DIAGRAM SHALL SHOW COMPOSITE VALUES OF THE ILLUMINANCE PROJECTED FROM THE ARRANGEMENT OF LIGHT SOURCES AS SHOWN ON PLAN. COMPUTER PLOT DIAGRAM SHALL ALSO SHOW THE LOCATIONS OF THE POLES, SPACING BETWEEN POLES, THE MOUNTING HEIGHT USED IN THE CALCULATIONS, AND THE FIXTURE CATALOG NUMBER BEING USED. A COMPLETE SET OF CONTRACT DRAWINGS SHALL BE MAINTAINED AT THE JOB SITE WITH COLORED MARKINGS INDICATING PROGRESS OR WORK. THIS SET OF CONTRACT DRAWINGS IS TO BE SEPARATE FROM AND IN ADDITION TO CONTRACTOR'S CONSTRUCTION SET. EVERY UNIT OF EQUIPMENT, DEVICE, CONDUIT AND WIRE IS TO BE MARKED WHEN INSTALLED. USE GREEN TO INDICATE INSTALLATION AS SHOWN ON DRAWINGS AND USE RED TO INDICATED FIELD CHANGES. UPON COMPLETION OF WORK, THIS SET OF CONTRACT DRAWINGS IS TO BE TURNED OVER TO, AND BECOME PROPERTY OF THE ARCHITECT/ENGINEER. THE OWNER RESERVES THE RIGHT TO REVISE THE DRAWINGS FROM TIME TO TIME TO INDICATE CHANGES IN THE WORK. WHEN REVISED DRAWINGS AND/OR ANY REVISIONS ARE ISSUED, THE CONTRACTOR SHALL EVALUATE THE CHANGES PROMPTLY. BEFORE INSTALLATION OF ANY ITEM OR PERFORMANCE OF THE WORK INDICATED BY THE REVISED DRAWING OR REVISIONS, THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER IN WRITING THAT THE REVISED DRAWINGS INVOLVE AN ADDITION OR DEDUCTION OF A SPECIFIC AMOUNT OF MONEY TO THE CONTRACT PRICE. THE CONTRACTOR SHALL NOT PROCEED WITH THE REVISED WORK WITHOUT PRIOR WRITTEN APPROVAL BY THE ARCHITECT/ENGINEERIOWNER OF THE COST OF THE REVISED WORK. ALL LOAD DATA HAS BEEN BASED ON INFORMATION GIVEN ENGINEER/ARCHITECT AT THE TIME OF DESIGN. VERIFY ALL EQUIPMENT NAMEPLATE RATINGS BEFORE ORDERING. FURNISH AND INSTALL DISCONNECT SWITCHES, WIRING AND CONNECTIONS ON AIR CONDITIONING SYSTEMS AS SHOWN ON PLANS. ELECTRICAL CONTRACTOR SHALL VERIFY AND COORDINATE WITH MECHANICAL CONTRACTOR REGARDING SUPPLY AND INSTALLATION OF ALL REQUIRED CONTROLS. SECTION 16110 RACEWAYS AND BOXES STANDARDS EXCEPT AS MODIFIED BY GOVERNING CODES AND BY THE CONTRACT DOCUMENTS, COMPLY WITH THE LATEST APPLICABLE PROVISIONS AND LATEST RECOMMENDATIONS OF THE FOLLOWING: 1. RIGID STEEL CONDUIT a) U.L. STANDARD UL -6 b) A.N.S.I. C80-1 c) FEDERAL SPECIFICATION WW -C -581E 2. INTERMEDIATE METALLIC CONDUIT (IMC) a) U.L. STANDARD UL -1242 b) FEDERAL SPECIFICATION WW -C -581E 3. ELECTRICAL METALLIC TUBING a) U.L. STANDARD UL -797] b) A.N.S.I. C80-3 c) FEDERAL SPECIFICATION WW -C-563 4. FLEXIBLE STEEL CONDUIT a) U.L. STANDARD UL -1 5. LIQUID TIGHT FLEXIBLE CONDUIT a) U.L. STANDARD UL -360 6. NON-METALLIC CONDUIT (PVC) a) U.L. STANDARD UL -651 ELECTRICAL SPECIFICATIONS SPECIFICATIONS HAVE BEEN WRITTEN WITH THE INTENT OF VARIOUS EQUIPMENT BEING INSTALLED. NOT ALL EQUIPMENT MAY BE REQUIRED ON THIS PROJECT. REVIEW POWER, LIGHTING PLANS AND DETAILS FOR ITEMS AND/OR EQUIPMENT THAT WILL APPLY TO THIS PROJECT. b) A.N.S.I. STANDARD F512 c) N.E.M.A. STANDARD TC -2 d) FEDERAL SPECIFICATIONS GSA -FSS AND W -C -1094-A 7. WIREWAYS AND AUXILIARY GUTTERS a) U.L. STANDARD UL -870 DO NOT USE ALUMINUM CONDUIT FOR ANY PURPOSES. RACEWAY TYPES STANDARD THREADED RIGID STEEL CONDUIT. 1. RIGID CONDUIT HEAVY WALL GALVANIZED. 2. THREADED TYPE FITTINGS: ERICKSON COUPLINGS WHERE THREADED CANNOT BE USED. INTERMEDIATE METALLIC CONDUIT 1. LIGHT WEIGHT RIGID STEEL CONDUIT. 2. THREADED TYPE FITTINGS: ERICKSON COUPLINGS WHERE THREADED CANNOT BE USED. ELECTRICAL METALLIC TUBING 1. CONTINUOUS, SEAMLESS TUBING, GALVANIZED OR SHERADIZED ON THE EXTERIOR, COATED ON THE INTERIOR WITH A SMOOTH HARD FINISH OF LACQUER, VARNISH, OR ENAMEL. 2. COUPLINGS AND CONNECTORS: a) INDOOR AND TWO (2") INCHES IN SIZE AND SMALLER, SHALL BE STEEL SET -SCREW TYPE FITTINGS. b) 21/2" SIZE AND LARGER MUST EMPLOY STEEL COMPRESSION GLAND FITTINGS. c) OUTDOOR SHALL BE RAINTIGHT STEEL COMPRESSION GLAND FITTINGS. 3. INDENT TYPE FITTINGS SHALL NOT BE USED. 4. ALL CONNECTORS SHALL HAVE INSULATED THROAT. 5. WHERE INSTALLED IN SLAB OR CONCRETE WORK, PROVIDE APPROVED CONCRETE TIGHT FITTINGS. FLEXIBLE STEEL CONDUIT 1. SINGLE STRIP, CONTINUOUS, FLEXIBLE INTERLOCKED, DOUBLE -WRAPPED STEEL, GALVANIZED INSIDE AND OUTSIDE, FORMING SMOOTH INTERNAL WIRING CHANNEL. 2. MAXIMUM LENGTH: (SIX 6) FEET. 3. EACH SECTION OF RACEWAY MUST CONTAIN AN EQUIPMENT GROUNDING WIRE BONDED AT EACH END AND SIZED AS REQUIRED. PROVIDE CONNECTORS WITH INSULATING BUSHINGS. 4. STEEL SQUEEZE -TYPE OR STEEL SET SCREW TYPE FITTINGS. LIQUID TIGHT FLEXIBLE ELECTRICAL CONDUIT 1. SAME AS FLEXIBLE STEEL CONDUIT EXCEPT WITH TOUGH, INSERT WATER -TIGHT PLASTIC OUTER JACKET. 2. CAST MALLEABLE IRON BODY AND GLAND NUT, CADMIUM PLATED WITH ONE-PIECE BRASS GROUNDING BUSHINGS WHICH TREAD TO INTERIOR OF CONDUIT. SPIRAL MOLDED VINYL SEALING RING BETWEEN GLAND NUT AND BUSHING AND NYLON INSULATED THROAT. NON-METALLIC RACEWAY (PVC) 1. COMPOSED OF POLYVINYL CHLORIDE SUITABLE FOR 90 DEGREES C. 2. RACEWAY, FITTINGS, AND CEMENT MUST BE PRODUCED BY THE SAME MANUFACTURER WHO MUST HAVE HAD A MINIMUM OF TEN (10) YEARS EXPERIENCE IN MANUFACTURING THE PRODUCTS 3. MUST HAVE A TENSILE STRENGTH OF 7,000-7,200 PSI AT 73.4 DEGREES F., FLEXURAL STRENGTH OF 12,000 PSI AND COMPRESSIVE STRENGTH OF 9,000 PSI. 4. ALL JOINTS SHALL BE SOLVENT CEMENTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE MANUFACTURER. ALL UNDERGROUND RACEWAYS SHALL BE A MINIMUM OF 314" SCHEDULE 40 PVC. ALL OTHER RACEWAYS TO COMPLY WITH GOVERNING CODES. WHERE RIGID STEEL CONDUIT IS USED, IT SHALL BE COMPLETELY COATED WITH AN ALKALI AND RUST RESISTANT BITUMASTIC PAINT, KOPPER NO. 50, AND THREADS SHALL BE COATED WITH ZINC CHROMATE. RIGID STEEL SHALL ALSO BE USED WHEN CONDUIT IS EXPOSED TO EXTERIOR ENVIRONMENT SUCH AS EXTERIOR OF BUILDING OR WHERE IT IS EXPOSED AND SUBJECT TO DAMAGE, INSIDE OF BUILDING. ALL BOXES SHALL BE RECESSED (FLUSH) IN WALLS OR CEILINGS WHENEVER POSSIBLE. RACEWAYS IN HUNG CEILING SHALL BE RUN ON AND SECURED TO SLAB OR PRIMARY STRUCTURAL MEMBERS OF CEILING, NOT TO LATHING CHANNELS OR T -BARS, Z -BARS, OR OTHER ELEMENTS WHICH ARE THE DIRECT SUPPORTS OF THE CEILING PANELS. SECURE CONDUIT FIRMLY TO STEEL BY CLIPS AND FITTINGS DESIGNED FOR THAT PURPOSE. INSTALL AS HIGH AS POSSIBLE. BUT NOT LESS THAN 1'-0" ABOVE HUNG CEILINGS. SUPPORT RACEWAYS AT INTERVALS NO GREATER THAN TEN (10) FEET AND WITH ONE SUPPORT WITHIN THREE (3) FEET OF EACH COUPLING, BOX, FITTING, OR OUTLET BOX. PROVIDE ONE SUPPORT WITHIN THREE (3) FEET OF EACH ELBOW OR BEND. OUTLET, JUNCTION, AND PULL BOXES CAST TYPE CONDUIT BOXES, OUTLET BODIES AND FITTINGS 1. PROVIDE SURFACE MOUNTED OUTLET AND JUNCTION BOXES IN INDOOR LOCATIONS WHERE EXPOSED TO MOISTURE AND IN OUTDOOR LOCATIONS. 2. USE FERROUS ALLOY BOXES AND CONDUIT BODIES WITH RIGID STEEL OR IMC. 3. COVERS: CAST OR SHEET METAL UNLESS OTHERWISE REQUIRED. 4. TAPERED THREADS FOR HUBS. GALVANIZED PRESSED STEEL OUTLET BOXES 1. GENERAL a) PRESSED STEEL, GALVANIZED OR CADMIUM -PLATED, MINIMUM OF FOUR (4") INCHES, OCTAGONAL OR SQUARE, WITH GALVANIZED COVER OR EXTENSION RING AS REQUIRED. 2. SWITCH AND RECEPTACLE BOX, INDOORS a) NOMINAL FOUR (4") INCH SQUARE, 1-112" OR 2-1/8" DEEP AS REQUIRED, WITH RAISED COVER UNLESS OTHERWISE INDICATED ON DRAWINGS. GANGABLE BOXES SHALL NOT BE USED. 3. TELEPHONE OUTLET BOX, INDOORS a) NOMINAL FOUR (4") INCH SQUARE, 2-118" DEEP, WITH RAISED COVER UNLESS OTHERWISE INDICATED ON DRAWINGS, GANGABLE BOXES SHALL NOT BE USED. 4. LIGHTING FIXTURE BOX a) FOUR (4") INCH OCTAGON WITH 3/8" FIXTURE STUD. b) FOR SUSPENDED CEILING WORK, FOUR (4") INCH OCTAGON WITH REMOVABLE BACKPLATE WHERE REQUIRED, AND TWO (2) PARALLEL BARS FOR SECURING TO THE CROSS -FURRING CHANNELS AND EXTEND FLEXIBLE CONDUIT TO EACH FIXTURE. 5. PLUG ANY OPEN KNOCKOUTS NOT UTILIZED. BACK-TO-BACK OUTLETS IN THE SAME WALL, OR "THRU-WALL" TYPE BOXES ARE NOT PERMITTED. PROVIDE TWELVE (12") INCHES (MINIMUM) SPACING FOR OUTLETS SHOWN ON OPPOSITE SIDES OF A COMMON WALL TO MINIMIZE SOUND TRANSMISSION. PROVIDE TWENTY FOUR (24") INCH (MINIMUM) HORIZONTAL SPACING FOR OUTLETS SHOWN ON OPPOSITE SIDES OF A FIRE RATED WALL TO MAINTAIN FIRE RATING. FBC 2007 712.3.2. ALL ELECTRICAL CONDUCTORS SHALL BE INSTALLED IN AN APPROVED RACEWAY, EMT, IMC, RIGID GALVANIZED CONDUIT OR SCHEDULE 40 PVC. THERE SHALL BE NO TYPE NM, MC, ELECTRICAL NON-METALLIC TUBING, AND FLEXIBLE METAL CONDUIT USED FOR BRANCH CIRCUITING. MAXIMUM NUMBER OF 120V CIRCUITS ALLOWED IN A COMMON CONDUIT SHALL BE SIX (6). THE CONTRACTOR SHALL STRICTLY CONFORM TO THE NEC REQUIREMENTS OF DERATING FOR CONDUCTOR AMPACITY AND CONDUIT FILL. NO CONDUITS SHALL BE INSTALLED EXPOSED ON ROOF. SECTION 16120 WIRE AND CABLE PRODUCTS CONDUCTOR 1. ELECTRICAL GRADE ANNEALED COPPER, TINNED IF RUBBER INSULATED, AND FABRICATED IN ACCORDANCE WITH ASTM STANDARDS. MINIMUM SIZE #12 FOR BRANCH CIRCUITS AND #14 FOR CONTROL WIRING. 2. THE CONDUCTORS ILLUSTRATED ON THE DRAWINGS ARE COPPER. STRANDING 1. #12 AND #10 SOLID. 2. CABLES LARGER THAN #10, STRANDED IN ACCORDANCE WITH ASTM CLASS B STRANDING DESIGNATIONS. 3. CONTROL WIRES STRANDED IN ACCORDANCE WITH ASTM CLASS B STRANDING DESIGNATIONS INSULATED SINGLE CONDUCTORS 1. TYPE THHN/THWN - FLAME RETARDANT: HEAT -RESISTANT THERMOPLASTIC INSULATION. NYLON JACKET RATED FOR 90C DRY/75C WET OPERATION. USE FOR BRANCH CIRCUIT WIRING. 2. USE TYPE THHNffHWN OR RHW OR XHHW, RATED FOR 90 C, FOR FEEDER CIRCUITS. COLOR CODING 1. PROVIDE CONSISTENT COLOR CODING OF ALL CIRCUITS AS FOLLOWS: a) 120/208 VOLTS CODE i) PHASE A - BLACK ii) PHASE B - RED iii) PHASE C - BLUE iv) NEUTRAL - WHITE v) GROUND - GREEN b) 277/480 VOLT CODE i) PHASE A - BROWN ii) PHASE B - ORANGE iii) PHASE C - YELLOW iv) NEUTRAL -WHITE v) GROUND - GREEN 2. COLOR -CODE WIRING FOR CONTROL SYSTEMS INSTALLED IN CONJUNCTION WITH MECHANICAL AND/OR MISCELLANEOUS EQUIPMENT IN ACCORDANCE WITH THE WIRING DIAGRAMS FURNISHED WITH THE EQUIPMENT, FACTORY COLOR CODE WIRE NUMBER 6 AND SMALLER. WIRE NUMBER 4 AND LARGER MAY BE COLOR CODED BY COLOR TAPPING OF THE ENTIRE LENGTH OF THE EXPOSED ENDS. CONNECTORS 1. MAKE CONNECTIONS, SPLICES, AND TAPS AND JOINTS WITH SOLDERLESS DEVICES, MECHANICALLY AND ELECTRICALLY SECURE. PROTECT EXPOSED WIRES AND CONNECTING DEVICES WITH ELECTRICAL TAPE OR INSULATION TO PROVIDE PROTECTION NOT LESS THAN THAT OF THE CONDUCTOR. 2. ELECTRICAL TAPE SHALL BE SPECIFICALLY DESIGNED FOR USE AS INSULATING TAPE. SUPER 33+ SCOTCH VINYL ELECTRICAL TAPE AS MANUFACTURED BY 3M SHALL BE EQUAL. 3. USE LUBRICANT WHERE THE POSSIBILITY OF DAMAGE TO CONDUCTORS EXISTS. USE ONLY A LUBRICANT APPROVED BY THE CABLE MANUFACTURER AND ONE WHICH IS COMPATIBLE WITH CABLE AND RACEWAYS. EXECUTION WIRE AND CABLE 1. USE #12 AWG MINIMUM FOR BRANCH CIRCUITS WHOSE LENGTH FROM THE PANEL TO FURTHEST OUTLET DOES NOT EXCEED 100 FEET (HORIZONTAL RUN) FOR 120 -VOLT CIRCUITS OR 200 FEET FOR 277 -VOLT CIRCUITS. USE #10 AWG OR LARGER FOR LONGER RUNS. 2. FLASHOVER OR INSULATION VALUE OF JOINTS SHALL BE EQUAL TO THAT OF THE CONDUCTOR. PROVIDE UNDERWRITERS' LABORATORIES LISTED CONNECTORS RATED TO 600 VOLTS FOR GENERAL USE AND 1,000 VOLTS FOR USE BETWEEN BALLASTS AND LAMPS OR GASEOUS DISCHARGE FIXTURES. 3. USE TERMINATING FITTINGS, CONNECTORS, ETC., OF A TYPE SUITABLE FOR THE SPECIFIED CABLE FURNISHED. MAKE BENDS IN CABLE AT TERMINATION PRIOR TO INSTALLING COMPRESSION DEVICE. MAKE FITTINGS TIGHT. 4. EXTEND WIRE SIZING FOR THE ENTIRE LENGTH OF A CIRCUIT, FEEDER, ETC. UNLESS SPECIFICALLY NOTED OTHERWISE. 5. MC/AC TYPE CABLE IS PERMITTED FOR USE AS PER NEC. GENERAL INSTALLATION 1. PROVIDE TOOLS, EQUIPMENT, AND MATERIALS TO PULL ALL WIRE AND CABLE INTO PLACE AND TO MAKE REQUIRED SPLICES AND TERMINATION. 2. WIRE AND CABLE IN CONDUIT, DUCT OR WIREWAY a) UTILIZE ROLLER BEARING SWIVEL TO PREVENT TWISTING OF CABLE ENTERING CONDUIT OR DUCT. b) TAKE PRECAUTIONS TO AVOID ENTRANCE OF DIRT AND WATER INTO CONDUIT AND DUCTS. c) CLEAN EXISTING CONDUITS AND DUCTS TO REMOVE ANY PULLING COMPOUND PRIOR TO PULLING NEW CABLES. d) DO NOT DAMAGE CONDUCTOR INSULATION, BRAID JACKET OR SHEATH. e) DO NOT BEND CONDUCTOR TO LESS THAN MANUFACTURER'S RECOMMENDED RADUIS. fl MAKE SPLICES ONLY IN PULL BOXES, JUNCTION BOXES AND OUTLET BOXES. g) UTILIZE CABLE REELS ON JACKS FOR PULLING THROUGH PULL BOXES, DUCTS AND CONDUITS SO BENDS WILL NOT BE EXCESSIVE AND CONDUCTORS WILL NOT TOUCH SHARP EDGES; USE FEEDING TUBE WHERE REQUIRED. h) FOR LARGE DIAMETER CABLES, UTILIZE PROPERLY SIZED PULLING GRIPS. i) DO NOT EXCEED MAXIMUM RECOMMENDED PULLING TENSION OF WIRE AND CABLE. FIELD QUALITY CONTROL 1. TEST SYSTEM WIRING FOR CONTINUITY, GROUNDS AND SHORT CIRCUITS PRIOR TO CONNECTION OF ANY EQUIPMENT. 2. TEST FINAL EQUIPMENT CONNECTIONS FOR CONTINUITY OF GROUNDS AND SHORT CIRCUITS. 3. INSULATION RESISTANCE OF FEEDERS AND SUBFEEDERS. a) TEST WITH MEGGER FOR INSULATION RESISTANCE. b) CORRECT FAULTS AND REPLACE SECTIONS WITH FAULTY INSULATION. c) DEMONSTRATE INSTALLATION IS FREE OF GROUNDS AND SHORT CIRCUITS AND THAT INSULATION RESISTANCE COMPLIES WITH ICEA VALUES 4. TEST DIRECT BURIAL CABLES AFTER COMPLETION OF BACKFILLING. SECTION 16140 WIRING DEVICES EXECUTION SWITCHES 1. PROVIDE SPECIFICATION GRADE, FLUSH MOUNTING, QUIET -OPERATING AC TYPE, WITH TOGGLE OPERATOR, HEAT -RESISTANT PLASTIC HOUSING AND SELF GROUNDING METAL STRAP. SILVER OR SILVER ALLOY CONTACT. DESIGN FOR SIDE OR BACK WIRING WITH UP TO NUMBER 10 WIRE. VERIFIED BY UL TO MEET OR EXCEED FEDERAL SPECIFICATION WS -896E. USE SINGLE -POLE, DOUBLE -POLE, 3 -WAY, 4 -WAY, LIGHTED, PILOT OR KEYED TYPE, AS INDICATED ON DRAWINGS OR REQUIRED. PROVIDE IVORY COLOR UNLESS OTHERWISE NOTED. 2. WHERE SWITCHES ARE INDICATED TO BE INSTALLED NEAR DOORS, CORNER WALLS, ETC. MOUNT SAME NOT LESS THAN 2" AND NOT MORE THAN 18" FROM TRIM. VERIFY EXACT LOCATION WITH THE ARCHITECT. 3. CAREFULLY COORDINATE THE LOCATION OF SWITCHES TO INSURE LOCATIONS AT THE STRIKE SIDE OF DOORS. 4. FURNISH AND INSTALL AN ENGRAVED LEGEND FOR EACH SWITCH THAT CONTROLS EXHAUST FANS, MOTORS, EQUIPMENT SYSTEMS, ETC., NOT LOCATED WITHIN SIGHT OF THE CONTROLLING SWITCH. RECEPTACLES 1. UNLESS OTHERWISE NOTED, MOUNT RECEPTACLE VERTICALLY WITH U -SHAPED GROUND POSITION ON BOTTOM. ALL GENERAL PURPOSE SWITCHES AND RECEPTACLES SHALL BE THE PRODUCT OF A SINGLE MANUFACTURER. CATALOG NUMBERS LISTED ARE LEVITON: HOWEVER, COMPARABLE DEVICES BY PASS & SEYMOUR, BRYANT, OR ARROW HART WILL BE ACCEPTED. COLOR OF DEVICES AND PLATES SHALL BE DICTATED BY ARCHITECT/OWNER. a) SWITCHES: LEVITON #CSB1-201 b) RECEPTACLES: LEVITON #BR20-1 c) COVER PLATES: SMOOTH PLASTIC NOTE: ALL OTHER REQUIRED DEVICES SHALL MATCH IN COLOR AND STYLE. GROUND FAULT INTERRUPTERS 1. SWAB ALL CONDUITSCLEAR OF MOISTURE 2. DO NOT COMBINE G.F.I. PROTECTED CIRCUITS WITH OTHER CIRCUITS IN SAME RACEWAY. 3. LIMIT MAXIMUM NUMBER OF G.F.I. PROTECTED CIRCUITS IN ANYONE RACEWAY TO A MAXIMUM OF ONE CIRCUIT. 4. GFCI DEVICES SHALL BE ARRANGED TO BE EASILY LOCATED a) LABEL DOWNSTREAM RECEPTACLES TO INDICATE THE GFCI LOCATION WHERE RECEPTACLES ARE MORE THAN 20' FROM THE GFCI DEVICE. b) GFCI DEVICES LOCATED IN RESTROOMS SHALL NOT FEED THROUGH TO PROTECT DEVICES IN OTHER ROOMS. SECTION 16195 ELECTRICAL IDENTIFICATION PRODUCTS NAMEPLATES 1. UNLESS OTHERWISE NOTED, NAMEPLATES SHALL BE BLACK LAMACOID PLATES WITH WHITE ENGRAVED UPPER CASE LETTERS ENCLOSED BY WHITE BORDER ON BEVELED EDGES. 2. NAMEPLATES FOR EQUIPMENT, SUPPLIED BY THE EMERGENCY SYSTEM, SHALL BE RED LAMACOID WITH WHITE LETTERING. 3. ALL NAMEPLATES SHALL BE ENGRAVED AND MUST BE SECURED WITH RIVETS, BRASS OR CADMIUM PLATE SCREWS. THE USE OF DYMO TAPE OR THE LIKE IS UNACCEPTABLE. CABLE TAGS AND WIRE IDENTIFICATION LABELS 1. CABLE TAGS SHALL BE FLAMEPROOF SECURED WITH NYLON TIES. 2. WIRE MARKERS SHALL BE PREPRINGTED CLOTH TAPE TYPE OR APPROVED EQUIVALENT. 3. LABEL DESIGNATIONS, NOMINAL SYSTEM VOLTAGES APPLIED TO THE COVERS OF ALL MEDIUM AND LOW VOLTAGE PULL, SPLICE AND JUNCTION BOXES. EXECUTION SWITCHBOARDS 1. FURNISH AND INSTALL A MASTER NAMEPLATE FOR EACH SWITCHBOARD, ENGRAVED WITH THE EQUIPMENT IDENTIFICATION INDICATED ON THE DRAWINGS. MOUNT AT TOP OF INCOMING SECTION. 2. PROVIDE ON EACH MAIN SWITCH AN IDENTIFYING NAMEPLATE. PANELBOARDS 1. FURNISH AND INSTALL A NAMEPLATE FOR EACH PANELBQARD AND LOAD CENTER ENGRAVED WITH THE IDENTIFICATION INDICATED ON THE DRAWINGS. MOUNT AT TOP OF PANEL. DISCONNECT SWITCHES 1. FURNISH AND INSTALL A NAMEPLATE FOR EACH DISCONNECT SWITCH ENGRAVED WITH EQUIPMENT DESIGNATION WHICH THE DISCONNECT SERVES. ELECTRIC METERS 1. FURNISH AND INSTALL A NAMEPLATE FOR EACH DISCONNECT SWITCH ENGRAVED WITH EQUIPMENT DESIGNATION WHICH THE METER SERVES. SECTION 16431 SWITCHBOARDS PRODUCTS APPROVED MANUFACTURERS 1. ALL SWITCHBOARDS ARE TO BE OF THE SAME MANUFACTURER AS THE PANELBOARDS. 2. SUBJECT TO COMPLIANCE WITH REQUIREMENTS, PROVIDE PRODUCTS BY ONE OF THE FOLLOWING MANUFACTURERS: a) SQUARED b) NOT USED. c) GENERAL ELECTRIC d) SIEMENS ITE RATINGS 1. THE ASSEMBLY SHALL BE RATED TO WITHSTAND MECHANICAL FORCES EXERTED DURING SHORT CIRCUIT CONDITIONS WHEN CONNECTED DIRECTLY TO A POWER SOURCE HAVING AVAILABLE FAULT CURRENT AS SHOWN ON THE DRAWINGS. ENCLOSURES 1. PROVIDE NEMA 1 ENCLOSURES WHERE LOCATED INDOORS IN DRY LOCATIONS. 2. PROVIDE NEMA 3R ENCLOSURES WHERE LOCATED OUTDOORS AND LOCATIONS SUBJECT TO THE ELEMENTS. FINISH 1. ALL EXTERIOR AND INTERIOR STEEL SURFACES OF THE SWITCHBOARD SHALL BE PROPERLY CLEANED AND PROVIDED WITH A RUST -INHIBITING PHOSPHATIZED COATING. COLOR AND FINISH OF INDOOR SWITCHBOARDS SHALL BE ANSI 61 LIGHT GRAY. 2. OUTDOOR SWITCHBOARD SHALL BE PAINTED TO MATCH THE BUILDING. SECTION 16450 GROUNDING SUBMITTALS 1. SUBMIT TEST REPORTS CERTIFYING RESISTANCE VALUES FOR BURIED OR DRIVEN GROUNDS AND WATER PIPE GROUNDS. PRODUCTS MATERIALS 1. GROUND CABLES: GREEN COLOR CODED, INSULATED, ANNEALED STRANDED TINNED COPPER WIRE AS INDICATED ON DRAWINGS. 2. GROUND RODS: a) COPPER -CLAD STEEL FABRICATED BY MOLTEN WELDING PROCESS. b) DIAMETER: 5/8 INCH. USE 314 INCH FOR ROCKY SOIL. c) LENGTH: 10 FEET. GENERAL 1. ALL GROUND WIRES AND BONDING JUMPERS SHALL BE STRANDED COPPER INSTALLED IN CONDUIT. ALL GROUND WIRES SHALL BE WITHOUT JOINTS AND SPLICES OVER ITS ENTIRE LENGTH. 2, THE SYSTEM NEUTRAL SHALL BE GROUNDED AT THE SERVICE ENTRANCE ONLY, AND KEPT ISOLATED FOR GROUNDING SYSTEMS THROUGHOUT THE BUILDING. 3. EACH SYSTEM OF CONTINUOUS METALLIC PIPING AND DUCTWORK SHALL BE GROUNDED IN ACCORDANCE WITH THE REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE. 4. MECHANICAL EQUIPMENT SHALL BE BONDED TO THE BUILDING DQUIPMENT GROUNDING SYSTEM. THIS SHALL INCLUDE BUT IS NOT LIMITED TO, FANS, PUMPS, CHILLERS, ETC. 5. PVC CONDUITS AND PORTIONS OF METALLIC PIPING AND DUCT SYSTEMS WHICH ARE ISOLATED BY FLEXIBLE CONNECTIONS, INSULATED COUPLINGS, ETC., SHALL BE BONDED TO THE EQUIPMENT GROUND WITH A FLEXIBLE BONDING JUMPER, OR SEPARATE GROUNDING CONDUCTOR. SEPARATELY DERIVED SYSTEMS 1. EQUIPMENT GROUNDING CONDUCTORS SHALL BE PROVIDED FOR SEPARATELY DERIVED SYSTEMS AND SHALL BE GROUNDED TO BUILDING STEEL, COLD WATER PIPES, ETC., OR AN ALTERNATE GROUNDING MEANS. 2. A SEPARATE, GREEN TYPE THW COPPER GROUND CONDUCTOR SHALL BE RUN FROM GROUND LUG OF EACH GROUNDED RECEPTACLE TO AN APPROVED CONNECTION INSIDE THE ENCLOSING STEEL OUTLET BOX. DEVICE MOUNTING SCREWS SHALL NOT BE CONSIDERED AN APPROVED GROUND. 3. A SEPARATE GROUND CONDUCTOR SHALL BE INSTALLED IN EVERY CONDUIT AND RACEWAY AND SECURELY BONDED IN AS APPROVED GROUNDING TERMINAL AT BOTH ENDS OF THE RUN. THE GROUNDING CONDUCTOR SHALL BE SIZED IN ACCORDANCE WITH TABLE 250 OF THE N.E.C.. CONTRACTOR SHALL SIZE CONDUIT TO ACCOMMODATE ADDITIONAL CONDUCTOR. ISOLATED GROUND RECEPTACLES 1. ISOLATED GROUND RECEPTACLES GROUND LUG SHALL NOT BE CONNECTED TO THE RESPECTIVE OUTLET BOXES. 2. PROVIDE INSULATED GROUND WIRE FOR EACH ISOLATED GROUND RECEPTACLE. GROUND WIRE SHALL SERVE ONLY THOSE RECEPTACLES WHICH ARE ISOLATED. ROUTE GROUND CONDUCTOR TOGETHER WITH PHASE AND NEUTRAL CONDUCTORS IN A COMMON RACEWAY. 3. TERMINATE ISOLATED GROUND WIRE AT THE GROUND FROM THE SEPARATELY DERIVED SYSTEM SERVING THE RECEPTACLES. GROUND CONDUCTORS 1. SIZE AS SHOWN ON DRAWINGS ORAS REQUIRED BY NATIONAL ELECTRICAL CODE. SECTION 16470 PANELBOARDS GENERAL 1. ALL SWITCHGEAR, PANELS, STARTERS, CONTACTORS ETC., SHALL BE THE PRODUCT OF A SINGLE MANUFACTURER, THE SYSTEM DESIGN IS BASED ON SQUARE "D"; HOWEVER, COMPARABLE EQUIPMENT BY G.E., & SEIMENS ONLY WILL BE ACCEPTABLE ALTERNATES. TANDEM AND HALF -SPACE CIRCUIT BREAKERS SHALL NOT BE USED. 2. ALL ELECTRICAL PANELS INDICATED ON THESE DRAWINGS ARE DESIGNED AND SERIES RATED, AS PER SQUARE "D" SPECIFICATIONS. IF AN ALTERNATE MANUFACTURER IS SUBSTITUTED, IT IS THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO PROPERLY SERIES RATE ALL PANELS. 3. TYPEWRITTEN CIRCUIT INDEX SHALL BE AFFIXED TO INSIDE SURFACE OF EACH PANELBOARD DOOR, CLEARLY INDICATING AREA AND TYPE OF LOAD SERVED BY EACH BRANCH CIRCUIT PROTECTIVE DEVICE, INCLUDING SPARES. HAND PRINTED WILL NOT BE ACCEPTED. 4. ENGRAVED, LAMINATED PLASTIC IDENTIFICATION PLATES SHALL BE FURNISHED AND INSTALLED ON ALL PANELS AND SWITCHGEAR. PLATES SHALL BE AFFIXED TO FRONT OF PANELS, INDICATING PANEL NAME, VOLTAGE AND AMPERAGE. EXECUTION INSTALLATION 1. MOUNT ALL PANELS AT A MAXIMUM HEIGHT OF 6 FEET 6 INCHES TO TOP UNLESS OTHERWISE NOTED. 2. WHERE FLUSHED MOUNTED, THE FIRE INTEGRITY OF THE WALL IN WHICH IT IS INSTALLED MUST BE MAINTAINED. 3. NEATLY ARRANGE BRANCH CIRCUIT WIRES AND TIE TOGETHER IN EACH GUTTER WITH THOMAS & BETTS NYLON "TY -RAPS", OR APPROVED EQUAL AT MINIMUM 4 INCH INTERVALS. 4. PLUG ALL KNOCKOUTS REMOVED AND NOT UTILIZED. 5. PROVIDE NAMEPLATE AND FILL OUT PANEL DIRECTORY. FOR REMODAL WORK OR CHANGES, TRACE CIRCUITS TO DETERMINE LOADS AND PROVIDE NEW UPDATED DIRECTORY, TOUCH UP AND CLEANING 1. VACUUM ALL BACKBOXES CLEAN OF DEBRIS AFTER INSTALLATION AND PRIOR TO CONTRACT CLOSEOUT. 2. TOUCH UP SCRATCH MARKS, ETC. WITH MATCHING PAINT. SECTION 16475 FUSES 600V AND LESS GENERAL 1. ALL FUSES FOR SAFETY SWITCHES SHALL BE DUAL ELEMENT, CARTRIDGE TYPE. FUSES SHALL BE THOSE MANUFACTURED BY EITHER BUSSMAN OR LITTLEFUSE. THE CONTRACTOR SHALL FURNISH TO THE OWNER ONE SPARE FUSE FOR EACH SIZE AND TYPE OF FUSE INSTALLED. FUSES 600 AMPS OR LESS SHALL BE CLASS RK1, TYPICAL UNLESS OTHERWISE NOTED. FUSES OVER 600 AMPS SHALL BE CLASS "L". INSTALLATION 1. FUSES SHALL NOT BE INSTALLED UNTIL EQUIPMENT IS READY TO BE ENERGIZED. 2. PROVIDE AND INSTALL FUSES OF PROPER TYPE, VOLTAGE AND AMPERE RATINGS FOR ALL FUSIBLE DEVICES FURNISHED. 3. LABELS a) APPLY APPROPRIATE LABEL WITHIN EACH SWITCH, MOTOR STARTER, OR PANEL BOARD DOOR OR AT LOCATION NEXT TO FUSE CLIPS, WHERE FUSES SHALL BE FURNISHED AND INSTALLED BY THIS CONTRACTOR. FILL-IN IN INK BLANK SPACES ON LABELS FOR NON-STANDARD FUSES WITH APPROPRIATE FUSE DATA. SECTION 16476 DISCONNECT SWITCHES GENERAL 1. DISCONNECT SWITCHES SHALL BE H.P. RATED, GENERAL DUTY, QUICK -MAKE, QUICK -BREAK TYPE, ENCLOSURES SHALL BE AS REQUIRED BY N.E.C. AND LOCATION (WEATHERPROOF, EXPLOSIONS PROOF, ETC.). ENGRAVED LAMINATED PLASTIC IDENTIFICATION PLATES SHALL BE FURNISHED AND INSTALLED ON ALL DISCONNECT SWITCHES, CONTACTORS AND STARTERS. SECTION 16500 LUMINAIRES AND ACCESSORIES PRODUCTS LUMINAIRES 1. ACCEPTABLE MANUFACTURERS ARE LISTED IN THE LIGHTING FIXTURE SCHEDULE SHOWN ON THE DRAWINGS. 2. THE DESIGNATIONS INDICATED ON THE LIGHTING FIXTURE SCHEDULE ARE A DESIGN SERIES REFERENCE (NOT NECESSARILY A COMPLETE CATALOG NUMBER) AND DO NOT NECESSARILY REPRESENT THE NUMBER, SIZE, VOLTAGE, WATTAGE, TYPE OF LAMP, BALLAST, FINISH TRIM, CEILING TYPE, MOUNTING HARDWARE OF SPECIAL REQUIREMENTS AS SPECIFIED HEREINAFTER ON AS REQUIRED BY THE PARTICULAR INSTALLATION(S) AND CODE. CONTRACTOR SHALL VERIFY THESE REQUIREMENTS AND OTHER FIXTURES AS REQUIRED TO GIVE PROPER INSTALLATION PER THE CONTRACT DOCUMENTS AND PER CODES. BALLASTS 1. IT IS PREFERRED THAT ALL BALLASTS SHALL BE OF THE SAME MANUFACTURER. EVERY EFFORT SHALL BE MADE TO ELIMINATE BALLASTS FROM MULTIPLE MANUFATURERS. BALLASTS WITHIN LUMINAIRES OF A GIVEN TYPE MUST HOWEVER BE OF THE SAME MANUFACTURER. MULTIPLE MANUFACTURERS WILL NOT BE PERMITTED. 2. APPROVED MANUFACTURERS. a) GENERAL ELECTRIC b) MOTOROLA c) MAGNETEK FABRICATION 1. PROVIDE LUMINAIRES, COMPLETE FACTORY -ASSEMBLED AND WIRED AND EQUIPPED WITH NECESSARY SOCKETS, BALLASTS, WIRING, REFLECTORS, CHANNELS, LENSES, ETC., AND DELIVER TO JOB READY FOR INSTALLATION. . MATERIALS 1. PROVIDE BALLASTS WITH VOLTAGE CHARACTERISTICS TO MATCH THAT OF ALL RELATED CIRCUITRY INDICATED ON DRAWINGS. NO EXTRA COMPENSATION WILL BE ALLOWED FOR FAILURE TO PROPERLY COORDINATE BALLAST VOLTAGE WITH CIRCUITRY. 2. BALLASTS FOR CONTROL OF LAMPS IN ONE HOUSING OR FIXTURE UNIT SHALL NOT CONTROL LAMPS OF AN ADJOINING UNIT. 3. GUARANTEE BALLAST FOR ONE FULL YEAR AND ONE YEAR PRORATED AS PER STANDARD MANUFACTURER'S WARRANTY AGAINST DEFECTS FOR A PERIOD OF 2 YEARS. GUARANTEE TO INCLUDE REPLACING DEFECTIVE BALLAST WITH NEW BALLAST, LAMPS 1. PROVIDE A COMPLETE SET OF NEW LAMPS IN EACH FIXTURE. 2. UNLESS NOTED OTHERWISE LAMPS MUST CONFORM TO THE FOLLOWING: a) FLUORESCENT: T-8, 35K COLOR. b) INCANDESCENT: "A" LAMPS TO BE INSIDE FROSTED RATED AT 130 VOLTS. c) LOW VOLTAGE: MR -16. EXECUTION INSTALLATION 1. INSTALL LUMINAIRES IN MECHANICAL AND UNFINISHED AREAS AFTER DUCTWORK AND PIPING INSTALLATION. ADJUST FIXTURE LOCATIONS TO PROVIDE THE BEST LIGHTING FOR EQUIPMENT ACCESS AND SERVICE LOCATIONS. LOCATE FIXTURES 8 FEET 6 INCHES ABOVE FLOOR, OR AT SUITABLE LOCATIONS WITHIN SPACE ON WALLS BUT NOT LOWER THEN T-0" A.F.F. 2. THE CONTRACTOR SHALL PROTECT LUMINAIRES FROM DAMAGE DURING INSTALLATION OF SAME AND UP TO THE TIME OF ACCEPTANCE. ANY BROKEN LUMINAIRES, GLASSWARE, PLASTICS, LAMPS ETC., MUST BE REPLACED BY THE CONTRACTOR WITH NEW PARTS, WITHOUT ANY ADDITIONAL EXPENSE TO THE OWNER. 3. WHERE BALLASTS ARE FOUND TO BE PRODUCING EXCESSIVE NOISE THEY SHALL BE REPLACED. 4. INSTALL EXIT LIGHT AS INDICATED ON THE DRAWINGS BUT NOT HIGHER THAN 10 FEET A.F.F. SIZE AND COLOR OF LETTERING SHALL COMPLY WITH LOCAL CODES. 5. TRACK LUMINAIRES, ADJUSTABLE LUMINAIRES, FLOODLIGHTS AND ACCENT LIGHTS SHALL BE AIMED AS DIRECTED BY THE ARCHITECT/ENGINEER. OUTDOOR LIGHTING SHALL BE AIMED IN PERIODS OF DARKNESS. 6. PLUMB ALL OUTDOOR LIGHTING STANDARDS TO TRUE VERTICAL. FOR BOLTED POLES, PROVIDE GALVANIZED ANCHOR BOLTS AND NUTS. PLUMB USING A NUT ABOVE AND BELOW THE BASE PLATE ON THE ANCHOR BOLTS. PACK GROUT BETWEEN BASE PLATE AND CONCRETE FOOTING AND PROVIDE DRAIN HOLE BELOW BASE PLATE TO PREVENT ACCUMULATION OF MOISTURE INSIDE POLE BASE. PROVIDE TWO PIECE OR INDIVIDUAL COVERS FOR NUTS EXPOSED ABOVE THE BASEPLATE OF THE SAME COLOR AS THE POLE. GROUND ALL METAL LIGHTING STANDARDS. SECTION 16721 FIRE ALARM SYSTEMS SUBMITTALS 1. SUBMIT PRIOR TO ORDERING EQUIPMENT: a) WIRING DIAGRAMS SHOWING CONNECTIONS BETWEEN ALL SYSTEM COMPONETS. b) DESCRIPTION OF SYSTEM OPERATION. c) ANNUNCIATOR SCHEDULE SHOWING TITLES FOR EACH FIRE ALARM AND SUPERVISORY ZONE. d) MANUFACTURER'S LITERATURE MARKED TO SHOW MODEL AND CATALOG NUMBER FOR ALL EQUIPMENT. e) MANUFACTURER'S INSTALLATION INSTRUCTIONS, OPERATIONS AND MAINTENANCE INSTRUCTIONS. fl A COMPLETE LAYOUT OF THE ENTIRE SYSTEM INCLUDING CONDUIT ROUTING, CONDUIT SIZES, WIRE SIZES AND TYPES. g) PROVIDE A COLOR CODE SCHEDULE FOR WIRING. h) BATTERY SIZING CALCULATIONS INDICATING CIRCUIT LOADING AND POWER SUPPLY LOADING. VOLTAGE DROP CALCULATIONS SHALL BE SUBMITTED FOR ALL NOTIFICATION APPLIANCE CIRCUITS EXCEEDING 1.5 AMPS OR 300' LENGTH. i) SUBMITTALS SHALL BE AS A COMPLETE SET. PARTIAL SUBMITTAL WILL NOT BE ACCEPTABLE. j) DRAWINGS SHALL NOT BE ON LESS THAN 81/2" BY 11 INCH SHEETS AND SHALL IDENTIFY ALL SYMBOLS USED. 2. SUBMIT PRIOR TO BUILDING OCCUPANCY a) CONTRACTOR SHALL SUBMIT, UPON COMPLETION OF SYSTEM VERIFICATION, A POINT -BY -POINT CHECK LIST INDICATING THE DATE AND TIME OF EACH ITEM INSPECTED AND ISSUE A RECORD OF COMPLETION CONFIRMING THAT THE INSPECTION HAS BEEN COMPLETED AND THE SYSTEM IS INSTALLED AND FUNCTIONING IN ACCORDANCE WITH THE SPECIFICATIONS. c rrA N , oC u �0: Na I c ^^�L/ N U F -'l 0 o �. a • rmw4 O Uw (z 0 rci.� �� U V wwmwwwwmumwwwiwe Q) U) �- L 0 0 4-+ U) 0 -I^ 0 0 65w N0 0. N 0 ca ^♦ W-rN V M --cc (u co -0 cu cy)-go c: o Lu wO W'a z � cu = nw �NO J 10 w 00 m a a - w O1 b0 jj1 6� � w Qo 0 U � U Q � I gr-: u tnN� 2., a 3 c 0 -#--a cu U %+-- - Q U) cal U Lu U P w wLu co 0 Q) �- 0 z" E w 0 65w ca 0 cu u- z cn nw Im L- w c cn -: U N � N c� Za0O Lu cn "e U-1 coo (D U c_ O E c 0 Jl_U)U) a 00 m a a - w O1 b0 jj1 6� � w Qo 0 U � U Q � I gr-: u tnN� 2., a 3 c 0 -#--a cu U %+-- - Q U) cal U Lu U P w wLu co 0 g �- z" 0 65w z nw N w o cn 0 Lu 1 a o 0 E002 f:::%NE,lL MA1 kJFACT1JRER,- GE NAME; P MAIN BREAKAM , 3 PHASE ER (PS'I MAIN 1 125 4 WIRE SHOE CARN(VAf FA',ADE K.. A, k. C.,' 110 120)112018 VOLTS PROJECT NLIJIMBER:. 2110274 DIS f"RIBTil'"I PANEL, D43 MO 11NTE D: FLUSH FED FRONC.—.- . . . . ............... . . .... ..... N gal t GENERAL LIIGH ll (L) 2:'1 1,25 Z75 SQUARE. FOOT: LIGHTING I OAD: 'SA IF' RECEPTACLES (R) 0.36 1.00 ji 0.36 N AJC HEATING (H) 0 1-00 1 no - LIG� ITING DEMAND LOAD IS BASED ON THE LARGER OF THE TWO A/C COOLING (C) . ..... ... . . . . . ....... 0 1 00 . ......... ---- 1,1,010 " (CONNEC'TIED VS. TABLE, 220,12, NEC 2008.) 0 1-00 10.00 0 Cl T LARGEST' MOTOR (M) 0 IDE N:'rlF K"A'TION WIRE�COND 1.0AD11PHASE jfKVA) CIRCUIT BREAKEIR 01 1,00 10"00 LOADJ"IHASE �,KVA) 0 WIRE)'C'ON-11), CK,T IDENTI11F K CA;TI()N T . . ... ............ .......... NI D "'LARGER A/C LOAD; 0 KVA ri 1-00 0.00 0 NO.. E �liAP ST; ;E '1�11 i 20 1 11 E ................ ........... S S SPARE 1 0 p 3 SCONiCE LIGHTING 1 2#1117) 1#10G L D.A0, 201 Lu 1-- (D C13 U) U) TRIFT r . .. ..... .. .... . . . . . . ...... ... C . 'I EXTERIOR NIECE PT 24110, 1#1oc.;% 2 R1 0.1-8 ia F (fTU R E S IIG NA GE 1 '4116, i L 1,20 20 -i 1 ...................... 10-60 STORE FRONT'SIGN .2 -H 2 201 1 L 10,1#10G 3 EXTERIOR RECEPT 2#10, 1#10G, R !0. 18 I ". 20 .1 1,20 �p D STOR E F I I S IG,N 4 5 X)INICE LK7HTS 2410, 1#10G L I. lillqiii -1 MIN 040 20 Wi HMN�11111��111 kRE, 20', 1, 20 SPARE 6 7 8 P'A RE 20 1 SrPARE 20 1 11 20 SPARE 8 SPARE 14 SPARE 0 20 1 SPARE 20 1 s MINE` 20 SPARE..................... ............... SPARE SPARE ................... . . 20 1 SPARE �20 i I- SPARE 12 SPARE H 19 SPARE 20 SPARE. 20 1 1 1 1 20 20 H 1111111 - - - I - ........... . 13, SPARE .20 2( SPARE 14 IlkH111111 1.1,11"..", ........... . 15 SPARE 20 1 23 7 ........... . . .. ... ... 1 SPARE 16 20 i SPARE., ... . .. .. 20 25 l II .......... SPARE 19 SPARE 20 Nfl WARE 20 15 ME 1 21 SPAREII: 20 1 27 SPARE 20 111111H -o 111111111 1 SPARE 22 23 I, SPARE 201 1 29 SPARE 20 1 . . ......... . SPARE 24 20, 25 I.I SPA 20 1 11' . . . ........ . . . ....... . S PARE 26 27' SPAREuul20 1 33 - — --- --- SPARE 201SPARE SPARE 28 ---�o- 29 S PARE NHIJ 20 Hill 1 35 Ell 1 SPARE 30 20 31 SPARE, �20 1 37 SPARE 20 1 SPARE 3 SPARE �2.0 1 rll SPARE. 34 39 HillIII SPARE 20 1 1 20 35 SPARE 20 1 `iTT SPARE '11 SPARE 36 201 37 SPARE20 1 SPARE 1.2 0A 1.2 10.0 0.0 0.0 SPARE 12% ,10 wW S, PARE, F 11117 20 1 — — --- --- SPARE 40 . . ................ 41 SPACE I t SPACE 42 T 0,2 0,2 104 1 1 'IF .......... . .. 0.6 1,,2 . . ......... AVERAGE CONNECTE-01 Al 7,09 PHA SE.A MAX, CURRENT W DIVIND FCTR: 735 AVERAGE DEMAND AMPS�'. . . .. ... ..... PHASE 13 MIAX CURRENT W1 D MNJD IFCTk ...... RIMY - PHASE C fv1AX CURRENT W DIM IND FCTR-, —TT�l C0*11, LOA ID MoIA ND C8AAND, LQAD (IKVA11 FACTORII 1,. LOCKED Bli 2, R 2 Electrical Panel Schedules NTS 1 Partial S NTS Ingle Line Diagram 0, TIC PAI I'AANIUFACTURER,- GE M All N B iREArK ER (A M PS). MAIN LU(3$S (AMF'S). 1,25r K .A,. I. C._. MOLJNTED,' FLUSH ........ . . NAMEA 3 Pt.-IASE .......... 4 WIR. 10,ME�- Ull."I"A FA§',A, .E PROJEC1' - DE 12,01208 VOLTS PROJECT NIUMBER: 2110274 FED FROM: DISTRIBUIT"I F,,A,INEL, 10P V/ I gal t GENERAL LIIGH ll (L) 2:'1 1,25 Z75 SQUARE. FOOT: LIGHTING I OAD: 'SA IF' RECEPTACLES (R) 0.36 1.00 ji 0.36 LOADII!-�'HASE il(KVA) 110 AJC HEATING (H) 0 1-00 1 no - LIG� ITING DEMAND LOAD IS BASED ON THE LARGER OF THE TWO A/C COOLING (C) . ..... ... . . . . . ....... 0 1 00 . ......... ---- 1,1,010 " (CONNEC'TIED VS. TABLE, 220,12, NEC 2008.) 0 1-00 10.00 KITCHEN EQUIPEI LIGII rRING DEMAND LOAD IS BASED, ON, THE LARGER OF THE TWO LARGEST' MOTOR (M) 01 1:25 5 0. 00 "LARGER AIC LOAD-. 0 1 01 1,00 10"00 OTHER fO) 01 1,. LOCKED Bli 2, R 2 Electrical Panel Schedules NTS 1 Partial S NTS Ingle Line Diagram 0, TIC PAI I'AANIUFACTURER,- GE M All N B iREArK ER (A M PS). MAIN LU(3$S (AMF'S). 1,25r K .A,. I. C._. MOLJNTED,' FLUSH ........ . . NAMEA 3 Pt.-IASE .......... 4 WIR. 10,ME�- Ull."I"A FA§',A, .E PROJEC1' - DE 12,01208 VOLTS PROJECT NIUMBER: 2110274 FED FROM: DISTRIBUIT"I F,,A,INEL, 10P Ar'V E PAGE C10 N NECTE D AMPS;: 7,76 PHASE Iii fCURRENT W) DMND FCTR: 12,150 AVERAGE DEMAND AMPS,, 9,70 PHASE B MAX, ClUIRREINT Wt DMND FCTR: . . ....... . T1`S­-- LIGHTING (L) RECEPTACLES (R) A/C HEATING (H) A1C COOUN.G: (C) KITCHEN EQ.UII ENT (K) LARGES I" MOTOR (M) CTD iER (0) Eli 2, HACRRATED BRKR V/ I c C Pi CURREN'TWOOMN') FC'11 R' C, .. ....... .. Dew1A NID DIE30A 04.) N 0 CKT 10' [...OA.D/PHASE (KVA,,,'li CIRCL,11117 BREAKER IDENTIFICAT"ION V4RJE)(;.,0ND LOADII!-�'HASE il(KVA) 110 WIRE�;COND )N CK"T IDENTIFICATT', 0 "I'll E. NO. Cil SQUARE IFS OTLIGHTING LOAD: D 1 -00 NO.. LIGII rRING DEMAND LOAD IS BASED, ON, THE LARGER OF THE TWO S -T—oo E 01 E 0,00 (CONNECTED VS, TABLE 220, 12, NEC'* 2008.) 01 1.00 0,00 . . ... ............ .......... . . .......... ............ � 6 "'LARGER A/C LOAD; 0 KVA ri 1-00 0.00 A 7PTRIP �liAP ST; ;E '1�11 i 20 1 11 20 ................ ........... CL 0 -6� 1 cn 0 U - LU M SPARE 1 0 p 3 SCONiCE LIGHTING 1 2#1117) 1#10G L D.A0, 201 Lu 1-- (D C13 U) U) r --:- 2 SPARE ia F (fTU R E S IIG NA GE 1 '4116, i L 1,20 20 -i 1 -H FETF51RE SoGNAGE 2#10, 1#10G 1,20 20 1 1 20 SPARE 8 �p SPARE 201 kRE, 20', 1, 20 3i5:;`.RE 12 13 SrPARE 20 1 11 20 .................. .............. ................ . .. SPARE 14 15 SPARE 20 1 1 20 SPARE I 17 SPARE �20 i I- 1 SPARE 19 SPARE 20 SPARE. 20 1 1 1 1 20 20 H 1111111 - - - I - ........... . SPARE 20 SPARE �22 2( IlkH111111 1.1,11"..", ........... . 23 SPARE 20 1 20 SPARE 2.4 25 SPARE, 20 1 26, 2' 15 ME SPARE 27 SPARE 20 111111H -o 111111111 1 28 i. 29 SPARE 20 1 20, SPARE 30 11' 33 - — --- --- SPARE 201SPARE 1':' ---�o- 34 35 S PARE 20 1 1. 20 SPARE 36 37 SPARE 20 1 1 39 HillIII SPARE 20 1 1 20 SPARE 40 `iTT SPARE '11 1 201 1 1 SPARE 1.2 0A 1.2 10.0 0.0 0.0 Ar'V E PAGE C10 N NECTE D AMPS;: 7,76 PHASE Iii fCURRENT W) DMND FCTR: 12,150 AVERAGE DEMAND AMPS,, 9,70 PHASE B MAX, ClUIRREINT Wt DMND FCTR: . . ....... . T1`S­-- LIGHTING (L) RECEPTACLES (R) A/C HEATING (H) A1C COOUN.G: (C) KITCHEN EQ.UII ENT (K) LARGES I" MOTOR (M) CTD iER (0) Eli 2, HACRRATED BRKR Voltage Drop Calculations: VOLTAGE DROP CALCULATIONS HAVE BEEN PERFORMED, THIS DESIGN COMPLIES WITH VOLTAGE DROP REQUIREMENTS OF FBC 13-413 OF FEEDER (< 2%) AND BRANCH (<3%) CIRCUITS. Metering Notes: 1 CONTRACTOR SHALL COORDINATE EXACT REQUIREMENTS FOR METERING EQUIPMENT TYPES AND SYSTEM TOPOLOGY WITH THE LATEST STANDARDS OF THE LOCAL ELECTRIC UTILITY PRIOR TO ORDERING AND INSTALLATION OF EQUIPMENT. Power Riser Notes: ONEW EXTERIOR SIGNAGE AND LIGHTING TIME CLOCK OEXISTING 125A MLO PANEL'LC'TO BE RELABELED'P'AND USED ONLY FOR SHOE CARNIVAL. EXISTING 125A MLO PANEL'LD'TO BE RELABELEDW AND USED ONLY FOR ULTA. OCONTRACTOR SHALL VERIFY THAT EXISTING WIRE AND CONDUIT IS A MINIMUM OF 4#3,1#BG, 1 1/4"C AND REPLACE IF NECESSARY. VAJSF V/ I PHASE C Pi CURREN'TWOOMN') FC'11 R' CrJNNI, LOAD .. ....... .. Dew1A NID DIE30A 04.) 4-j U) (r, V' A)1� FAcTre LOAD (,KV A GENERAL 2', 796 1.25 3,5 0 SQUARE IFS OTLIGHTING LOAD: 0 1 -00 0,00 LIGII rRING DEMAND LOAD IS BASED, ON, THE LARGER OF THE TWO 0 -T—oo 01 1 C 1 0,00 (CONNECTED VS, TABLE 220, 12, NEC'* 2008.) 01 1.00 0,00 uj ............... i 1-1-T.1-11 � 6 "'LARGER A/C LOAD; 0 KVA ri 1-00 0.00 Voltage Drop Calculations: VOLTAGE DROP CALCULATIONS HAVE BEEN PERFORMED, THIS DESIGN COMPLIES WITH VOLTAGE DROP REQUIREMENTS OF FBC 13-413 OF FEEDER (< 2%) AND BRANCH (<3%) CIRCUITS. Metering Notes: 1 CONTRACTOR SHALL COORDINATE EXACT REQUIREMENTS FOR METERING EQUIPMENT TYPES AND SYSTEM TOPOLOGY WITH THE LATEST STANDARDS OF THE LOCAL ELECTRIC UTILITY PRIOR TO ORDERING AND INSTALLATION OF EQUIPMENT. Power Riser Notes: ONEW EXTERIOR SIGNAGE AND LIGHTING TIME CLOCK OEXISTING 125A MLO PANEL'LC'TO BE RELABELED'P'AND USED ONLY FOR SHOE CARNIVAL. EXISTING 125A MLO PANEL'LD'TO BE RELABELEDW AND USED ONLY FOR ULTA. OCONTRACTOR SHALL VERIFY THAT EXISTING WIRE AND CONDUIT IS A MINIMUM OF 4#3,1#BG, 1 1/4"C AND REPLACE IF NECESSARY. VAJSF pI E 2 C cm cu a) cu cu cu cn _0 cn a. cu Lu WW cn 0 V/ I 0 4-j U) z ♦C E >1 Na) ol� -11-A cu (y) C) Q� Q CN ct) 0 cu cu cc Lu 0 U-1 c: 0 0 ILL - uj uj 0 W cn z uj NO pI E 2 C cm cu a) cu cu cu cn _0 cn a. cu Lu WW cn 0 0 z E Na) ol� cu NW 0 Lu cu U-1 u- I cn �e C3 WLu c a -9 Z.2 I- CL 0 -6� 1 cn 0 U - LU M 15.2? M 1 0 p 40- E Lu 1-- (D C13 U) U) pI E 2 C cm cu a) cu cu cu cn _0 cn a. cu Lu WW cn 0 z NW Lu U-1 I �e C3 WLu r E101 YP.) r r - N N LJJ O a O w U uiU 4-+ U) d E O cu �/ � ry C: �00 N U o� 0 m CU N -� —go LL BULL LU .�WCN � z Cc w NOc J U :E U Qo 0 0 C: Z 0-o o2 LL LV iN m o -o U �_ N E C LU 0 J�cncn -44 U c _ca a- cu U I_ CD H W W w CD C r7 A z U —wj r - N N LJJ L z O w U uiU 4-+ U) d E O cu �/ � ry C: �00 ^ W ti. M U 0 m CU N -� —go LL BULL LU .�WCN � z Cc w NOc J U c _ca a- cu U I_ CD H W W w CD C r7 A z U —wj r - N N LJJ O z N w U uiU O d E O ca U Co LL cn :E U 0 C: Z 0-o o2 LL LV iN m o -o U �_ N E C LU 0 J�cncn CL c _ca a- cu U I_ CD H W W w CD C r7 A z U —wj r - N N LJJ O z N w U uiU W d O E201 i List Of Abbreviations 8. THE CONTRACTOR SHALL HAVE INSTALLATION INSTRUCTIONS FOR ALL RELATED TO THIS PROJECT. EQUIPMENT AND APPLIANCES ON SITE AT TIME OF INSPECTION. 2. THE WRITTEN DIMENSIONS PREVAIL ON THE CONSTRUCTION DOCUMENTS, 9. ALL PENETRATIONS THAT OCCUR WHERE FIRE RATINGS ARE REQUIRED DO NOT SCALE THESE DRAWINGS. CONTRACTOR TO VERIFY ALL DIMENSIONS SHALL BE APPROPRIATELY SEALED WITH FIRE STOP SEALANT TO A A/C AIR CONDITION E EL ELEVATION L LAV LAVATORY S SC SOLID CORE AB ANCHOR BOLT COMPLETE REQUIREMENTS OF THE UNDERWRITER'S LABORATORY OR ELEC ELECTRICAL FIRE PROTECTION AS REQUIRED DURING CONSTRUCTION. LBL LABEL 11. WHERE WALLS ARE INDICATED TO BE EXTENDED FROM FLOOR TO SCHED SCHEDULE ACT ACOUSTICAL CEILING TILE CHANGE ORDERS WILL NOT BE APPROVED FOR FAILURE TO DO SO. ELEV ELEVATOR UNDERWRITER'S LABORATORY OR GYPSUM ASSOCIATION ASSEMBLY LBS POUNDS DOCUMENTS SHALL NOT BE SUBSTITUED WITHOUT PRIOR WRITTEN SCP SCUPPER AD ADJUSTABLE, ADJACENT MASONRY AND CENTERLINE OF COLUMNS UNLESS OTHERWISE NOTED. EMER EMERGENCY COMPLETE THIS PROJECT AS REQUIRED TO ACTIVATE THE USE OF THE LF LINEAR FEET SD SOAP DISPENSER AFF ABOVE REF FINISHED EQ EQUAL LT WT LIGHT WEIGHT SEAL SEALANT FLOOR (SLAB) EQUIP EQUIPMENT STRUCTURAL SECT SECTION AHU AIR HANDLER UNIT ESC ESCALATOR M MAS MASONRY X SF SQUARE FEET ALT ALTERNATE S-2.1 EWC ELECTRIC X MAX MAXIMUM X SHT SHEET ALUM ALUMINUM X S-5.0 WATER COOLER X MECH MECHANICAL SECTIONS AND DETAILS SIM SIMILAR ANOD ANODIZED X EXIST EXISTING WALL SECTIONS MFR MANUFACTURER SPEC SPECIFICATION APPROX APPROXIMATE EXP EXPANSION MH MANHOLE SS STAINLESS STEEL, ARCH ARCHITECT EXT EXTERIOR MIN MINIMUM ELECTRICAL LEGEND X SERVICE SINK AUTO AUTOMATIC X E101 ELECTRICAL PANEL SCHEDULES AND PARTIAL RISER DIARGRAM MIN MINIMUM, MINUTE E201 STD STANDARD X F FACP FIRE ALARM MISC MISCELLANEOUS STL STEEL B BO BOTTOM OF CONTROL PANEL MLDG MOLDING STOR STORAGE BD BOARD FD FLOOR DRAIN MO MASONRY OPENING STRUC STRUCTURAL BLDG BUILDING FDN FOUNDATION MR MOISTURE RESISTANT SUSP SUSPENDED BM BEAM FIN FINISHED MTD MOUNTED SY SQUARE YARD BRG BEARING FLR FLOOR MTL METAL BTM BOTTOM FR FIRE RESISTANT MUL MULLION T T TREAD BUR BUILT UP ROOF FR -S FIRE -RETARDANT T&G TONGUE & GROOVE WOOD TREATMENT N NIC NOT IN CONTRACT TBL TABLE C CB CATCH BASIN FT FEET, FOOT NOM NOMINAL TELE TELEPHONE CG CORNER GUARD FTG FOOTING NTS NOT TO SCALE TEMP TEMPERED Cl CAST IRON FURR FURRING THK THICK CJ CONTROL JOINT FLIT FUTURE 0 OC ON CENTER TILT TOILET CL CENTER LINE OD OUTSIDE DIAMETER TO TOP OF CLG CEILING G GA GAUGE OPP OPPOSITE TPD TOILET PAPER CLO CLOSET GAL GALLON OVFL OVERFLOW DISPENSER CLR CLEAR GALV GALVANIZED TS TUBE STEEL CMU CONCRETE GB GRAB BAR P PL PLATE TV TELEVISION MASONRY UNIT GC GENERAL CONTRACTOR PLAM PLASTIC LAMINATE TYP TYPICAL CO CLEAN OUT GYP GYPSUM PLAS PLASTER COL COLUMN PLBG PLUMBING U LION UNLESS OTHER- CONC CONCRETE H HB HOSE BIBB PLWD PLYWOOD WISE NOTED CONST CONSTRUCTION HC HOLLOW CORE PNL PANEL UTIL UTILITY CONT CONTINUOUS HDW HARDWARE PR PAIR CONTR CONTRACTOR HM HOLLOW METAL PREFAB PREFABRICATED V VB VINYL BASE CORR CORRIDOR HORIZ HORIZONTAL PT POINT VCT VINYL COMPOSITE TILE CT CERAMIC TILE HR HOUR PT PRESSURE TREATED VERT VERTICAL CTR CENTER HT HEIGHT PTD PAPER TOWEL DISPENSER VEST VESTIBULE CU CONDENSING UNIT HTG HEATING PVC POLY VINYL CLORIDE VIF VERIFY IN FIELD CW COLD WATER HVAC HEATING, VENTILATING VTR VENT THRU ROOF & AIR CONDITIONING Q QT QUARRY TILE VWC VINYL WALL COVERING D DBL DOUBLE HW HOT WATER DEPT DEPARTMENT R R RADIUS, RISER, W W WIDTH DET DETAIL I ID INSIDE DIAMETER THERMAL RESISTANCE W/ WITH DF DRINKING FOUNTAIN IN INCH RD ROOF DRAIN W/O WITHOUT DIA DIAMETER INCL INCLUDING RECP RECEPTACLE WC WATER CLOSET DIM DIMENSION INSUL INSULATION REF REFERENCE WD WOOD DISP DISPENSER INT INTERIOR REFR REFRIGERATOR WH WATER HEATER DN DOWN INV INVERT REG REGLET WP WATERPROOF DS DOWNSPOUT REINF REINFORCEMENT WT WEIGHT DWG DRAWING J JAN JANITOR REQ REQUIRED WWF WELDED WIRE FABRIC JB JUNCTION BOX REV REVISION WWM WELDED WIRE METAL E EA EACH JT JOINT RM ROOM EB EXPANSION BOLT RND ROUND Y YD YARD EIFS EXTERIOR INSULATING L L LENGTH RO ROUGH OPENING FINISH SYSTEM LAM LAMINATE RTU ROOF TOP UNIT EJ EXPANSION JOINT .Legend X - — GRID DESIGNATION L z� BUILDING SECTION A301-2 A301-2 102 ROOM NUMBER SHEET NUMBER SECTION NUMBER 102A DOOR NUMBER WALL SECTION A302-3 SHEET NUMBER SECTION NUMBER 20 WINDOW TYPE ® STOREFRONT TYPE A501-6 SECTION DETAIL lij-- WALL TYPE SHEET NUMBER I � DETAIL NUMBER KEY NOTE A888-88 DETAIL REFERENCE © REVISION NUMBER SHEET NUMBER DETAIL NUMBER T 0, SOMETHING ELEVATIONS TAGS EXTERIOR ELEVATION A201-2MARKERS SHEET NUMBER ELEVATION NUMBER SPOT ELEVATION TAG 4 A401 2 INTERIOR ELEVATION MARKERS NORTH ARROW N SHEET NUMBER3 ELEVATION NUMBER BRICK o CONCRETE PLYWOOD O BOARDGYPSUM o �� FIRAINAGE LL MASONRY �//�/ COMPACTED STEEL RIGID EARTH INSULATION BOARD General Notes 1. ALL WORK WILL COMPLY WITH LOCAL, STATE, AND NATIONAL CODES 8. THE CONTRACTOR SHALL HAVE INSTALLATION INSTRUCTIONS FOR ALL RELATED TO THIS PROJECT. EQUIPMENT AND APPLIANCES ON SITE AT TIME OF INSPECTION. 2. THE WRITTEN DIMENSIONS PREVAIL ON THE CONSTRUCTION DOCUMENTS, 9. ALL PENETRATIONS THAT OCCUR WHERE FIRE RATINGS ARE REQUIRED DO NOT SCALE THESE DRAWINGS. CONTRACTOR TO VERIFY ALL DIMENSIONS SHALL BE APPROPRIATELY SEALED WITH FIRE STOP SEALANT TO AND CONDITIONS IN THE FIELD. IF ANY DISCREPANCY OCCURS, THE MAINTAIN THE INTEGRITY OF THE WALL TO THE COMPLETE CONTRACTOR IS REQUIRED TO NOTIFY THE ARCHITECT IN WRITING BEFORE REQUIREMENTS OF THE UNDERWRITER'S LABORATORY OR GYPSUM PROCEEDING WITH ANY WORK AFFECTED BY THE DISCREPANCY. ASSOCIATION ASSEMBLY IDENTIFIED. RE: A401 3. CONTRACTORS TO SECURE ALL PERMITS AND REQUIRED INSPECTIONS 10. ALL STEEL PENETRATIONS THAT OCCUR WHERE FIRE RATINGS ARE NECESSARY TO OBTAIN A CERIFICATE OF OCCUPANCY. REQUIRED SHALL BE APPROPRIATELY SEALED WITH FIRE STOP X SEALANT TO MAINTAIN THE INTEGRITY OF THE WALL TO THE 4. CONTRACTORS ARE TO PROVIDE ALL TEMPORARY UTILITIES AND COMPLETE REQUIREMENTS OF THE UNDERWRITER'S LABORATORY OR INFRASTRUCTURE REQUIRED TO PERFORM THE WORK, INCLUDING GYPSUM ASSOCIATION ASSEMBLY IDENTIFIED. RE: A401 FIRE PROTECTION AS REQUIRED DURING CONSTRUCTION. FBC NFPA LIFE SAFTEY CODE X 11. WHERE WALLS ARE INDICATED TO BE EXTENDED FROM FLOOR TO 5. EACH CONTRACTOR AND SUBCONTRACTOR IS EXPECTED TO REVIEW ALL ROOF DECK WHERE FIRE RATINGS ARE REQUIRED SHALL BE CONTRACT DOCUMENTS AND SITE CONDITIONS PRIOR TO ISSUED BID. APPROPRIATELY SEALED WITH FIRE STOP SEALANT TO MAINTAIN THE CHANGE ORDERS WILL NOT BE APPROVED FOR FAILURE TO DO SO. INTEGRITY OF THE WALL TO THE COMPLETE REQUIREMENTS OF THE X UNDERWRITER'S LABORATORY OR GYPSUM ASSOCIATION ASSEMBLY 6. PRODUCTS SPECIFIED OR OTHERWISE INDICATED IN THE CONTRACT IDENTIFIED. RE: A401 DOCUMENTS SHALL NOT BE SUBSTITUED WITHOUT PRIOR WRITTEN A502 APPROVAL FROM THE ARCHITECT. 12. ALL DIMENSIONS ARE TO FACE OR CENTERLINE IF STUD, FACE OF X MASONRY AND CENTERLINE OF COLUMNS UNLESS OTHERWISE NOTED. 7. THIS CONTRACTOR SHALL COORDINATE ALL TRADES REQUIRED TO X COMPLETE THIS PROJECT AS REQUIRED TO ACTIVATE THE USE OF THE FACILITY AS PLANNED. Leaal Description THE PARCEL INCLUDED IN THIS ASSESSMENT ARE LOCATED AT 1101-2251 WP BALL BOULEVARD, IN SANFORD, FLORIDA, AND IDENTIFIED AS BEING INCLUDED IN THE MARKETPLACE AT SEMINOLE TOWN CENTER. THE PROPERTY IS SITUATED TO THE WEST OF INTERSTATE 4, AND ADJACENT TO STATE ROAD 417 TO THE NORTH. THE PROPERTY IS INCLUDED IN SECTION 32, TOWNSHIP 19, RANGE 30 OF NORTHERN SEMINOLE COUNTY. THE CURRENT OWNER IS LISTED AS NAP SEMINOLE MARKETPLACE, LLC. PARCELS: 32-19-30-503-0000-0090 AND 32-09-30-503-0000-070 Project Description NEW FRONT FACADE TO AN EXISTING BUILDING: THESE PLANS INDICATE THE CONSTRUCTION OF A NEW FRONT FACADE TO AN EXISTING BUILDING THAT IS BEING SUBDIVIDED INTO TWO TENANT SPACES. THE INTERIOR SPACE INPROVEMENTS WILL BE CONSTRUCTED UNDER A FUTURE PERMIT(S). Vicinity Ma(/7 %-, I � Miv1WhlmlWlW10J■■= Code Information JURISDICTION AUTHORITY CITY OF SANFORD 300 N PARK AVE SANFORD, FL 32771 PHONE: (407) 688-5150 FAX: (407) 688-5152 PERMIT SETS REQUIRED: PRODUCT APPROVALS REQUIRED: ADOPTED CODES 5 SIGNED/SEALED SETS REQUIRED SEE "FLORIDA PRODUCT APPROVAL NUMBERS', THIS SHEET BUILDING: FBC BUILDING - 2007 W/ 2009 SUPPLIMENTALS FIRE: FBC FIRE PREVENTION CODE - 2007 PANEL WALLS CHAPTER 36- (NFPA 101- W/ FLORIDA AMENDMENTS) PLUMBING: FBC PLUMBING - 2007 W/ 2009 SUPPLIMENTALS MECHANICAL: FBC MECHANICAL - 2007 W/ 2009 SUPPLIMENTALS ELECTRICAL: FBC ELECTRICAL - 2007 W/ 2009 SUPPLIMENTALS COVER SHEET CHAPTER 27- (NFPA 70, NATIONAL ELECTRIC CODE 2008) FUEUGAS: FBC FUEUGAS - 2007 W/ 2009 SUPPLIMENTALS ACCESSIBILITY: FBC ACCESSIBILITY CODE - 2007 W/ 2009 SUPPLIMENTALS X CHAPTER11 ENERGY: FBC ENERGY CODE - 2007 W/ 2009 SUPPLIMENTALS X CHAPTER13 LIFE SAFETY: FBC NFPA LIFE SAFTEY CODE NEW BUILDING AND CONSTRUCTION DATA OCCUPANCY CLASSIFICATION: MERCANTILE, GROUP M CONSTRUCTION TYPE (FBC TABLE 600): TYPE V, UNPROTECTED, FULLY SPRINKLERED MAXIMUM HEIGHT AND AREA ALLOWABLE (FBC TABLE 500): HEIGHT - 65'-0' TOTAL AREA - 42,000 SQ FT ACTUAL HEIGHT AND AREA: HEIGHT - 33'-3" TOTAL AREA - 27,999 SQ FT Contact Information CLIENT: WEINGARTEN REALTY INVESTORS 2720 E. COLONIAL DRIVE ORLANDO, FLORIDA 32803 (407) 894-3601 PHONE (407) 563-1199 FAX CONTACT: DALE MENNINGER ARCHITECT: CUHACI & PETERSON, ARCHITECTS, LLC 1925 PROSPECT AVE ORLANDO, FL 32814 (407) 661-9100 PHONE (407) 661-9101 FAX CONTACT: JOSHUA E. INMAN STRUCTURAL MCELROY ENGINEERING ENGINEER: 1835 EDGEWATER DR ORLANDO, FL 32804 (407) 245-8775 PHONE (407) 245-8744 FAX CONTACT: CRAIG MCELROY ELECTRICAL CUHACI & PETERSON, ARCHITECTS, LLC ENGINEER: 1925 PROSPECT AVE ORLANDO, FL 32814 (407) 661-9100 PHONE (407) 661-9101 FAX CONTACT: EUGENIO DE ALBA, "GADY' Linens N Thi Front nc s.0 Facade Remode Sanford, FL I 00. .. .... .. . ...........rpgC Ao R NI'VAo L� i"I!i [HHHHHHHH11111 HHHHHHHHHHHHHHH! ............................... ... ....... H1111111111111 ..................... - 07 n CU LTA A Y i T v Drawing Index SHEET N0. TITLE Q 1��\�O G� oy�`��tio ARCHITECTURAL PANEL WALLS STORE FRONTS MIAMI-DADE NOA . KAWNEER TRI FAB 451 _.... ---- 08-1211.03 ......... COVER SHEET X X A101 DEMOLITION FLOOR PLAN X X A121 FLOOR PLAN AND ARCHITECTURAL SITE PLAN X X A141 ROOF PLAN X X A201 ELEVATIONS X X A301 WALL SECTIONS X X A501 DETAILS X X A502 DETAILS X X A601 STOREFRONT ELEVATIONS AND DETAILS X X STRUCTURAL S-1.0 GENERAL NOTES X X 5-2.0 FOUNDATION PLAN X X S-2.1 ROOF FRAMING PLAN X X S-3.0 ENLARGED PLAN VIEWS X X SA.0 WALL ELEVATION X X S-5.0 SCHEDULES X X S-6.0 SECTIONS AND DETAILS X X S-6.1 SECTIONS AND DETAILS X X S-6.2 WALL SECTIONS X X ELECTRICAL E001 ELECTRICAL LEGEND X E002 ELECTRICAL SPECIFICATIONS X E101 ELECTRICAL PANEL SCHEDULES AND PARTIAL RISER DIARGRAM X E201 ELECTRICAL PLAN X X FLORIDA PRODUCT APPROVAL NUMBERS STATE OF FLA. PRODUCT CATEGORY I SUB CATEGORY ............ PROD. APPROV. N0. ! REMARKS PANEL WALLS STORE FRONTS MIAMI-DADE NOA . KAWNEER TRI FAB 451 _.... ---- 08-1211.03 ......... ROOFING TPO Single Ply - ." ...........I . MIAMI-DADE NOA ...... .. _... .... . ..... ...... G.A.F. MATERIALS CORP. ............. ...... __._-. ____... ................ .... ..4 ....,. ... .... .......... ......_.........._..__. 09-0226.05 .,. TPO SINGLE PLY ROOF SYSTEM CLADDING EIFS _._.._ ..._........... ........ , .. MIAMI-DADE NOA ................. ............... --_ .-.____._. .. .....,. .......... .. DRYVIT SYSTEMS, INC. EXTERIOR .."" """" .......... 09-0824.14 INSULATION & FINISH SYSTEM ........ ......... rem U. J LL L Cu CD (D 0 � E U CID 70Cu Q CU CD LL O E LL c/) Cu iCu v z� Cn �--+ a (D L C Cu J 7 a N Ern i�n ea on �LL MEZZANINE LEVEL (ABOVE) A01 Al2 A02 M01 A04 E01 1 Demolition Floor Plan Scale 1l8"=1'-0" Demolition Key Note Schedule L 0 0 4-0 A01 OO REMOVE EXISTING DOOR, FRAME AND HARDWARE. DISCARD A07 REMOVE CANOPY, METAL AWNINGS, AND CONCRETE RETE BASES. A13 REMOVE TREES AND SHRUBS FROM PLANTER. VERIFY WITH E01 DISCONNECT AND REMOVE EXISTING LIGHTING THROUGHOUT. "V - DISCARD MATERIALS '" ,...- - ICU LANDLORD IF THE TREES WILL BE RELOCATED. DISCARD MATERIALS. RE: ELECTRICAL FOR ADDITIONAL A02 REMOVE EXISTING PARTITION FRAMING AND FINISH. DISCARD A08 REMOVE PORTIONS OF TILT -UP CONC WALL PANEL, PATCH AND W PREP PLANTERS TO BE FILLED IN WITH CONCRETE. INFORMATION. 'a MATERIALS. PATCH AND REPAIR ANY DAMAGE TO ADJACENT -O O REPAIR SURROUNDING FINISHES DAMAGED ASA RESULT OF ) P01 EXISTING E02 DISCONNECT AND REMOVE EXISTING ELECTRICAL FIXTURES z z AREAS THAT ARE REMAINING. w J U DEMOLITION RE STRUCTURALREMOVE FOR ADDITIONAL INFORMATION'. 4 m Z (1)2.c MOP SINK AND WATER HEATER. DISCARD THROUGHOUT. DISCARD MATERIALS. RE: ELECTRICAL FOR E a MATERIALS. CAP ALL ASSOICATED PLUMBLING LINES. ADDITIONAL INFORMATION. A03 REMOVE EXISTING PLUMBING FIXTURES AND ACCESSORIES. A09 REMOVE EXISTING EXTERIOR LIGHT FIXTURES. SAVE LIGHT DISCARD MATERIALS. PATCH AND REPAIR ANY DAMAGE TO FIXTURES TO BE REINSTALLED. PO2 REMOVE AND CAP ALL PLUMBING LINES BELOW SLAB OR ABOVE v ADJACENT AREAS THAT ARE REMAINING. CEILING. A10 REMOVE CHECK STANDS, POWER CONNECTIONS TO CHECK A04 REMOVE EXISTING ACT CEILING, GRID SYSTEM AND GYP WALLBOARD. DISCARD MATERIALS. PATCH AND REPAIR ANY STANDS, AND DISPLAY SHELVING ADJACENT TO FRONT EXTERIOR WALL AND WALLS TO BE DEMOLISHED. DISCARD MATERIALS. P03 REMOVE WATER FOUNTAINS. DISCARD MATERIALS. CAP ALL DAMAGE TO ADJACENT AREAS THAT ARE REMAINING. ASSOCIATED PLUMBING LINES. A05 REMOVE EXISTING GLAZING TO THE EXTENT SHOWN. DISCARD A11 NOT USED M01 REMOVE MECHANICAL DIFFUSERS, DUCTWORK, CONNECTION, MATERIALS. FANS AND MOUNTING HARDWARE THROUGHOUT. A08 REMOVE EXISTING STAIRS AND HANDRAILS. DISCARD MATERIALS. PATCH AND REPAIR ANY DAMAGE TO ADJACENT AREAS THAT ARE Al2 REMOVE EXISTING FLOOR FINISHES THROUGHOUT. PREPARE REAMINING. REMAING FLOOR TO RECEIVE NEW FINISHES. Demolition Plan Legend r — — — ', ITEMS TO BE REMOVED L J EXISTING ITEMS ., A13 L --- D 0 a� L 0 0 4-0 E 0 a� N o� aD "V 4-j ICU ICU CU L.L U- } a0o (D�M W 'a C -O O � C:U� 0 C C0 � z z o � ti N w J U N O a� 0 E a� N o� aD "V ICU CU U- W L C � U 0 C C0 � N Z 4 &oo LU Cl) (D 4 m Z (1)2.c 0� U �_ N o E a 0 _0 0 0 w E w Qw x co O F - CJ O A101 Z N Vc P Z w ME N LU 4 Y O LU W CL d v A101 D C B A I I I I II FLOOR PLAN GENERAL NOTES 1 Floor Plan z 1. ALL DIMENSIONS ARE TAKEN FROM FACE OF Scale 1l8"=1'-0" CMU OR FACE OF METAL STUD (TYP.) U.N.O. 2. SEE SHEET A303 FOR WALL TYPES 3. SEE SJEET A 601 FOR STOREFRONT INFORMATION. 2 Architectural Site Plan Scale 35'-0" 13'-2" 13'-1 %a ARCHITECTURAL SITE PAN I MEND e SIDEWALK TO BE DEMOLISHED AND REPLACED W J W N -- M Q z o O N a Cy.) M z I 7- O O E 4-0 Cf) W N Q N tN(u I..L � � 9 0 C6) m Cu U cu u- Cn 5:00 CD 04 Cu 22 i CO O BULL LLJ Z (D c m 0 C-4 ti W Co J U W �oiEc 8 —JIB—v)v) W J W N -- M Q z o O N a Cy.) M z P� '- O E W N Q N tN(u I..L � � 9 0 C6) m Cu U cu u- Cn i U ZQo Lu C/) ai H -L a) C45 z c� (�g.c o - o W �oiEc 8 —JIB—v)v) a W J W N -- M Q z o O N a Cy.) M z P� '- W N Q N WC=) � � 9 0 C6) m Q g ui= A121 I H G F E D C B A I ( I 1 1 — — — 900 1 1 i ii I I I I 1 I 1 1 1 I H G F E D C B A z 1 Roof Plan Demolition Legend Roof Plan Scale 1/8"=1'-0' r — — — ITEMS TO BE REMOVED Roof Plan Demolition Key Note Schedule R01 REMOVE EXISTING EXHAUST VENT. DISCARD MATERIALS. R02 PEEL BACK EXISTING ROOF MEMBRANE AS REQUIRED FOR NEW WORK OVERLAP AND WELD NEW TPO ROOFING INTO EXISTING PER MFR INSTALLATION INSTRUCTIONS AND AS REQUIRED TO MAINTAIN WARRANTY. 998 CU CL LLI �I— 0 w W z L 0 0 --ui z N E C z 0 Ly Ne 0 Q w CIO CV o`r� LL.. i QQQC j 000 M a CU 0 CU .G U Cy) -9 O v CU" z �� w O ON r CN w N Oc U Cn CU CL LLI �I— 0 w W z CD 0 --ui z N E N O z 0 Ly Ne 0 Q w CV o`r� i a CU 0 U v CU U- Cn L U ZQoo Cn U_ a z _CD CC 0 2 O v IDEc .� O —��u)u) CU CL LLI �I— 0 w W z n --ui z N W tR N O z tg Ly Ne 0 Q o`r� i a 0 o v A141 ALL SIGNAGE SHALL BE UNDER SEPARATE SIGN PERMIT BY OTHERS. ALL SIGNAGE IS REQUIRED TO ADHERE TO LOCAL ORDINANCE AND SHOPPING CENTER DESIGN STANDARDS. TO PARPET 133'-9" AFF TO PARPET 120'4" AFF 100'-0" 1000 998 i 3 992 T T 8 9 A B 1 4 — — — — — — — — — — — — — — — — — — — — — — O EYE BOLTS RE: A502-4 i D---- ------------ — 4'-0" -9 4'-0" C 66 8 1 Front Elevation Scale 1/8"=1'-0" 6 ...o...m...u...o...o..m T T T 940 MANUF. / REMARKS 935 902 OB SHOE CARNIVAL O2 9 SUNBRELLA #4677 TUSCAN 8 C W 8 INSTALLED BY OWNER. 3 B B 2 A II 8 8 g SF -2 6 A C 5 7 A STOREFRONT BASIS OF DESIGN: KAWNEER TRI -FAB 451 ALUMINUM STOREFRONT SYSTEM W/ 1" CLEAR, INSULATED GLAZING. PROVIDE TEMPERED GLAZING IN WINDOW LIMITS WITHIN A 24" ARC OF THE SIDES OF EGRESS DOORS AND ALONG SIDEWALKS OR WALKING SURFACES. REFERENCE NOA # 08-1211.03 FOR ADDITIONAL INSTALLATION INSTRUCTIONS. 11 7 T MARK T 906 MANUF. / REMARKS O 902 OB SHOE CARNIVAL O2 CANVAS AWNING (OPEN ENDED) SUNBRELLA #4677 TUSCAN PURCHASED AND C W 8 INSTALLED BY OWNER. i 4 2 A O3 LOGO PLAQUE PRECAST TILE- 24"X24" EQ TO 'TERRAIN PINEAPPLE GROVE TILE, � N to "{� " -C C v TAUPE" RADIAL SUN DESIGN #046 4O PRE -FINISHED ALUMINUM COPING COLOR EQ TO DRYVIT 310 CHINA WHITE _ O � N (C -----------� QL LL., !AAUT T ----------- 11 901 900 i ALL SIGNAGE SHALL BE UNDER SEPARATE SIGN PERMIT BY OTHERS. ALL SIGNAGE IS REQUIRED TO ADHERE TO LOCAL ORDINANCE I AND SHOPPING CENTER DESIGN STANDARDS. T 0 PARPET I133'4" AFF T 0 PARPET 128'-0" AFF SF -4 8 A 5 7 TO STOREFRONT 10'-0" AFF REFERNCE FIN FLR 100'-0" Materials Schedule MARK MATERIAL FINISH MANUF. / REMARKS O CANVAS AWNING OB SHOE CARNIVAL O2 CANVAS AWNING (OPEN ENDED) SUNBRELLA #4677 TUSCAN PURCHASED AND C W ORANGE AWNINGS W/ WHITE INSTALLED BY OWNER. VINYL LETTERING AND STRIPE. a O3 LOGO PLAQUE PRECAST TILE- 24"X24" EQ TO 'TERRAIN PINEAPPLE GROVE TILE, � N to "{� " -C C v TAUPE" RADIAL SUN DESIGN #046 4O PRE -FINISHED ALUMINUM COPING COLOR EQ TO DRYVIT 310 CHINA WHITE _ O � N (C wN J 0 SIMULATED STONE PATTERN _ O5 MASONRY VENEER EQ TO CORAL STONE O MASONRY VENEER "DESERT IRONSPOT" BRICK EQ TO ENDICOTT TILE O7 CAST STONE WATERTABLE TO MATCH SIMULATED STONE RE: A501-5 PATTERN EQ TO CORAL STONE m zm O PAINTED EIFS FINE SAND EIFS FINISH, DRYVIT OR EQUAL E c MATCH EXISTING O9 EIFS CORNICE FINE SAND EIFS FINISH, DRYVIT OR EQUAL MATCH EXISTING Color Schedule MARK Color REMARKS AO EQ. TO DRYVIT 108 - "MANOR WHITE" OB EQ. TO DRYVIT 310 - "CHINA WHITE" cV OC EQ. TO DRYVIT 389 - "SOUTHERN TAN" atea' I I O Z 0 o a N - 2 CO to �. C7 LL V w '4 O ZLLI CD O O v� cV E atea' C W 0./ I a ^C: c M o U � N to "{� " -C C v Cr O �U- LLJ �W-o z z O � N (C wN J 0 O I I O Z 0 o a N - 2 CO to �. C7 LL V w '4 O ZLLI CD O O cV E atea' CD W 0./ CD a (Q o U v Ct3 U_ N a? � � U W c Z ca Qo•g Cl) ~ L� m zm a CD.M 0 0 v = O JPvova E c I I O Z 0 o a N - 2 CO to �. C7 LL V w '4 O ZLLI N cV atea' W a o o v A201 ilk TO PARAPET FRAMING If 133'-11" SINGLE BASIS 1 TPO Sl CORPI NOA 0£ ROOFI GALV A RE: STI ROOF RE: STI gL JOIST BEARING E 125'-9" EXIST RE: STI TO TS BEAM E 117'-1/2" ilk TO STOREFRONT 110'-0" REFERENCE FIN FLR 100'-0" B A501-9 SIM 1 Wall Section Scale 1/2"=1'-0" RS RS 'ANSION JOINT FILLER JC SIDEWALK, RE: ARCH PLAN OL TO PARAPET FRAMING SINGLE PLY TPO ROOF SYSTEM. 128'-0" BASIS OF DESIGN: GAF EVERGUARD TPO SYSTEM BY GAF MATERIAL CORP INSTALLED PER MIAMI-DADE NOA 09-0115.04. ROOF INSUL, MIN. R-19 -� 06 JOIST BEARING E 125'-9- GALV METAL DECK, RE: STRUCTURAL ROOF FRAMING RE: STRUCTURAL EXIST WIDE FLANGE BEAM RE: STRUCTURAL 06 CTR MEDALLION 121'-21/2' 06 TO TS BEAM E 117'-1/2" OL T 0 EIFS ACCENT 114'-11' OL B 0 TS BEAM E 110'-10' EXISTING BEAM RE: STRUCTURAL MIN R-13 BATT INSULATION EXISTING BEAM RE: STRUCTURAL B —i a i A501-9 DECORATIVE MEDALLION, RE: A201 11/2" EIFS FINISH SYSTEM, RE: A501-4 5/8' DENSGLASS GOLD CAST STONE WATERTABLE, RE: A501-8 I I CULTURE STONE VENEER, RE: A501-5 B A TO PARAPET FRAMING 133'-0" PROVIDE TERMINATION BAR @ 4'-0" O.0 PER MANUFACTURE'S I INSTRUCTIONS SINGLE PLY TPO ROOF SYSTEM; CONTINUE MEMBRANE UP THE BACK SIDE OF THE PARAPET PER MFR INSTALLATION INSTRUCTIONS. BASIS OF DESIGN: GAF EVERGUARD TPO SYSTEM BY GAF MATERIAL CORP INSTALLED PER MIAMI-DADE NOA 09-0115.04. ROOF 1NSUL, MIN. R-19 GALV METAL DECK, RE: STRUCTURAL ROOF FRAMING RE: STRUCTURAL OL JOIST BEARING E ,...........-11 ,,,,,,,,,,,,,,,,, „ I:::.::...... 125'-9" gL BO FRAMING 124'-4" ....:...:..:........::..:::.:... EXISTING TILT WALL RE: STRUCTURAL MIN R-13 BATT INSULATION J -BOX W/ CONDUIT TO EXTERIOR SIGNAGE STEEL CHANNEL RE: STRUCTURAL OL B 0 TS BEAM 110'-0" TS BEAM RE: STRI ALUM STOREFROI SYSTEM, RE: A601 1 1f2m EIFS FINISH SYSTEM, RE: A501-4 5/8" DENSGLASS GOLD A501-7 1 IQ" EIFS FINISH SYSTEM, RE: A5014 EXTERIOR SIGNAGE JUNCTION BOX RE: ELECTRICAL 518" DENSGLASS GOLD (5/8' EXT GRADE FRT PLWD SHEATHING AT SIGNAGE, RE: ELEVS) 6' GALV. METAL FRAMING RE:STRUCTURAL SIGNAGE BY OTHERS 3 WALL SECTION Scale 1/2"=1'-0" 0 u O @ 0 � 4-+ 0 CV wa E JJ��] T t6 00 M -- O Y I..FL w co pq � L.1. ^C j 000 W'CN ccs M � >a r7vO O Cu �Uu- gw A 1 W C C1d v O CV t0 �N0 ci J P-4-, °;e u 0 0 0 CU Lu Lu Co OZ II 1a. N d rn ® w ca L 0 4-+ 0 CV wa E Z� 14�L C CD Y I..FL w co CID 0 L.1. ^C j 000 W'CN ccs M d AD t0 r7vO O Cu �Uu- gw A 1 W C z O CV t0 �N0 w J 0 0 0 CU Lu Lu Co OZ II 1a. N d rn ® w ca 0 CV wa E Z� 14�L C/7 CD Y I..FL w CID 0 ccs � d 0 Cu 0 U- � c e � U C .0 O z 'o CLO � a M ` �� O -2 C O 2.9 O2. v YujJh�� ,0 �_apEc 0 0 0 CU Lu Lu Co OZ II 1a. N d rn ® w ca o z� �oo �- -wj CV wa Z� 14�L C/7 �p�p („) LLI Y w � d o z� �oo �- -wj CV wa Z� 14�L C/7 �p�p („) LLI Y A301 CONC TILT WALL, RE: STRUCTURAL FINISH COAT, TEXTUF CAN VARY CEMENTITIOUS BASE COAT REINFORCING MESH EMBEDDED IN BASE COAT NOTE: DESIGN PER APPROVED GUIDEL 1 EIFS Direct Apply on Conc Tilt Assembly Scale 1 1/2"=1'-0" 7EIFS "V" Groove Reveal Detail Scale 3"=1'-0" PTAI'1C1-AA►IT CONC TILT WALL, RE: STRUCTURAL FINISH COAT, TEXTUI CAN VARY CEMENTITIOUS BASE COAT REINFORCING MESH EMBEDDED IN BASE COAT INSULATION BOARD THICKNESS VARIES ADHESIVE APPLIED T INSULATION BOARD NOTE: DESIGN PEF APPROVED GUIDEI 2 EIFS on Conc Tilt Assembly Scale 1 10=1'4" 8Water Table Detail Scale 3"=1'-0" BACKER ROD AND 1NT (TYP) BACKER ROD AND 1NT (TYP) TED JOINT (TYP.) JRED STONE ER, RE: i EMENTITIOUS D 7AL STUD FRAMING, 'RUCTURAL FAL STUD FRAMING, 'RUCTURAL — — CAST STONE CAP ABOVE, RE: A501-8 GALV METAL FRAMING, RE: STRUCTURAL 1 1/2"EIFS, RE: A501-4 5/8" CEMENTITIOUS BOARD BACKER ROD AND SEALANT CAST STONE WATERTABLE MORTAR SETTING BED PT WOOD BLOCKING GALV METAL BRACKET MIN CAP 10LB/FT CULTURED STONE VENEER ASSEMBLY, RE: A501-5 AI I IIIA QTADCCDAAIT CONC WALL,RE: STRUCTURAL STONE TILE, RE: A201 LATICRETE 9235 WATER - PROOFING MEMBRANE LIQUID GROUT JOINT REINFORCING FABRIC LATICRETE 9235 WATER - PROOFING MEMBRANE LIQUID LATICRETE 254 PLATINUM MULTI PURPOSE THIN SET MORTAR 3Stone Tile Veneer on Conc Assembly Scale 1 1/2"=1'-0" 9 Cornice Detail Scale 1 1/2"=1'-0" 1 Pilaster Detail Upper Detail Scale 1"=1'-0" BACKER ROD AND \NT (TYP) L STUD FRAMING, UCTURAL ,L STUD FRAMING, UCTURAL TONE CAP BELOW, 1-8 FS FINISH, RE: k%1-4 4SGLASS GOLD 0 I ; ; ; II i I I I I I I I 4 EIFS on Framinq Assembly Scale 1 1/2"=1'-0" SINGLE PLY MEMBRANE FASTENER W/ NE 5/8" FRT PLYWOOD WASHER, MAX 8' CONT SHAPED P CONT PT WOOD BLOCKING WOOD BLOCKINI 5/8" DENSGLASS .040 PREFINISHED ALUM COPING W/.053 CONT HOLD DOWN CLIP CONT SEALANT CONT SEALANT 11/2" EIFS FINISH, RE: A501-4 5/8" DENSGLASS GOLD GALV METAL FRAMING, RE: STRUCTURAL GALV METAL FRAMING — RE: STRUCTURAL STONE TILE, RE: A201 LATICRETE 254 PLATINUM MULTI PURPOSE THIN SET MORTAR LATICRETE 9235 WATER - PROOFING MEMBRANE LIQUID GROUT JOINT REINFORCING FABRIC LATICRETE 9235 WATER PROOFING MEMBRANE LIQUID 5/8" DUROCK CEMENT BIRD, FASTENERS 8" OC MAX 5 Stone Tile on Framing Assembly Scale 1 1/2"=1'-0" °INGLE PLY MEMBRANE 8" FRT PLYWOOD DNT PT WOOD BLOCKING Cornice Detail Scale 1 1l2"=1���.................... Al ^11 12 Pilaster Detail Scale 1"=1'-0" 13 Pilaster Detail Scale 1"=1'-0" Lower Detail Lower Detail BACKER ROD AND kNT (TYP) ITED JOINT (TYP.) JRED STONE ER, RE: i EMENTITIOUS D fAL STUD FRAMING, rRUCTURAL STONE CAP ABOVE, 501-8 BACKER ROD AND kNT (TYP) BACKER ROD AND 1NT (TYP) TED JOINT (TYP.) JRED STONE ER, RE: i EMENTITIOUS D FAL STUD FRAMING, "RUCTURAL STONE CAP ABOVE, 01-8 BACKER ROD AND AT (TYP) 40 PREFINISHED ALUM OPING W/.053 CONT OLD DOWN CLIP DNT SEALANT GALV METAL FRAMING RE: STRUCTURAL THIN BRICK VENEER, RE: A201 LATICRETE 254 PLATINUM MULTI PURPOSE THIN SET MORTAR LATICRETE 9235 WATER PROOFING MEMBRANE LIQUID GROUT JOINT REINFORCING FABRIC LATICRETE 9235 WATER PROOFING MEMBRANE LIQUID 5/8" DUROCK CEMENT - BRD, FASTENERS 8" OC MAX NOTE: DESIGN PER TCA W244 6 Thin Brick Veneer on Framin Scale 1 1/2"=1'-0" I[C. NUu I 1 T r) Upper Detail Upper Detail rAL STUD FRAMING, 'RUCTURAL STONE CAP BELOW, 501-8 EIFS FINISH, RE: & A501-4 ENSGLASS GOLD BACKER ROD AND kNT (TYP) STOREFRONT, 501 (TYP) BACKER ROD AND kNT (TYP) PT WOOD BUCKING PER EFRONT NOA (TYP) fAL STUD FRAMING, rRUCTURAL STONE CAP BELOW, 501-8 EIFS FINISH, RE: & A501-4 ENSGLASS GOLD PT WOOD BUCKING PER EFRONT NOA (TYP) BACKER ROD AND 1NT (TYP) 01 O(TRYP)RONT, 0 N d c MN C' 1z 25 vCLL O 0 � U I � I 0 Z a E 00 C N0 Qf w n 4) V b� • � w X11/ � 000 04 � 1 Nuj 0 Cc D -0 �C 'C rn " OR O 8-4 $ U� LU g 4 z V� C NN �:NO v� v CIu N U O �" 0 N d c MN C' 1z 25 vCLL O I 0 Z N E C N0 Qf w Cu O L.L 000 04 Nuj 0 Cc D -0 �C 'C " OR O �UU- LU g ^ ♦ w-� z V� C NN �:NO J r 0 N d c MN C' 1z 25 vCLL O 0 Z N E N0 Qf 0 O Cu Nuj 0 Cu u— Zp U) N W O �" V U F— Q Cm zaoo LU C/) o F- �c-`oo W o "_�MEE J� 0 C a 0 N d c MN C' 1z 25 vCLL O A501 Z N ~ O) O O Nuj Zp N W O �" V ]Cop- Lu A501 1 Pilaster Detail Scale 1"=1'-0" BACKER ROD AND kNT (TYP) INSUL R-13 MIN TAL STUD FRAMING, rRUCTURAL ITED JOINT (TYP.) JRED STONE ER, RE: 5 EMENTITIOUS D TAL STUD FRAMING, rRUCTURAL STONE CAP ABOVE, 501-8 ING 6X6 COLUMN rRUCTURAL Lower Detail An STOREFRONT, 301 (TYP) 'BACKER ROD AND 4NT (TYP) 'PT WOOD BUCKING PER EFRONT NOA (TYP) INSUL R-13 MIN TAL STUD FRAMING, TRUCTURAL TAL STUD FRAMING, TRUCTURAL TAL STUD FRAMING, TRUCTURAL STONE CAP BELOW, X501-8 'EIFS FINISH, RE: & A501-4 )ENSGLASS GOLD i COLUMN JRAL Upper Detail 2Cornice Detail Scale 1 1/2"=1'-0" S FINISH, RE: A501-4 3GLASS GOLD _TAL FRAMING, RE: STRUCTURAL 3 Cornice Detail Scale 1 1/2"=1'-0" SINGLE PLY MEMBRANE 5/8" FRT PLYWOOD CONT PT WOOD BLOCKING .040 PREFINISHED ALUM COPING W/.053 CONT HOLD DOWN CLIP CONT SEALANT 11/2" EIFS FINISH, RE: A501-4 5/8" DENSGLASS GOLD GALV METAL FRAMING, RE: STRUCTURAL 4 EYE BOLT DETAIL Scale NTS EIFS TYP. TILE SETTING BED GALV. METAL COMPRESSION SLEEVE CONTINUOUS SEALANT -COLOR TO MATCH EIFS GALVANIZED METAL, STANDARD #10, 2" THREADED EYE BOLT (PAINT TO MATCH TILE BEHIND) GALVANIZED METAL WASHERS (PAINT FINISH SURFACE WASHER TO MATCH TILE BEHIND) PLYWOOD SUBSTRATE, TYP. u -� I%kl Cl) L o 0 4--+ Cl) W 0 N WLu o Z v N - M p �1 SCD C] W d ^Cu W U L.L /� ♦�/�♦ 1 M U >' CDO CUu- u - � � LU �1 c 1" L- i>> kn a Ca%4 i u -� I%kl 0 ■ r= E W F G Cn W •Cu 6 0 Cp a �LO 05 ;r z Cl) L 0 4--+ Cl) W 0 N WLu o Z C Lu U �1 SCD C] W d ^Cu W U L.L /� ♦�/�♦ 1 M U t� 00 CU- .O CDO CUu- u - � � LU z c 1" L- i>> �y U Ca%4 i 0 ■ r= E W F G Cn W •Cu 6 0 Cp a �LO 05 ;r z N W 0 N WLu o Z ^E Lu U SCD C] W d U Cu U Cu u - N i U Zaoc, W Cl) 0~L C 5 N CID 2.5;,o ") Op Lu & ,��E U) C/) a 0 ■ r= E W F G Cn W •Cu 6 0 Cp a �LO 05 ;r z N W 0 N WLu o Z Lu U a C] d U A502 a w Z 1 sto * DESIGNATES TEMPERED GLASS ALUM. STOREFRONT SYSTEM ALUM. JAMB BEYOND ALUMINUM DOOR, RE: DOOR SCHEDULE ALUM. JAMB BEYOND ALUM. DOOR, RE: DOOR SCHEDULE APPLIED SWEEP RE: PRODUCT SPECIFIC NOAS FOR SPECIAL ATTACHMENT ALUM. THRESHOLD BY STOREFRONT INSTALLER CONC SLAB, RE: STRUCTURAL 4Y 4Y IRA ° a a 2 Storefront Head/ Jamb / Sill Details Scale 3"=1'-0" R-13 BATT IN GALV METAL RE: STRUCTL TS BEAM, RE: STRUCTL CONT FRT W BLOCKING ALUMINUM S' SYSTEM, RE: - EXPANSION JOINT FILLER - CONC SIDEWALK, RE: CIVIL SLOPE STOREFRONT BASIS OF DESIGN: KAWNEER TRI -FAB 451 ALUMINUM STOREFRONT SYSTEM W/ 1" CLEAR, INSULATED GLAZING. PROVIDE TEMPERED GLAZING IN WINDOW LIMITS WITHIN A 24" ARC OF THE SIDES OF EGRESS DOORS AND ALONG SIDEWALKS OR WALKING SURFACES. REFERENCE NOA # 08-1211.03 FOR ADDITIONAL INSTALLATION INSTRUCTIONS. (H2) ALUM. JAMB BEYOND ALUM.STOREFRONT RE: A601 RE: PRODUCT SPECIFIC NOAS FOR SPECIAL ATTACHMENT A C 5/8" DUROCK CEMENT BOARD THIN BRICK VENEER RE: A501-6 EXPANSION JOINT ' FILLER CONC SIDEWALK, RE: CIVIL ® ® SLOPE } \> - (S2) Al (J1) ALUM. THRESHOLD BELOW ALUM. DOOR RE: DOOR SCHEDULE BATT INSUL, R-13 MIN. 5/8" GYP BD CONT PT WOOD BLOCKING CONT SEALANT ALUM STOREFRONT, RE: A601 (TYP) CONT BACKER ROD AND SEALANT 1 1/2" EIFS FINISH 5/8" DENSGLASS GOLD GALV METAL FRAMING, RE: STRUCTURAL (J3) TS BEAM, RE: STRUCTUI BREAK METAL CLOSURE SIDES) MATCH FINISH OF ADJACENT STOREFR "4"TEMPERED LASS LUMINUM TOREFRONT YSTEM, RE: A601 ONT.SEALANT UMINUM FOREFRONT (STEM, RE: A601 ALUMINUM STOREFRONT RE: A601 (A) (M1) Door & Frame Schedule ALUM. JAMB W/ FRAME STOP TYP. GLASS ALUM. THRESHO HARD- BELOW ENSGLASS ALUMINUM DOOF O RE: DOOR SCHEDULE EIFS FINISH 201 MARK 'S FINISH, WIDTH 201 MATERIAL ANT BOTH MATERIAL i & SHIM JAMB A C 5/8" DUROCK CEMENT BOARD THIN BRICK VENEER RE: A501-6 EXPANSION JOINT ' FILLER CONC SIDEWALK, RE: CIVIL ® ® SLOPE } \> - (S2) Al (J1) ALUM. THRESHOLD BELOW ALUM. DOOR RE: DOOR SCHEDULE BATT INSUL, R-13 MIN. 5/8" GYP BD CONT PT WOOD BLOCKING CONT SEALANT ALUM STOREFRONT, RE: A601 (TYP) CONT BACKER ROD AND SEALANT 1 1/2" EIFS FINISH 5/8" DENSGLASS GOLD GALV METAL FRAMING, RE: STRUCTURAL (J3) TS BEAM, RE: STRUCTUI BREAK METAL CLOSURE SIDES) MATCH FINISH OF ADJACENT STOREFR "4"TEMPERED LASS LUMINUM TOREFRONT YSTEM, RE: A601 ONT.SEALANT UMINUM FOREFRONT (STEM, RE: A601 ALUMINUM STOREFRONT RE: A601 (A) (M1) Door & Frame Schedule DOORS FRAME DETAILS GLASS DOOR & HARD- REMARK W l O FRAME ASSEMBLY UL LABEL WARE SET MARK MARK TYPE WIDTH HT. MATERIAL TYPE MATERIAL HEAD JAMB SILL SIZE TYPE THICK U" b w CU- Cu �W-Op w c ti cc >a CVO NESS LL 101 D-1 (PR) 3'4- 7'-0" ALUMINUM _ ALUMINUM RE: A601-2 RE: A601-2 RE: A601-2 FULL T PER NOA _ 1 INSTALL PER MIAMI - DADE NOA #08-1211.03 101 102 D-1 (PR) 3'-0" T-0" ALUMINUM _ ALUMINUM RE: A601-2 RE: A602-1 RE: A602-1 FULL I T PER NOA _ 1 INSTALL PER MIAMI • DADE NOA #08-1211.03 102 Hardware Notes: 1. ADJUST ALL CLOSERS TO A 5 LB. MAX. OPENING FORCE. 2. CONTRACTOR TO SUBMIT TYPE WRITTEN SHOP DRAWINGS AND PRODUCT LITERATURE FOR ALL DOORS AND HARDWARE SPECIFIED PREPARED BY A LICENSED AND CERTIFIED CONSULTANT FOR ARCHITECTS APPROVAL. 3. ALL DOORS AND HARDWARE TO COMPLY WITH N.F.P.A. 101-5-2.1.5. 4. BEST LOCK ONLY. 5. ALL DOORS AND HARDWARE TO COMPLY WITH THE FLORIDA ACCESSIBILITY CODE AND THE A.D.A. FEDERAL REGULATION CODES, UTILIZING A LEVER LATCH OR LOCKSET. Hardware Schedule: HARDWARE SET #1: (DOUBLE ENTRANCE DOORS) WILL BE PROVIDED BY STOREFRONT MANUFACTURE REFERENCE FIN FLR D-1 100'-0" Door Types Scale 1/4"=1'-0" RE: SCHEDULE & DETAILS FOR DIMENSIONS M �o CD O o O 0 v W l O 00 I- M - (D Cu _O w4 L.L U (DCo (D N a) M o ti c U" b w CU- Cu �W-Op w c ti cc >a CVO Cd LL to �e a u CIDC: ZZ 49 aiE LU Lu Cn co cu D Cu C/) O — co L1J O w O w V/) w , w O z CD L O 0 Cn W l O E I- -F� (D Cu L.L U (DCo (D N a) M Cu� N .c .L 0)O O CU- Cu �W-Op z c ti cc Lu J �U CVO ZZ 49 aiE LU Lu Cn co cu D Cu C/) O — co L1J O w O w V/) w , w O z CD - O E I- (D U a) Cu g U 0- Cu LL CO CIDC: t 11 U � O N ca Z � Q O.O C/) H LL mwL z CD O U & O JF -U) E c a ZZ 49 aiE LU Lu Cn co cu D Cu C/) O — co L1J O w O w V/) w , w O z - I- U g 0- STRUCTURAL GENERAL NOTES STRUCTURAL ABBREVIATIONS STRUCTURALSYMBOL�-'+ " O CODES AND STANDARDS SECTION NO. METAL STUD CONSTRUCTION ALL WORK SHALL CONFORM TO THE FOLLOWING CODES AND STANDARDS. USE THE LATEST 1 CONNECT STEEL STUDS AND TRACKS TO A36 STEEL OR CONCRETE WITH A MINIMUM �./ N - TABLE 1 - DESIGN LOADS FOR NEW CONSTRUCTION ' OF (1) POWDER DRIVEN PINS AT EACH STUD. CONNECT STEEL STUDS AND TRACKS LIVE LOAD ROOF DEAD LOAD L ROOF 20 PSF 0 N PLANS SLAB ON GRADE 100 PSF /" 10 PSF 3000 PSI 0.55 � BOTH SIDES LATERAL BRACING IS NOT REQUIRED. SLAB ON GRADE 3500 PSI _ SECTION CUT ON A.B. 2% TO 4% ANCHOR BOLT L _ LENGTH 0-0 STEEL STUD WORK. IMPORTANCE FACTOR 1= 1.0 ABV E.S. ABOVE LDG 3. LANDING NOTE: "X SECT w A.C.I. ¢ g E AMERICAN CONCRETE LG. FT. LONG SECURELY ANCHOR EACH STUD TO RUNNER WITH (2) #10 LOW -PROFILE SCREWS, SHEET NO. ROOF/DECK/JOISTS SEE TABLE BELOW WITH (1) SCREW IN EACH FLANGE. TRACKS SHALL BE SECURELY ANCHORED TO THE AMERICAN WELDING SOCIETY. ACCEPTANCE TO BE SUBJECT TO THE INSPECTION AND INSTITUTE L.L. SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. AT TRACK BUTT JOINTS, LIVE LOAD 1. FOUNDATION DESIGN IS BASED ON AN ALLOWABLE NET SOIL BEARING PRESSURE IS 3000 PSF. EXTERIOR MASONRY WALLS U.N.O. ADD'L FLOOR DRAIN ADDITIONAL LLH STRL LONG LEG ALL REQUIREMENTS FOR SITE PREPARATION AND SOIL COMPACTION SPECIFIED IN THE JACK STUDS OR CRIPPLES SHALL BE INSTALLED BELOW WINDOW SILLS, ABOVE INTERIOR WALLS U.N.O. 7 PSF A.F.F. "STEEL CONSTRUCTION MANUAL", THIRTEENTH EDITION. ABOVE FINISH FLOOR SL EFFECTIVE AREA OF OPENING HORIZONTAL ZONE 5 POSITIVE SECTION NO. AGGR NEGATIVE AGGREGATE LLV -35.0 PSF LONG LEG -43.1 PSF 10 SF 32.3 PSF A.I.S.C. 32.3 PSF AMERICAN INSTITUTE OF 20 SF 30.8 PSF VERTICAL 30,8 PSF -40.1 PSF 50 SF 29.0 'PSF -31.7 PSF 29.0 PSF -36.5 PSF >100 SF 27.5 PSF STEEL CONSTRUCTION LNTL -33.5 PSF LINTEL SECTION INCLUDING MATERIALS PROPERTIES, CONNECTIONS AND OTHER STRUCTURAL DETAILS. 10. 4. _ SECTION MARK ON DETAILS A.I.S.I. TYPE OF COMPONENT (EFFECTIVE AREA) AMERICAN IRON AND L.S.H. ZONE 3 LONG SLOTTED SCALE: 3/4" =1'-0" POSITIVE NEGATIVE POSITIVE NEGATIVE STEEL INSTITUTE 14.4 PSF -35.3 PSF HOLES -59.2 PSF 14.4 PSF -89.1 PSF AL. 14.4 PSF ALUMINUM LONG -59.2 PSF LONGITUDINAL -89.1 PSF JOIST (20 SF) 13.5 PSF ALT 13,5 PSF ALTERNATE L.P. -73.9 PSF LOW POINT 12,3 PSF -33.2 PSF SHEET NO. ARCH 12.3 PSF ARCHITECT(URAL) L.V.L. 11.4 PSF LAMINATED VENEER 11.4 PSF -38.3 PSF 11.4 PSF ASP'H INFORMATION SHOWN HEREON AS CORRECT, AND OBLIGATES HIMSELF TO ANY JOB ASPHALT LUMBER ASSOCIATION PRODUCT IDENTIFICATION CODE. A.S-T.M. AMERICAN SOCIETY OF 2. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE 3. LATERAL BRACING (HORIZONTAL BRIDGING) FOR WALLS: TESTING MATERIALS AND SEQUENCE TO INSURE THE SAFETY OF THE CONSTRUCTION SITE. ### C REPRODUCTIONS OF THESE CONTRACT DRAWINGS ARE USED IN LIEU OF IF REP = FOOTING MARK ON PLANS A.W.S. 3. AMERICAN WELDING ENSURE BOTH STUD FLANGES ARE ATTACHED TO TOP AND BOTTOM TRACK FLANGES HORIZONTAL BRIDGING MUST BE INSTALLED AT SPACING NOT TO EXCEED M PREPARATION OF SHOP DRAWINGS, THE ARCHITECT'S, ENGINEER'S OR OTHER CONTINUOUS SOCIETY DESIGN CONSULTANT'S TITLE BLOCK SHALL BE REMOVED AND REPLACED WITH A MAS �- MASONRY FOOTING SIZE BMAX NAME ADDRESS AND TELEPHONE NUMBER OF CONTRACTOR MAXIMUM B/ BOTTOM OF M.B. MASONRY BEAM MBM METAL BUILDING MFR EL , ^ " = ELEVATION MARK ON PLANS B.B. BOND BEAM M.C. MOMENT CONNECTION BIT BITUMINOUS MCJ MASONRY CONTROL BLDG BUILDING ELEVATION CALL OUT BLW BELOW JOINT BM. BEAM MECH MECHANICAL BOT BOTTOM MEZZ MEZZANINE B.P.. BASE PLATE MFR MANUFACTURE(ER) BRDG BRIDGING MIN MINIMUM BRG BEARING ML. MICROLAM = NORTH ARROW BRK BRICK MOM MOMENT B.S_ BOTH SIDES M.O. MASONRY OPENING BTWN BETWEEN M.S. METAL STUD B.U.. C BUILT UP MTL N METAL C/C CENTER TO CENTER N.S. NEAR SIDE C.B. CONCRETE BEAM NTS NOT TO SCALE CANT CANTILEVER = SPAN DIRECTION C.C.. CONCRETE COL O C.I.P. CAST IN PLACE �..,. C.J. CONSTRUCTION JOINT OA. OVERALL OR CONTROL JOINT O.B. OVER BUILT C or CL CENTERLINE O.C. ON CENTER CLR CLEARANCE) O.D. OUTSIDE DIAMETER [�- _ TARGET ON PLAN AND DETAILS C.M. CONCRETE MASONRY O.F. OUTSIDE FACE C.M.,U. CONCRETE MASONRY UNIT OPNG OPENING COQ COLUMN OPP OPPOSITE COORD CONC COORDINATE CONCRETE P / = STEP CONN CONNECTION P.A.F. POWDER ACTUATED FASTENER COINT CONTINUOUS PC. PRECAST COINTR CONTRACTOR PERP PERPENDICULAR = MOMENT CONNECTION CONST CONSTRUCTION PE PRE-ENGINEERED -� CSF. COUNTER SINK PENN PENETRATION CS.J CONSTRUCTION JOINT PERIM PERIMETER CTR CENTER FLor PL PLATE CTR'D CENTERED PLY PLYWOOD ,� = REVISION MARK P.L.F. POUNDS PER LINEAL FOOT D PNL PANEL PREMANUF PRE -MANUFACTURED DBL DOUBLE PREFAB PRE -FABRICATED D.L. DEAD LOAD P.S.F. POUNDS PER DEPT DEPARTMENT SQUARE FOOT DIA DIAMETER P.S.I. POUNDS PER DIAG DIAGONAL SQUARE INCH DIM DIMENSION P.S.L. PARALLEL STRAND LUMBER DIST DISTANCE PTN PARTITION DOWN TABLE 1 - DESIGN LOADS FOR NEW CONSTRUCTION ' OF (1) POWDER DRIVEN PINS AT EACH STUD. CONNECT STEEL STUDS AND TRACKS LIVE LOAD ROOF DEAD LOAD AIR CONTENT ROOF 20 PSF SUPERIMPOSED ROOF - TOP 15 PSF SLAB ON GRADE 100 PSF SUPERIMPOSED ROOF - BOTTOM 10 PSF 3000 PSI 0.55 � BOTH SIDES LATERAL BRACING IS NOT REQUIRED. SLAB ON GRADE 3500 PSI WIND LOAD 4. 1 1/2" COLD ROLLED CHANNELS MAY BE USED TO BRACE STUDS LATERALLY. 2% TO 4% BASIC WIND SPEED (3 SEC. GUST) 120 MPH FOR ADDITIONAL REQUIREMENTS. CHANNELS ARE INSERTED THROUGH STUD WEB HOLES AND SECURED WITH BUILDING CATEGORY 11 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES - ASCE 7-05. STEEL STUD WORK. IMPORTANCE FACTOR 1= 1.0 SCHEDULE E.S. EXPOSURE B ENCLOSED THAN STUD WIDTH. 3. INTERNAL PRESSURE COEFFICIENT t 0.18 NOTE: "X SECT w EXT ¢ g E COMPONENTS AND CLADDING PRESSURE STEP FOOTING FT. "POWDER DRIVEN PINS" REFER TO HILTI 0.157 DIA" -U UNIVERSAL KNURLED SHANK FASTENERS" SECURELY ANCHOR EACH STUD TO RUNNER WITH (2) #10 LOW -PROFILE SCREWS, . ,�...I ROOF/DECK/JOISTS SEE TABLE BELOW WITH (1) SCREW IN EACH FLANGE. TRACKS SHALL BE SECURELY ANCHORED TO THE AMERICAN WELDING SOCIETY. ACCEPTANCE TO BE SUBJECT TO THE INSPECTION AND 4. "ACI MANUAL OF CONCRETE PRACTICE" - PARTS 1 THROUGH 5 - LATEST EDITION. SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. AT TRACK BUTT JOINTS, _ F/ 1. FOUNDATION DESIGN IS BASED ON AN ALLOWABLE NET SOIL BEARING PRESSURE IS 3000 PSF. EXTERIOR MASONRY WALLS U.N.O. F.D. FLOOR DRAIN -ZONE 4 +32.3,-35.0 PSF IN CONCRETE: (4000 psi) STRL -ZONE 5 +32.3,-43.1 PSF ALL REQUIREMENTS FOR SITE PREPARATION AND SOIL COMPACTION SPECIFIED IN THE JACK STUDS OR CRIPPLES SHALL BE INSTALLED BELOW WINDOW SILLS, ABOVE INTERIOR WALLS U.N.O. 7 PSF 5. "STEEL CONSTRUCTION MANUAL", THIRTEENTH EDITION. COMPONENTS AND CLADDING PRESSURES AT EXTERIOR WALLS SL EFFECTIVE AREA OF OPENING ZONE 4 ZONE 5 POSITIVE NEGATIVE POSITIVE NEGATIVE 1 SF 32.3 PSF -35.0 PSF 32.3 PSF -43.1 PSF 10 SF 32.3 PSF -35.0 PSF 32.3 PSF -43.1 PSF 20 SF 30.8 PSF -33.5 PSF 30,8 PSF -40.1 PSF 50 SF 29.0 'PSF -31.7 PSF 29.0 PSF -36.5 PSF >100 SF 27.5 PSF -30.2 PSF 27.5 PSF -33.5 PSF I.F.. INCLUDING MATERIALS PROPERTIES, CONNECTIONS AND OTHER STRUCTURAL DETAILS. 10. 4. ALL FOOTINGS SHALL BE CENTERED UNDER THE COLUMN OR WALL ABOVE UNLESS NOTED COMPONENTS AND CLADDING PRESSURES AT ROOF 1/4" MATERIAL = 775 LBS PULLOUT AND 720 LBS SHEAR (PIN TYPE OF COMPONENT (EFFECTIVE AREA) ZONE 1 ZONE 2 ZONE 3 POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE ROOFING (1 SF) 14.4 PSF -35.3 PSF 14.4 PSF -59.2 PSF 14.4 PSF -89.1 PSF DECK (5 SF) 14.4 PSF -35.3 PSF 14.4 PSF -59.2 PSF 14.4 PSF -89.1 PSF JOIST (20 SF) 13.5 PSF -34.4 PSF 13,5 PSF -52.9 PSF 13.5 PSF -73.9 PSF JOIST (50 SF) 12,3 PSF -33.2 PSF 12.3 PSF -44.6 PSF 12.3 PSF -53.5 PSF JOIST L100 SF) 11.4 PSF -32.3 PSF 11.4 PSF -38.3 PSF 11.4 PSF -38.3 PSF EDITION UNLESS NOTED OTHERWISE. ' OF (1) POWDER DRIVEN PINS AT EACH STUD. CONNECT STEEL STUDS AND TRACKS 48" O.C. FOR AXIAL LOAD BEARING WALLS AND 60" O.C. MEASURED VERTICALLY SLUMP AIR CONTENT M o FOR NON -LOAD BEARING WALLS CARRYING WIND LOAD ONLY. 1. FLORIDA BUILDING CODE 2007 -WITH 2009 SUPPLEMENT. TO EACH OTHER WITH (2) #10-18 SCREWS AT EACH STUD. TYPICAL UNLESS NOTED FOR EXACT LOCATION AND EXTENTS OF IF NON -LOAD BEARING WALL (PARTITION WALLS) AND HAS SHEATHING ON 3000 PSI 0.55 � BOTH SIDES LATERAL BRACING IS NOT REQUIRED. SLAB ON GRADE 3500 PSI OTHERWISE. SEE ARCHITECTURAL DRAWINGS 4. 1 1/2" COLD ROLLED CHANNELS MAY BE USED TO BRACE STUDS LATERALLY. 2% TO 4% EQ. FOR ADDITIONAL REQUIREMENTS. CHANNELS ARE INSERTED THROUGH STUD WEB HOLES AND SECURED WITH 2. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES - ASCE 7-05. STEEL STUD WORK. SCREW -ATTACHED 2" x 2" x 16GA CLIP ANGLES CUT TO LENGTH 1/4" LESS SCHEDULE E.S. EACH SIDE THAN STUD WIDTH. 3. "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", ACI 318-08. NOTE: "X SECT w EXT ¢ g E 5. POSITION STUDS VERTICALLY IN RUNNERS AND SPACE NO GREATER THAN 16". STEP FOOTING FT. "POWDER DRIVEN PINS" REFER TO HILTI 0.157 DIA" -U UNIVERSAL KNURLED SHANK FASTENERS" SECURELY ANCHOR EACH STUD TO RUNNER WITH (2) #10 LOW -PROFILE SCREWS, . ,�...I 8. WITH (1) SCREW IN EACH FLANGE. TRACKS SHALL BE SECURELY ANCHORED TO THE AMERICAN WELDING SOCIETY. ACCEPTANCE TO BE SUBJECT TO THE INSPECTION AND 4. "ACI MANUAL OF CONCRETE PRACTICE" - PARTS 1 THROUGH 5 - LATEST EDITION. SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. AT TRACK BUTT JOINTS, _ F/ 1. FOUNDATION DESIGN IS BASED ON AN ALLOWABLE NET SOIL BEARING PRESSURE IS 3000 PSF. ABUTTING PIECES OF TRACK SHALL BE SECURELY ANCHORED TO A COMMON F.D. FLOOR DRAIN SJI IN CONCRETE: (4000 psi) STRL cd v ALL REQUIREMENTS FOR SITE PREPARATION AND SOIL COMPACTION SPECIFIED IN THE JACK STUDS OR CRIPPLES SHALL BE INSTALLED BELOW WINDOW SILLS, ABOVE INSTITUTE 5. "STEEL CONSTRUCTION MANUAL", THIRTEENTH EDITION. WINDOW AND DOOR HEADS, AND ELSEWHERE TO FURNISH SUPPORT AND SHALL BE SL SLOPE REQUIREMENTS ARE SPECIFIED. A CERTIFIED TESTING AGENCY SHALL PERFORM SOIL SECURELY ATTACHED TO SUPPORTING MEMBERS. 10. FIELD STRUCTURAL STEEL TO BE INSPECTED BY QUALIFIED INSPECTORS APPROVED BY 6. "STRUCTURAL WELDING CODE ANSI/AWS D.1.1-06", AMERICAN WELDING SOCIETY. 1 1/4" PENETRATION = 280 LBS PULLOUT AND 310 LBS SHEAR SYMM U ALL TEST RESULTS TO THE PROJECT ARCHITECT AND ENGINEER. 6. EXTERIOR SHEATHING (IF REQUIRED): THE STRUCTURAL ENGINEER. FIELD INSPECTION REPORTS TO BE FILED WITH THE STRUCTURAL ENGINEER WITHIN 5 DAYS OF THE TIME OF ACTUAL INSPECTION. GAILV SCREW ATTACH GYPSUM SHEATHING TO EXTERIOR OF EACH STUD WITH 1" TYPE(S) S.P. S.P.F. u CONTRACTOR IN CONJUNCTION WITH PROJECT GEOTECHNICAL SHALL VERIFY EXISTING S-12 COATED SCREWS PLACED 3/8" FROM ENDS AND EDGES AND SPACED AT INSPECTORS MUST BE NOTIFIED OF ALL PHASES OF CONSTRUCTION BY THE GENERAL 7. NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL IN STEEL: I.D. T PRESSURE AND OR THE INSTALLATION OF THE FOUNDATION SYSTEM PRIOR TO STARTING WORKINGOP CHAIRS, BOLSTERS, ETC. NECESSARY TO CONTRACTOR. STRUCTURAL MEMBERS - LATEST EDITION. 7. SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL EXTERIOR WALL CONSTRUCTION GENERAL CONTRACTOR I.F.. INCLUDING MATERIALS PROPERTIES, CONNECTIONS AND OTHER STRUCTURAL DETAILS. 10. 4. ALL FOOTINGS SHALL BE CENTERED UNDER THE COLUMN OR WALL ABOVE UNLESS NOTED SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY A FLORIDA 1/4" MATERIAL = 775 LBS PULLOUT AND 720 LBS SHEAR (PIN GLU-LAM BEAM OTHERWISE. REGISTERED ENGINEER. INT 5. CONCRETE FOR THE FOUNDATIONS SHALL BE PLACED WITHIN 24 HOURS OF THE SUB GRADE � GR. MUST FULLY PENETRATE THE MATERIAL BY 1/4" MINIMUM) T.B. TIE BEAM STRUCTURALSTEELNOTES OXIDE). J 1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATIONS FOR DESIGN, 2. STEEL STUDS SHALL MEET THE FOLLOWING DESIGN CRITERIA: FOLLOWING CATEGORIES: T&B TOP & BOTTOM THE USE OF REPRODUCTIONS OF THESE CONTRACT DRAWINGS BY ANY GENERAL CONDITIONS GALV G-60 ASTM A525, MINIMUM YIELD STRESS TO BE 50,000 PSI FOR 14 AND 16 GA. �"'' CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER IN PROV CHAMFER ON ALL EXPOSED CORNERS OF AND 33,000 PSI FOR 18 AND 20 GA. TRACKS AND ALL OTHER COMPONENTS TO LIEU OF PREPARATION OF SHOP DRAWINGS SIGNIFIES HIS ACCEPTANCE OF ALL 1. IN CASE OF CONFLICT BETWEEN THE GENERAL NOTES DRAWINGS AND SPECIFICATIONS, BE 33,000 PSI. ALL STUD DESIGNATIONS ARE PER STEEL STUD MANUFACTURERS INFORMATION SHOWN HEREON AS CORRECT, AND OBLIGATES HIMSELF TO ANY JOB THE MOST RIGID REQUIREMENT MUST GOVERN. ASSOCIATION PRODUCT IDENTIFICATION CODE. EXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY ERRORS THAT MAY OCCUR HEREON. 2. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE 3. LATERAL BRACING (HORIZONTAL BRIDGING) FOR WALLS: AND SEQUENCE TO INSURE THE SAFETY OF THE CONSTRUCTION SITE. 6. REPRODUCTIONS OF THESE CONTRACT DRAWINGS ARE USED IN LIEU OF IF REP � 3. THE GENERAL CONTRACTOR SHALL REVIEW AND DETERMINE THAT DIMENSIONS ARE ENSURE BOTH STUD FLANGES ARE ATTACHED TO TOP AND BOTTOM TRACK FLANGES HORIZONTAL BRIDGING MUST BE INSTALLED AT SPACING NOT TO EXCEED PREPARATION OF SHOP DRAWINGS, THE ARCHITECT'S, ENGINEER'S OR OTHER CONCRETE COORDINATED BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS PRIOR TO FABRICATION OR START OF CONSTRUCTION. 48" O.C. FOR AXIAL LOAD BEARING WALLS AND 60" O.C. MEASURED VERTICALLY SLUMP AIR CONTENT TYPE FOR NON -LOAD BEARING WALLS CARRYING WIND LOAD ONLY. WATER/CEMENT RATIO 4. THE OWNER WILL ENGAGE AN APPROVED TESTING AGENCY TO PROVIDE SERVICES AS IF NON -LOAD BEARING WALL (PARTITION WALLS) AND HAS SHEATHING ON 3000 PSI 0.55 INDICATED BELOW. SUBMIT REPORTS TO STRUCTURAL ENGINEER AND ARCHITECT. BOTH SIDES LATERAL BRACING IS NOT REQUIRED. SLAB ON GRADE 3500 PSI a. TEST CONCRETE IN ACCORDANCE WITH ASTM C172 AND C31. SEE SPECIFICATION 4. 1 1/2" COLD ROLLED CHANNELS MAY BE USED TO BRACE STUDS LATERALLY. 2% TO 4% EQ. FOR ADDITIONAL REQUIREMENTS. CHANNELS ARE INSERTED THROUGH STUD WEB HOLES AND SECURED WITH DED THICK EQ.. SP. b. TEST SOIL COMPACTION PER LATEST GEOTECHNICAL REPORT. (U.N.O.) SCREW -ATTACHED 2" x 2" x 16GA CLIP ANGLES CUT TO LENGTH 1/4" LESS SCHEDULE E.S. EACH SIDE THAN STUD WIDTH. SLAB EDGE E.W. c. VISUAL INSPECTION OF ALL WELDS. SECT SECTION EXT EXTERIOR 5. POSITION STUDS VERTICALLY IN RUNNERS AND SPACE NO GREATER THAN 16". STEP FOOTING FT. FOOT SECURELY ANCHOR EACH STUD TO RUNNER WITH (2) #10 LOW -PROFILE SCREWS, SHTSHEET 8. WITH (1) SCREW IN EACH FLANGE. TRACKS SHALL BE SECURELY ANCHORED TO THE AMERICAN WELDING SOCIETY. ACCEPTANCE TO BE SUBJECT TO THE INSPECTION AND FOUNDATIONS SIM SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. AT TRACK BUTT JOINTS, _ F/ 1. FOUNDATION DESIGN IS BASED ON AN ALLOWABLE NET SOIL BEARING PRESSURE IS 3000 PSF. ABUTTING PIECES OF TRACK SHALL BE SECURELY ANCHORED TO A COMMON F.D. FLOOR DRAIN SJI STRUCTURAL ELEMENT OR THEY SHALL BE BUTT -WELDED OR SPLICED TOGETHER. STRL 2. ALL REQUIREMENTS FOR SITE PREPARATION AND SOIL COMPACTION SPECIFIED IN THE JACK STUDS OR CRIPPLES SHALL BE INSTALLED BELOW WINDOW SILLS, ABOVE INSTITUTE TOP OF SOILS REPORT SHALL BE FOLLOWED UNLESS ADDITIONAL MORE STRINGENT WINDOW AND DOOR HEADS, AND ELSEWHERE TO FURNISH SUPPORT AND SHALL BE SL SLOPE REQUIREMENTS ARE SPECIFIED. A CERTIFIED TESTING AGENCY SHALL PERFORM SOIL SECURELY ATTACHED TO SUPPORTING MEMBERS. 10. FIELD STRUCTURAL STEEL TO BE INSPECTED BY QUALIFIED INSPECTORS APPROVED BY 3• DENSITY TESTS TO ENSURE CONFORMANCE WITH THE GEOTECHNICAL REPORT. SUBMIT GAGE, GAUGE SYMM SYMMETRICAL ALL TEST RESULTS TO THE PROJECT ARCHITECT AND ENGINEER. 6. EXTERIOR SHEATHING (IF REQUIRED): THE STRUCTURAL ENGINEER. FIELD INSPECTION REPORTS TO BE FILED WITH THE STRUCTURAL ENGINEER WITHIN 5 DAYS OF THE TIME OF ACTUAL INSPECTION. GAILV SCREW ATTACH GYPSUM SHEATHING TO EXTERIOR OF EACH STUD WITH 1" TYPE(S) S.P. S.P.F. 3. CONTRACTOR IN CONJUNCTION WITH PROJECT GEOTECHNICAL SHALL VERIFY EXISTING S-12 COATED SCREWS PLACED 3/8" FROM ENDS AND EDGES AND SPACED AT INSPECTORS MUST BE NOTIFIED OF ALL PHASES OF CONSTRUCTION BY THE GENERAL �� 0T %••A,` R i P;.•' �+ : � "-' FIELD CONDITIONS DURING EXCAVATION THAT MAY AFFECT THE ALLOWABLE BEARING 8" O.C., TYPICAL SPECIALTY ENGINEER MUST CONFIRM I.D. T PRESSURE AND OR THE INSTALLATION OF THE FOUNDATION SYSTEM PRIOR TO STARTING WORKINGOP CHAIRS, BOLSTERS, ETC. NECESSARY TO CONTRACTOR. WORK. 7. SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR ALL EXTERIOR WALL CONSTRUCTION GENERAL CONTRACTOR I.F.. INCLUDING MATERIALS PROPERTIES, CONNECTIONS AND OTHER STRUCTURAL DETAILS. 10. 4. ALL FOOTINGS SHALL BE CENTERED UNDER THE COLUMN OR WALL ABOVE UNLESS NOTED SHOP DRAWINGS AND CALCULATIONS SHALL BE SIGNED AND SEALED BY A FLORIDA GLIB GLU-LAM BEAM OTHERWISE. REGISTERED ENGINEER. INT 5. CONCRETE FOR THE FOUNDATIONS SHALL BE PLACED WITHIN 24 HOURS OF THE SUB GRADE � GR. APPROVAL BY THE PROJECT GEOTECHNICAL ENGINEER OR THEIR REPRESENTATIVE. T.B. TIE BEAM STRUCTURALSTEELNOTES OXIDE). J 1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATIONS FOR DESIGN, CONCRETE MINIMUM MAXIMUM SLUMP AIR CONTENT TYPE STRENGTH WATER/CEMENT RATIO RETAINING WALL FINISH GRADE FOOTINGS 3000 PSI 0.55 4" t 1 2% TO 4% SLAB ON GRADE 3500 PSI 0.5 4" t 1 2% TO 4% FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". LATEST EDITION. 2. WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY, AWS D1.1. 3. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE: .- .� ANGLES, PLATES, CHANNELS ASTM A36 OR A307 HSS TUBES ASTM A500, GRADE B, Fy=46,000 PSI W -SHAPES ASTM A-992, Fy=50,000 PSI DN. P.T. PRESSURE TREATED ANCHOR BOLTS ASTM A36 OR A307 DTL DETAILPIPE ASTM A53, GRADE B DWG DRAWING R HIGH STRENGTH BOLTS ASTM A325 -N DVV1t DOWEL R ..rte RADIUS CAST IN PLACE CONCRETE: HARDENED STEEL WASHERS ASTM F436 REF REFERENCE REINF REINFORCE(D) (ING) 1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE BUILDING CODE 4: STEEL SHAPES, PLATES, ETC., WHICH ARE EXPOSED TO WEATHER SHALL BE G90 E REQ REQUIRE REQUIREMENTS FOR REINFORCED CONCRETE ACI 318 LATEST EDITION, AND GALVANIZED OR STAINLESS STEEL. SEE ARCHITECTURAL DRAWINGS. EA_ EACH REQ'D REQUIRED a a "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS." ACI 301, LATEST EDITION, E.E. EACH END REV REVIEWED EACH FACE RF ROOF 2. ALL CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 5: ALL SHOP AND FIELD CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS ORCL WELDS ALL HIGH STRENGTH BOLTS AND NUTS SHALL BE CLEARLY MARKED AS REQUIRED E, F. E.J_ EXPANSION JOINT RTN RETURN 7. ENG ENGINEER RW RETAINING WALL FINISH GRADE SPECS SPECIFICATIONS ROOF UPLIFT PRESSURE PLAN Flat Roofs AND LOCATION OF EMBEDDED ITEMS, SLEEVES, SLAB DEPRESSIONS, SLOPES, ETC, THE FULL STRENGTH OF MATERIALS BEING WELDED UNLESS OTHERWISE NOTED. ALL EL. ELEVATION S SQ. SQUARE EQ. EQUAL WELDS SHALL BE IN ACCORDANCE WITH THE STRUCTURAL WELDING CODE (ANSI/AWS DED THICK EQ.. SP. EQUAL SPACE(S) (ING) SCH SCHEDULE E.S. EACH SIDE S.E. SLAB EDGE E.W. EACH WAY SECT SECTION EXT EXTERIOR S.F. STEP FOOTING FT. FOOT STL SHTSHEET 8. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, ANCHOR BOLTS, AMERICAN WELDING SOCIETY. ACCEPTANCE TO BE SUBJECT TO THE INSPECTION AND �• �. ee, �. '' SIM SIMILAR _ F/ FACE OF S.J. SAWCUT JOINT F.D. FLOOR DRAIN SJI STEEL JOIST STRL F.F. FINISH FLOOR HEIGHT INSTITUTE TOP OF 1'/z" INTERIOR BEAMS AND COLUMNS U.N.O.' FOUNDATION SL SLOPE 9. DAYS: BY AISC SPECIFICATIONS. CONNECTIONS MADE WITH UNMARKED BOLTS AND NUTS WILL 3, ALL CONCRETE SHALL HAVE A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR QBE REJECTED. BOLT CONNECTIONS SHALL CONFORM TO THE REQUIREMENTS OF THE ENTRAINMENT. SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 BOLTS" AS APPROVED BY THE COUNCIL ON RIVETED AND BOLTS JOINTS. USE BEARING TYPE WITH THREADS 4. CONCRETE MIX DESIGN SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF ACI 301 ALLOWED ACROSS THE SHEAR PLANE. CHAPTER 3., METHOD 1 OR METHOD 2. SUBMIT BACKUP DATA AS REQUIRED BY CHAPTER 5 SECTION 5.3 OF THE LATEST EDITION OF ACI 318. 6. AN APPROVED LICENSED TESTING COMPANY SHALL VISUALLY INSPECT ALL WELDS AND TEST BOLTS AT ALL CONNECTIONS FOR FULL TENSION AS REQUIRED BY THE AISC CODE 5. ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL FOR FULLY TIGHTENED A325 BOLTS. SEE SPECIFICATIONS FOR ADDITIONAL TESTING CONFORMING TO ASTM A - 615 GRADE 60. REQUIREMENTS. 6. ALL REINFORCING DETAILS SHALL CONFORM TO "MANUAL OF STANDARD PRACTICE FOR 8. TOUCH UP FIELD WELDS AND ANY DAMAGED AREAS OF PAINT IN FIELD AFTER WELDING. DETAILING REINFORCED CONCRETE STRUCTURES" ACI 315 LATEST EDITION, UNLESS (USE GALVANIZED PAINT FOR TOUCH OF GALVANIZED STEEL). DETAILED OTHERWISE ON THE STRUCTURAL DRAWINGS. 9. ALL WELDED CONNECTIONS SHALL BE GONE WITH E70XX ELECTRODES. SHOP AND FIELD �. FDIN FIN L D 3/4 INCH FINISH SP. SPACE(S) 7. CONTRACTOR SHALL REVIEW ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE WELDS SHALL D MADE BY APPROVED CERTIFIED WELDERS AND SHALL CONFORM L THE AMERICAN WELDING SOCIETY CODE FOR BUILDINGS AWS D1.1. WELDS SHALL DEVELOP El F.G. FINISH GRADE SPECS SPECIFICATIONS ROOF UPLIFT PRESSURE PLAN Flat Roofs AND LOCATION OF EMBEDDED ITEMS, SLEEVES, SLAB DEPRESSIONS, SLOPES, ETC, THE FULL STRENGTH OF MATERIALS BEING WELDED UNLESS OTHERWISE NOTED. ALL AT AREAS TO BE FIELD WELDED, SEE PAINT SPECIFICATIONS.THD FLIR FLOOR SQ. SQUARE WITH ZONE LOCATIONS REQUIRED BY OTHER TRADES, THESE ITEMS SHALL BE FURNISHED AND INSTALLED PRIOR BY WELDS SHALL BE IN ACCORDANCE WITH THE STRUCTURAL WELDING CODE (ANSI/AWS DED THICK FLG FLANGE S.S. STAINLESS STEEL n < 60 ft TO PLACEMENT OF CONCRETE. COORDINATE BEARING CONDITIONS REQUIRED DES). THESE WELDS SHALL BE MADE ONLY OPERATORS QUALIFIED BY PRESCRIBED d. METAL DECK F.S.. FAR SIDE STD STANDARD a = 8.0 ft PRECAST CONCRETE WALL PANEL BEFORE PLACING CONCRETE. IN TESTS IN THE STRUCTURAL WELDING CODE W BUILDING CONSTRUCTION OF THE FT. FOOT STL STEEL 8. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, ANCHOR BOLTS, AMERICAN WELDING SOCIETY. ACCEPTANCE TO BE SUBJECT TO THE INSPECTION AND �• �. ee, �. '' FTG FOOTING STR STRENGTH TYP. INSERTS, ETC. AS REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED. REVIEW HAVE AN INDEPENDENT INSPECTION AGENCY. STRL STRUCTURAL HT HEIGHT T/ TOP OF 1'/z" INTERIOR BEAMS AND COLUMNS U.N.O.' G S.W. SHEAR WALL 9. WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, THE LENGTH OF ANY HOOK, IF 10. FIELD STRUCTURAL STEEL TO BE INSPECTED BY QUALIFIED INSPECTORS APPROVED BY 3• GA. GAGE, GAUGE SYMM SYMMETRICAL W.P• REQUIRED, IS NOT INCLUDED. HOOKS SHALL BE PROVIDED AT DISCONTINUOUS ENDS OF THE STRUCTURAL ENGINEER. FIELD INSPECTION REPORTS TO BE FILED WITH THE STRUCTURAL ENGINEER WITHIN 5 DAYS OF THE TIME OF ACTUAL INSPECTION. GAILV GALVANIZE S.P. S.P.F. SOUTHERN PINE SPRUCE PINE FIR 3/4" FLAT ALL TOP BARS OF BEAMS AND AT SLAB EDGES. INSPECTORS MUST BE NOTIFIED OF ALL PHASES OF CONSTRUCTION BY THE GENERAL �� 0T %••A,` R i P;.•' �+ : � "-' G.B. GRADE BEAM I.D. T WS. WORKINGOP CHAIRS, BOLSTERS, ETC. NECESSARY TO CONTRACTOR. G.C. GENERAL CONTRACTOR I.F.. INSIDE FACE 10. CONTRACTOR SHALL PROVIDE SPACERS, 13. HORIZONTAL WALL AND FOOTING BARS SHALL BE BENT 1'-0" AROUND CORNERS OR GLIB GLU-LAM BEAM WWF WELDED WIRE INT SUPPORT REINFORCING STEEL. SUPPORT ITEMS WHICH BEAR ON EXPOSED CONCRETE 11. ALL STRUCTURAL STEEL SHALL BE SHOP PAINTED WITH A RUST INHIBITIVE PRIMER (RED � GR. GRADE T.B. TIE BEAM SURFACES SHALL HAVE ENDS WHICH ARE PLASTIC TIPPED OR STAINLESS STEEL. OXIDE). J V 14 HORIZONTAL KEYWAYS IN CONSTRUCTION JOINTS SHALL BE PROVIDED IN WALL FOLLOWING CATEGORIES: T&B TOP & BOTTOM THE USE OF REPRODUCTIONS OF THESE CONTRACT DRAWINGS BY ANY �"'' CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER IN PROV CHAMFER ON ALL EXPOSED CORNERS OF a. I , SUBCONTRACTOR, ETC. SUBMITTING SHOP DRAWINGS. b. SHEET NUMBER. C. DATE DRAWING PREPARED, THE INITIALS OF PERSON WHO PREPARED DRAWINGS, AND INITIALS OF PERSON CHECKING DRAWINGS. 7. ANY REPRODUCTION OF THESE CONTRACT DRAWINGS NOT COMPLYING WITH THE ABOVE WILL BE REJECTED AND NOT REVIEWED: Z N TDO TEMP TURN DOWN SLAB TEMPERATURE 11. CONTRACTOR SHA L 1 E COLUMNS, BEAMS, AND WALLS UNLESS OTHERWISE INDICATED ON THE ARCHITECTURAL 12. PROVIDE ONE COAT OF STANDARD SHOP PAINT ON ALL UNGALVANIZED PIECES EXCEPT I El JST JOIST H.C. HOLLOW CORE MEMBER'S DEPTH. REINFORCEMENT SHALL BE CONTINUOUS THROUGH CONSTRUCTION DRAWINGS. AT AREAS TO BE FIELD WELDED, SEE PAINT SPECIFICATIONS.THD JT ® W HEC., HORIZ HOOK HORIZONTAL THK DED THICK CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT: CL �•• .•..•���,' o' USED ONLY AT LOCATIONS SHOWN ON THE DRAWINGS OR AT OTHER LOCATIONS d. METAL DECK THNS THICKEN SLAB 12. THE FOLLOWING MINIMUM a ®` .•' . • �G APPROVED BY THE ARCHITECT AND MCELROY ENGINEERING. H.P. HIGH POINT TORG TOPPING W.F. WALL FOOTING �• �. ee, �. '' f. MISCELLANEOUS H.S. HEADED STUD TYP. TYPICAL 3" CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH.®.] KWY KEYWAY HT HEIGHT T/ TOP OF 1'/z" INTERIOR BEAMS AND COLUMNS U.N.O.' Z z (MASONRY) 3• TRANS TRANSVERSE 2" EXTERIOR BEAM, WALLS AND COLUMNS INTERIOR FLAT SLABS SHOP DRAWINGS W.P• 'A ; , STATE OF LLI r 0U- 16. REINFORCEMENT SPLICES SHALL NOT BE PERMITTED EXCEPT AS DETAILED OR MECHANICAL DRAWINGS FOR OPENINGS AND EMBEDS, AFFECTING STRUCTURAL 3/4" FLAT AUTHORIZED BY THE PROJECT STRUCTURAL ENGINEER. WHERE INDICATED THE MINIMUM �� 0T %••A,` R i P;.•' �+ : � "-' MEMBERS. I.D. INSIDE DIAMETER WS. WORKINGOP 1 y" EXTERIOR SLABS 1, FOLLOW THE ARCHITECT'S INSTRUCTIONS FOR DISTRIBUTION OF SHOP DRAWINGS. 1ps --e I.F.. INSIDE FACE UNO UNLESS NOTED 13. HORIZONTAL WALL AND FOOTING BARS SHALL BE BENT 1'-0" AROUND CORNERS OR �'ios�ONAL WWF WELDED WIRE INT INTERIOR APPROVED BY THE CONTRACTOR BEFORE SUBMITTAL TO ENGINEER. OTHERWISE CORNER BARS WITH 2'-0" LAP SHALL BE PROVIDED, 2. COMPLETE SHOP DRAWINGS SHALL BE SUBMITTED IN WHOLE FOR EACH OF THE42 FABRIC J V 14 HORIZONTAL KEYWAYS IN CONSTRUCTION JOINTS SHALL BE PROVIDED IN WALL FOLLOWING CATEGORIES: 17. TESTING LABORATORY SHALL SUBMIT ONE COPY OF ALL CONCRETE TEST REPORTS 5, THE USE OF REPRODUCTIONS OF THESE CONTRACT DRAWINGS BY ANY a. I , SUBCONTRACTOR, ETC. SUBMITTING SHOP DRAWINGS. b. SHEET NUMBER. C. DATE DRAWING PREPARED, THE INITIALS OF PERSON WHO PREPARED DRAWINGS, AND INITIALS OF PERSON CHECKING DRAWINGS. 7. ANY REPRODUCTION OF THESE CONTRACT DRAWINGS NOT COMPLYING WITH THE ABOVE WILL BE REJECTED AND NOT REVIEWED: Z N VERT .... VERTICAL FOOTINGS WITH A DEPTH OF 1 % INCHES AND A HEIGHT EQUAL TO ONE-THIRD OF THE a. REINFORCING STEEL El JST JOIST MEMBER'S DEPTH. REINFORCEMENT SHALL BE CONTINUOUS THROUGH CONSTRUCTION b. CONCRETE MIX DESIGN JT JOINT W JOINTS UNLESS OTHERWISE NOTED ON THE DRAWINGS. CONSTRUCTION JOINTS MAY BE C. STRUCTURAL STEEL W ~o USED ONLY AT LOCATIONS SHOWN ON THE DRAWINGS OR AT OTHER LOCATIONS d. METAL DECK a N WD WOOD APPROVED BY THE ARCHITECT AND MCELROY ENGINEERING. e. METAL STUD WALL FRAMING ^� K. KIP W.F. WALL FOOTING f. MISCELLANEOUS K.O. KNOCK OUT W.F. WIDE FLANGE 15, CONTRACTOR SHALL KEEP A COPY OF "FIELD REFERENCE MANUAL" (ACI PUBLICATION KWY KEYWAY W.O. WINDOW OPENING SPA 5, LATEST EDITION) AT THE PROJECT FIELD OFFICE. (MASONRY) 3• DETAILER SHALL BE RESPONSIBLE FOR CHECKING ALL ARCHITECTURAL AND � W.P• WORKING POINT 16. REINFORCEMENT SPLICES SHALL NOT BE PERMITTED EXCEPT AS DETAILED OR MECHANICAL DRAWINGS FOR OPENINGS AND EMBEDS, AFFECTING STRUCTURAL AUTHORIZED BY THE PROJECT STRUCTURAL ENGINEER. WHERE INDICATED THE MINIMUM MEMBERS. WS. WORKINGOP LAP SPLICES ON ALL REINFORCING BAR SPLICES SHALL BE CLASS B PER ACI 318, SECTION 49 WT WEIGHT 12,2 AND 12.15 EXCEPT WHERE OTHERWISE NOTED ON THE DRAWINGS. SEE TABLES 4. SHOP DRAWINGS SHALL BEAR THE INITIALS OF THE DETAILER'S CHECKER AND BE WWF WELDED WIRE PROVIDED. APPROVED BY THE CONTRACTOR BEFORE SUBMITTAL TO ENGINEER. FABRIC W/ WITH 17. TESTING LABORATORY SHALL SUBMIT ONE COPY OF ALL CONCRETE TEST REPORTS 5, THE USE OF REPRODUCTIONS OF THESE CONTRACT DRAWINGS BY ANY DIRECTLY TO THE ENGINEER. CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS SIGNIFIES HIS ACCEPTANCE OF ALL INFORMATION SHOWN HEREON AS CORRECT, AND OBLIGATES HIMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY ERRORS THAT MAY OCCUR HEREON. 6. REPRODUCTIONS OF THESE CONTRACT DRAWINGS ARE USED IN LIEU OF IF REP � PREPARATION OF SHOP DRAWINGS, THE ARCHITECT'S, ENGINEER'S OR OTHER DESIGN CONSULTANT'S TITLE BLOCK SHALL BE REMOVED AND REPLACED WITH A TITLE BLOCK LISTING THE FOLLOWING ITEMS: NAME ADDRESS AND TELEPHONE NUMBER OF CONTRACTOR a. I , SUBCONTRACTOR, ETC. SUBMITTING SHOP DRAWINGS. b. SHEET NUMBER. C. DATE DRAWING PREPARED, THE INITIALS OF PERSON WHO PREPARED DRAWINGS, AND INITIALS OF PERSON CHECKING DRAWINGS. 7. ANY REPRODUCTION OF THESE CONTRACT DRAWINGS NOT COMPLYING WITH THE ABOVE WILL BE REJECTED AND NOT REVIEWED: Z N W ~o W N — ------ --- ------ ------ E p C B A H G F 0 uL 0 211' - 7 1/2" ! cr i cd 39'-0 *16'-0" *39'-10112, 391_0 *39'-0.. * *39'-0114" EXISTING CONCRETE TILT -UP WALL TO REMAIN (TYP.) I I I I — — — — — — — — — - — — — — — — — — — — — — — _ _ — — _._ — — — — — — — — — — — — — — — — — — — — — — — — — — _ _ � _ _ _ — — — — — — — — — — — — — — — — — — — — — — - — --------------.— _._— __------ _ — _ EXISTING __-- --- — ------ 900) - — — — — — — — — — — — — — T ,. iNG —I—-----------...__.__—----F--_^___---------__�_.___._._.._.-___.��_.__.._ — -- � x:, .- CONCRETE -- — .., a TILT -UP WALL I {--------- o �..). E';- `' TO REMAIN � EXISTING 2'-0" WIDE CONT. I s- I FOOTING TO REMAIN (FIELD VERIFY) i 12 SEE NOTE #7 I, C2 S-6.0 I I � I I . I I I i I I j� _ •�:•• C2 j 7 S -6.o I I � 6.0x9.0 I 910) I SAWCUT I {',' EXISTING SLAB C3 ON GRADE AS I I REQUIRED TO . I INSTALL NEW FOUNDATIONS II 15 F_ �� I co C2 j I_ EXISTING 4" THICK CONCRETE SLAB - FIELD VERIFY — — — 935 I 1 I I I I L I J I.I I I I I I I II EXISTING CONCRETE I EXISTING I 1 L FOOTING TO REMAIN (TYP.) CONCRETE TO I I I I I I I FOOTING REMAINTYP.) I o 950) c2 � I EXISTING S (EEL COLUMN I EXISTING STEEL I I COLUMN TO j REMAIN (TYP.) I I -i I I I I I I L r I . I I c2 I.I • I I I 14 I c S -6.o -I I SLAB ON GRADE G I C3 AS REQUIRED TO II I INSTALL NEW 6.0 15 FOUNDATIONS �— S-6.0 O.W. �.cJ.. I SEE NOTE #7 I� {', J 12 o S -6.o .I r I I I • ' • °�~�'. �' 992). I � I I IS -6.o n z Q LPI Z O W LU LL I a SEE NOTE I EXISTING 2'-0" WIDE CONT, I I U EXISTING �o� E• '�`i I I FOOTING TO REMAIN (FIELD VERIFY) o _{ , . CONCRETE ••a. .., • !w I ) I —i TILT -UP WALL / I .` •':`�•` Z. ( ro Tr TO REMAIN •� 1000 ------------------- -- -:EXISTING ------------------ ----- A • /i 3n I STATE OF` aw LL Lj . ✓ o •• !R a "io/ CONCRETE TILT -UP WALL TO REMAIN (TYP.) I — — — — — - - — - —--—-—-— - — - — -— �s®/�Q►l�"�`� � /eerr FOUNDATION PLAN NOTES: 1. SEE "S-1.0" FOR GENERAL NOTES. 8. LEGEND: 2. SLAB ON GRADE IS 4" THICK CONCRETE SLAB. REINFORCE ALL SLABS ##C INDICATES CONCRETE SPREAD FOOTING - SEE SCHEDULE a ON GRADE WITH FIBERMESH = 1 1/2 LB/CUBIC YARD OF CONCRETE. WIDTH DEPTH LENGTH TOP OF SLAB ELEVATION = 100'-0" UNLESS NOTED OTHERWISE. THIS TS1 INDICATES MONOLITHIC SLAB EDGE - SEE SCHEDULE VARIES SEE PLAN -12" MIN IS A REFERENCE ELEVATION ONLY. SEE THE CIVIL DRAWINGS FOR THE CONT (4) CONT. #4 - (2)TOP AND (2) BOTTOM #4 DOWELS AT 16" O.C. ALONG EXISTING CONCRETE SLAB EDGE MONOLITHIC SLAB EDGE TRUE ELEVATION ABOVE SEA LEVEL.C# 12" INDICATES STEEL COLUMN TYPE. SEE STEEL COLUMN CONT (2) CONT. #4 - (1)TOP AND (1) BOTTOM ALONG EDGE MONOLITHIC SLAB EDGE SCHEDULE ON S-5.0 3. PROVIDE SLAB CONTROL JOINTS (CJ) PER SECTION "3/S-6.0", WHERE INDICATED. CONT 2 CONT. #5 - (I)TOP AND 1 BOTTOM #4 DOWELS O WITH ACI 900 HOOK AT 16" O.C. CONTINUOUS FOOTING REINFORCEMENT MATCH CONTROL JOINTS RUNNING IN NORTH/SOUTH DIRECTION WITH THE INDICATES EXISTING 7 1/4 TILT -UP CONCRETE WALLS TO REMAIN CONT EXISTING SLAB CONTROL JOINT LOCATIONS. CONTINUOUS FOOTING REINFORCEMENT 6.0 6'-0" 1'-4" * INDICATES EXISTING BUILDING DIMENSION. THE 4. PROVIDE CONSTRUCTION JOINT (CSJ) PER SECTION 4/S-6.0 WHERE REQUIRED. 51 -owl CONTRACTOR MUST FIELD VERIFY ALL EXISTING 1_ " 9 0 (6) #6 x 8'-6" LG. LONG WAY AND (10) #6 x 4'-6" LG. SHORT WAY BOTTOM (BOTTOM) #4 x 8'-6" LG. LONG WAY AND (10) #4 x4'-6" LG. (TOP) SPREAD FOOTING BUILDING DIMENSIONS PRIOR TO CONSTRUCTION 5. SEE THE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 6. T.O.F. - INDICATES TOP OF FOOTING ELEVATION. 7. REINFORCE 12"x12"EACH SIDE OF EXISTING FOOTING FOOTING SCHEDULE TYPE SIZE REINFORCING REMARKS U a WIDTH DEPTH LENGTH TS1 VARIES SEE PLAN -12" MIN EXCEPT 8" OVER EXIST. FOOTING CONT (4) CONT. #4 - (2)TOP AND (2) BOTTOM #4 DOWELS AT 16" O.C. ALONG EXISTING CONCRETE SLAB EDGE MONOLITHIC SLAB EDGE TS2 , 12" 8" CONT (2) CONT. #4 - (1)TOP AND (1) BOTTOM ALONG EDGE MONOLITHIC SLAB EDGE 1.00 1'-0" 1'-0" CONT 2 CONT. #5 - (I)TOP AND 1 BOTTOM #4 DOWELS O WITH ACI 900 HOOK AT 16" O.C. CONTINUOUS FOOTING REINFORCEMENT 1'-0" CONT (6) CONT. #5 - (3)TOP AND (3) BOTTOM #3 TIES AT 36" O.C. AND 94 x 1'-9" LG. DOWELS AT 16" O.C. CONTINUOUS FOOTING REINFORCEMENT 6.0 6'-0" 1'-4" 6'-0" (10) #5 x 2'-3" LG. DOWELS AND (9) #5 x 5'-6" LG. BOTTOM -SEE 16/S-6.0 DETAIL SPREAD FOOTING 5.0x9.0' O(6) 51 -owl 1-4 " 1_ " 9 0 (6) #6 x 8'-6" LG. LONG WAY AND (10) #6 x 4'-6" LG. SHORT WAY BOTTOM (BOTTOM) #4 x 8'-6" LG. LONG WAY AND (10) #4 x4'-6" LG. (TOP) SPREAD FOOTING N a 0 5c�2 U a = O N a 4 v m o 0 �s cn O N a 0 5c�2 = O N a 4 v m o 0 cn O i2 z w O LLw O Lu cn � u`5 w = O N a 4 v m o w w V N Q� p O rh •c CA kn rn v --------------------------- V4 --- -- --- ----V4 c I B A i ROOF FRAMING PLAN NOTES 1. SEE GENERAL NOTES ON SHEET "S-1.0". 2. EXISTING ROOF DECK TO REMAIN. 3. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND DETAILS NOT SHOWN. 4. SEE SHEET S-3.0 FOR ERECTION PROCEDURES. 5. LEGEND O INDICATES TILT -UP WALL ` EXISTING CONCRETE TILT -UP WALL TO REMAIN (TYP.) a �e T L. 0 a--+ z *211'-10314" N(D L.L.. *16'-0" U W *39'-10112" *39'-0" LLQ *39'-0" *39'-0i *38'- M m CO -Q '� •C VU O CULL 2 rrW�o WC zNO EXISTING CONCRETE TILT -UP WALL TO REMAIN (TYP.) d L) (E) 10K1 (E) 28K6 (E) 28K6 H (E) 28K6 (E) 28K6 (E) 28K6 z (E) 10K1 (E) 28K6 se (E) 28K6 (E) 28K6 se (E) 28K6 (E) 28K6 a Cn bNt d Lp ui Lo Lo z Ln O (E) 10K1 m (E) 28K6 m {E) 28K6 m (E) 28K6 m (E) 28K6 m (E) 24KCS4 w z w w w Lu 0 Lu w (E) 10K1 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6 (E) 24KCS4 (E) 10K1 (E) 24KCS4 (E) 28K6 (E) 24KCS4 w (E) 24KCS4 (E) 28K6 (E) 10K1 (E) 24KCS4 (E) 28K6 (E) 24KCS4 (E) 24KCS4 (E) 28K6 J E W 16X3' (E) 10K1 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6. Y Y Y (E) W 16X3' (E) 10K1 z 10 (E) 28K6 co z -N (E) 28K6 tet; z (E) 28K6 d; rn z (E) 28K6 z co (E) 28K6 N m M m m M M � M (E) 10K1 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6 w (E) 28K6 (E) 10K1 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6 (E) 1OK1 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6 (E) 10K1 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6 (E) 1OK1 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6 Y Y z (E) 28K6 z (E) 28K6 z 10 (E) 28K6 z z to (E) 28K6 z (E) 28K6 m m N N m (E) 10K1 w (E) 28K6 w (E) 28K6 W (E) 28K6( W E) 28K6 (E) 28K6. (E) 101<1 (E) 24KCS4 (E) 28K6 (E) 24KCS4 (E) 24KCS4 (E) 281<6 (E) W1 6X. (E) 10K1 (E) 24KCS4 (E) 28K6 (E) 24KCS4. (E) 24KCS4 El E3 (E) W 16X3' (E) 28K6 (E) 10K1 (E) 24KCS4 (E) 28K6 (E) 28K6 (E) 28K6 (E) 10K1 q (E) 28K6 � (E) 28K6 Y (E) 28K6 Y (E) 28K6. Y (E) 28K6 Oz rn rn rn z z m M Lo Ln Lo co (E) 10K1 Lu (E) 28K6 m M (E) 28K6 °° M (E) 28K6 m M (E) 28K6 In m (E) 281<6 V ^ W... .. f P (E) 10K1 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6 (E) 28K6 ROOF FRAMING PLAN NOTES 1. SEE GENERAL NOTES ON SHEET "S-1.0". 2. EXISTING ROOF DECK TO REMAIN. 3. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND DETAILS NOT SHOWN. 4. SEE SHEET S-3.0 FOR ERECTION PROCEDURES. 5. LEGEND O INDICATES TILT -UP WALL ` EXISTING CONCRETE TILT -UP WALL TO REMAIN (TYP.) a �e I R T L. 0 a--+ z N N(D L.L.. W U W c cu LLQ LL 00 ��♦♦ (V M m CO -Q '� •C VU O CULL 2 rrW�o WC zNO C:) !� d L) I R T O E z N N(D L.L.. W U W ci cu LLQ U - CD tm U C Cu 77 � LQOo H LL Lu a m O Qim.r O U c= N E C ((n d I R T z N �- W N W ci m LLQ V ciO H z W O tr w z 0 W w � ul J W w z N �- W N W o m LLQ V ERECTION PROCEDURE: 1. SAWCUT 6'-0" WIDE x 10'-2" HIGH (AFF) SLOT AND REMOVE THE TILT -UP WALL AT EACH NEW HSS8x8 STEEL COLUMN. CUT & REMOVE 5'-0" LENGTH OF EXISTING WALL FOOTING. 2. DRILL & EPDXY DOWELS INTO EXISTING WALL FOOTING TO REMAIN. INSTALL THE NEW 5' x 9' CONCRETE FOOTINGS AT THE NEW HSS8x8 COLUMNS. 3. INSTALL NEW STEEL HSS8x8 COLUMNS. ANCHOR NEW COLUMN INTO NEW FOUNDATIONS. 4. INSTALL THE NEW STEEL CHANNEL AT THE HEAD OF THE NEW STOREFRONT OPENING. 5. COMPLETE ALL NEW STEEL REINFORCEMENT. CALL FOR INSPECTION OF STRUCTURAL STEEL. AFTER ERECTION, REMOVE THE REMAINING SECTIONS OF THE EXISTING CONCRETE TIL -UP WALL. 6. PLACE NEW FOOTINGS BETWEEN V x 9' FOOTINGS PER THE STRUCTURAL DRAWINGS. 7. PLACE REMAINING CIP CONCRETE. 8. PLACE METAL STUD FRAMING. Co o� FOUNDATION PLAN NOTES: U v a 1. SEE "S-1.0" FOR GENERAL NOTES. EXISTING CONCRETE i EXISTING 2'-0" WIDE EXISTING 2'-0"WIDE I 'EXISTING CONCRETE TILT -UP WALL TO I CONT. FOOTING TO CONT. FOOTING TO TILT -UP WALL TO1U 2. SLAB ON GRADE 15 4 THICK CONCRETE SLAB. REINFORCE ALL SLABS REMAIN (TYP.) REMAIN (FIELD VERIFY) - - EXISTING STEEL COLUMN - EXISTING CONCRETE - REMAIN (FIELD VERIFY) I I REMAIN (TYP.) ON GRADE WITH FIBERMESH = 1 1/2 LB/CUBIC YARD OF CONCRETE. ' TO REMAIN (TYP.) - I �I FOOTING TO REMAIN (TYP,) r I - TOP OF SLAB ELEVATION = 100'-0" UNLESS NOTED OTHERWISE. THIS IS A REFERENCE ELEVATION ONLY. SEETHE CIVIL DRAWINGS FOR THE TRUE ELEVATION ABOVE SEA LEVEL. - J - - I 3. PROVIDE SLAB CONTROL JOINTS (CJ) PER SECTION "3/S-6.0", WHERE INDICATED. - MATCH CONTROL JOINTS RUNNING IN NORTH/SOUTH DIRECTION WITH THE EXISTING SLAB CONTROL JOINT LOCATIONS. - I I 4, PROVIDE CONSTRUCTION JOINT (CSJ) PER SECTION WHERE REQUIRED. 5. SEE THE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. fI I I I 6. T.O.F. - INDICATES TOP OF FOOTING ELEVATION 7. REINFORCE 12"x12" EACH SIDE OF EXISTING FOOTING EXISTING 4" THICK CONCRETE SLAB - FIELD VERIFY 8. LE_ GENA: So ##C INDICATES CONCRETE SPREAD FOOTING - SEE SCHEDULE L ' i I TS1 INDICATES MONOLITHIC SLAB EDGE - SEE SCHEDULE ' SAWCUT EXISTING SLAB ON SAWCUT EXISTING SLAB ON = C# INDICATES STEEL COLUMN TYPE. SEE STEEL COLUMN GRADE AS REQUIRED TOI I GRADE AS REQUIRED TO I I O SCHEDULE ON S-5.0 INSTALL NEW FOUNDATIONS INSTALL NEW FOUNDATIONS I� i 15 I SEE INDICATES EXISTING 7 1/4 TILT -UP CONCRETE WALLS TO REMAIN I SEE SEE NOTE #7 5-6.0 EXISTING STEEL EXISTING NOTE #7 I * INDICATES EXISTING BUILDING DIMENSION. THE NOTE #7 I COLUMN TO CONCRETE I CONTRACTOR MUST FIELD VERIFY ALL EXISTING REMAIN (TYP.) FOOTING TO BUIL DIMENSIONS A. TYP � REMAIN( .) .. D3 Ar �c w : : sii ~ •C2 TS 1 C2 1.00 �co) 6.0 " 1.5C la .'• �' `• 1.00 L C3 EXISTING EXISTING 5.0x9.0 C2 14 TS1 5.0x9.0 C2 5.0x9.0 C2 CONCRETE TILT -UP CONCRETE TILT -UP ( S-6.0 i 5-4.0 I I I I 7 TS1 13 I WALL TO REMAIN WALL TO REMAIN 12 S-6. S-6.0 12 S-6.0 I S-6.0 *30'-21/4 35'-71/2 *35'-7112" *31'-11/4" 12'-10" 17'-41/4" 16'-0" 151-0" �. 15'-0" i 14'-6" i, 16'-105/8' i. 12'-2" � 12'-95/8" 1000 (992) (980) (970) (955) (950) (935,) FIN. FLR. ENLARGED 30'- 21/4" * 36- 71/2" * 36- 71/2" (925) (910). (908 (902) (900) EXISTING CONCRETE TILT -UP WALL TO REMAIN (TYP.) Q (E) 32BG 6N 9.4K (E) 32BG 7N 9.4K (E) 32BG 8N EAK (E) 32BG 5N 9AK SHADING INDICATES AREA w/(2) ADD'L. #10 TEK SCREWS PER SPAN T' r C4 � tC (D CO CO N N w w w w \ w ;, &�*6N!z h %N6,6 � a LN�z :l, \Nml FOOTING SCHEDULE C SIZE L TYPE REINFORCING REMARKS /- cn I'' W WIDTH DEPTH LENGTH cuU TS1 VARIES SEE PLAN -12" MIN .OVER EXCEPTCONT 8" EXIST. FOOTING - (4) CONT, #4 - (2)TOP AND (2) BOTTOM #4 DOWELS AT 16" O.C. ALONG EXISTING CONCRETE SLAB EDGE MONOLITHIC SLAB EDGE TS2 12" 8" CONT (2) CONT. #4 - (1)TOP AND (1) BOTTOM ALONG EDGE MONOLITHIC SLAB EDGE 1.00 1'-0" 1'-0" CONT (2) CONT. #5 - (1)TOP AND (1) BOTTOM #4 DOWELS WITH ACI 90° HOOK AT 16" O.C. CONTINUOUS FOOTING REINFORCEMENT 1.5C 1'-6" 1'-0" CONT (6) CONT. #5 - (3)TOP AND (3) BOTTOM #3 TIES AT 36" O.C. AND #4 x l'-9" LG. DOWELS AT 16" O.C. CONTINUOUS FOOTING REINFORCEMENT 6.0 6'-0" V-4" 6'-0" (10) #5 x 2'-3" LG. DOWELS AND (9) #5 x 5'-6" LG. BOTTOM - SEE 16/8-6.0 DETAIL SPREAD FOOTING 5.0x9.0 5'-0" V-4" 9'-0" (6) #6 x 8'-6" LG. LONG WAY AND (10) #6 x 4'-6" LG. SHORT WAY (BOTTOM) SPREAD FOOTING (6) #4 x 8'-6" LG. LONG WAY AND (10) #4 x 4'-6" LG. (TOP) 1 s I ROOF FRAMING PLAN NOTES EXISTING CONCRETE 1. SEE GENERAL NOTES ON SHEET "S-1.0". TILT -UP WALL TOc REMAIN (TYP.) 2. ROOF DECK SHALL BE 1 1/2" - GALV. 22 GAGE WIDE RIB METAL DECK U.N.O. DECK SECTION PROPERTIES: 1=0.169 in /ft 4 Sp=0.186 in /ft 3 Sn=0.192 in/fta � fy = 33 KSI FASTEN ROOF DECK WITH 5/8" DIA. PUDDLE WELDS USING 36/4 PATTERN AND (3) #10 TEK SCREW SIDELAP FASTENERS PER SPAN i5 3. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND DETAILS NOT SHOWN. 4. SHORE EXISTING ROOF FRAMING BETWEEN GRID LINES "B" AND "C" PROVIDE a TEMPORARY DIAGONAL WALL BRACING BETWEEN GRID LINES "B" AND "C" (FROM BELOW ROOF TO EXISTING SLAB ON GRADE) UNTIL INSTALLATION IS COMPLETE. PROVIDE A MINIMUM OF (3) DIAGONAL BRACES AT 8'-0" O.C. SUBMIT SIGNED AND SEALED ENGINEERED SHOP DRAWINGS. m 6. LEGEND M D INDICATES PRECAST WALL OR BEAM BELOW. INDICATES EXISTING BUILDING DIMENSION. THE CONTRACTOR MUST FIELD VERIFY ALL EXISTING BUILDING DIMENSIONS PRIOR TO CONSTRUCTION a. t i I 8 4 �l 7 1 2 � MTL STUD FRAMING S-6.1 5-6.1 5-6.1 S-6.1 S-4.0 5-6.1 3 PER SECTION * 30'- 21/4" * 35'- 7 1/2" * 35'- 71/2" * 31'. 1 1/4" *16'-0" 15'-0" *15'-0" *14'-6" *41'-101/4" � 132'.-61/2 C L 0 E /- cn I'' W CIU c cuU a LL oC O cq QQQ� M U 175 cu cy)o O c:Q Lu z . ( W 'Ov O M U c%4 z w 3: L N O U 1 s I ROOF FRAMING PLAN NOTES EXISTING CONCRETE 1. SEE GENERAL NOTES ON SHEET "S-1.0". TILT -UP WALL TOc REMAIN (TYP.) 2. ROOF DECK SHALL BE 1 1/2" - GALV. 22 GAGE WIDE RIB METAL DECK U.N.O. DECK SECTION PROPERTIES: 1=0.169 in /ft 4 Sp=0.186 in /ft 3 Sn=0.192 in/fta � fy = 33 KSI FASTEN ROOF DECK WITH 5/8" DIA. PUDDLE WELDS USING 36/4 PATTERN AND (3) #10 TEK SCREW SIDELAP FASTENERS PER SPAN i5 3. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND DETAILS NOT SHOWN. 4. SHORE EXISTING ROOF FRAMING BETWEEN GRID LINES "B" AND "C" PROVIDE a TEMPORARY DIAGONAL WALL BRACING BETWEEN GRID LINES "B" AND "C" (FROM BELOW ROOF TO EXISTING SLAB ON GRADE) UNTIL INSTALLATION IS COMPLETE. PROVIDE A MINIMUM OF (3) DIAGONAL BRACES AT 8'-0" O.C. SUBMIT SIGNED AND SEALED ENGINEERED SHOP DRAWINGS. m 6. LEGEND M D INDICATES PRECAST WALL OR BEAM BELOW. INDICATES EXISTING BUILDING DIMENSION. THE CONTRACTOR MUST FIELD VERIFY ALL EXISTING BUILDING DIMENSIONS PRIOR TO CONSTRUCTION a. t i I 8 4 �l 7 1 2 � MTL STUD FRAMING S-6.1 5-6.1 5-6.1 S-6.1 S-4.0 5-6.1 3 PER SECTION * 30'- 21/4" * 35'- 7 1/2" * 35'- 71/2" * 31'. 1 1/4" *16'-0" 15'-0" *15'-0" *14'-6" *41'-101/4" � 132'.-61/2 Cu W V n. e C O E Na LL. CIU cuU a LL cnL cq y --r U U r tc -v ZQ0 C/) v F-W d z ca o C��U••m.c O U 1. N G C ..J to W M Cu W V n. e w N z 1000 (980) (970) (955) (950) (935) (925) (910) (900) C-4 o Z o N Lu I a cq 0 z Lu 0 U W O r= w w N z 1000 (980) (970) (955) (950) (935) (925) (910) (900) C-4 o Z o N Lu I 2 � 1 90 95 _ 000 (99) (980) ( ) ( ) T T T T T * 132'- 61/2" 471 41`111 : 471 A11IA11 AGI All •I C.1_(1" •if;, -nil (935) Y 4AI All yw� s • ggWJO 4 0 = a `�' .�W < E (925) (908) (902) (900) 0-4 � al 5 � c rs.,�a �N, !, I T T T T , - M. _- 16'-10518" 12'-2" 17-95/8ll � u � i ATTACH NESTED STUD 0 /--\ (900) r.40 TO TOP TRACK w/(2) #10 . y 1000 AT 16" O.C. (MAX) 00 S-6.2 S-6.1 S-6,1 3 S-6.1 _ ... - - .. - __ - I`.LL /I -- - - - -- --- I -- --- I 2 .._111 .. -_ __ - _, , _," ., .__, - "_ -- - - - ,__ . - _--.- -, .. _ _ 111_-1._, 3 /2__� M- u r,, - , " j i 6005162-54 (50 KSI) MTL i STUDS AT 16" O.C. (TYP) ttLLJJ b U .9s ,......-_. 1111 ,......,, 111 1... ,- ..... ............. _.....;. ,-. __-' ,-,: ; , .:.. ..- 1111-. _ _ _ - r- ._ - - ._ " --- 11..-11 ,.,_.. _ ... _.. .. ......._._, .1...JL­­­._­­_'_. _.----__ R ,^ r•' �, ,. .; :.1111 ,,,... - 4 1111, rr - .. , : Y. .ry: ". .� _« ., ';'i t . '.: .Ivi ''t 4AI All yw� s • ggWJO 4 0 = a `�' .�W < E (925) (908) (902) (900) 0-4 � al 5 � c rs.,�a �N, !, I T T T T , - M. _- 16'-10518" 12'-2" 17-95/8ll � u � i 2 1 S-4.0 �j I 4 S-4.0 1 STORE FRONT WALL ELEVATON 5-4.0 3/16" = 1'-0" ATTACH NESTED STUD /--\ (900) /____�, TO TOP TRACK w/(2) #10 . y 1000 AT 16" O.C. (MAX) 1 /4__� 1 S-6.2 S-6.1 S-6,1 3 S-6.1 _ ... - - .. - __ - I`.LL /I -- - - - -- --- I -- --- I 2 .._111 .. -_ __ - _, , _," ., .__, - "_ -- - - - ,__ . - _--.- -, .. _ _ 111_-1._, 3 /2__� S-6.2 - -- _ . 1 1 1 1 11 1 1 .. , _,:__.__­:,.,�:._.__: _ - _ _ - -- - 5-6.2 EXISTING INFILL S-6.1 , " j i 6005162-54 (50 KSI) MTL i STUDS AT 16" O.C. (TYP) I - i ; - - - - - -- - - -- - - _..-_ ._. , 111.1.. _:'. - , ..- .-__, .. , .,_-1111... - - --- - -- - __1.111 - _. __ - - - --- - - - - I -_ __ - - - , - �: E .W 4X22 ;'(E) W 14X22 -_ (E) . W 14X22 (E) W 14X22 - I ( ) 1111 1111 .. ,......-_. 1111 ,......,, 111 1... ,- ..... ............. _.....;. ,-. __-' ,-,: ; , .:.. ..- 1111-. _ _ _ - r- ._ - - ._ " --- 11..-11 ,.,_.. _ ... _.. .. ......._._, .1...JL­­­._­­_'_. _.----__ R ,^ r•' �, ,. .; :.1111 ,,,... - 4 1111, rr - .. , : Y. .ry: ". .� _« ., ';'i t . '.: .Ivi ''t DIETRICH "D975" ANCHOR CLIPS EACH � 0- I I 4 wt , w..� .',! i • , ..• , .. A ♦, s w .. 11.11. '. 0SEE !; -.. t: ,. _1111 .- ,. _._ 11.11..-. ...-1111 .. .. .............. _ .. 1j .7. I'; ,♦.. ,11.11 w• .5 y �k .1• •a :w f�''' •A ♦, G_r 1`y. ,A. r`• U -I.A".4. C -4o = U o O O O O O O TEK AT 4'-0" O.C. EACH FLANGE i Q" O" IF. I� 0 0 CONTINUOUS 80OT125-43 w/(2) #10 1 0 O I I 2 .w .. r_. t TEKS EACH VERT. STUD - (1) EA. SIDE r :'. s 1 "• 1• II I II I I I I I II If II II I a I I I II II II II II„ II II II II � it 5. II I it :111 II II II II t: II 11 II w, II II H II 11 I II II 11....:. I.I_,_ 1111 I J 11 t... __...: _... - - :4-- '. , ♦ s, . 1111.0 _ .. A... - k i _ Y - -' , :. !:,' '• 1 .:.._. • w, �i is • '� + . ':. - Lu n - - ___.. .,-1111, 2 , , d° _ + . ., U + • A 1111 . - :. +' _1111.- . M I ,I ,-. : '. 111/`1._ ♦, • , . • r -..11 -11.11. I II 1,1 l' _,4-- II ,1I II 11 , II II,, II ::.. - it. I I :.9,11 I II II Ii II II II Il ,: II I JI I 11 : 111 11 li II IIla1 II II II 'I !, II :i, II 11 11 II li,: : II 11 II II It! II , t . + 1< •:1 '. "' w �i i , , I.. 1111 . 4 . . 1, •, a A + f, ;- A • +..;. (., + °- - .....,... . - 1111..__--. �-- ; i - _ • -, AI . • A _7 ' •t r •. • - •. r A .- , l , ., 1111, , ._.. A x . • ., w_ i �. • , •, w, / .. A • .V .. . r• hA .. ! } . .., • A . • .1 • , �, A. `;• • d 1 1111. , 4. k 11`- II . II'. ,. I II III: I 11 U,I II II '. 6[ �I-,_ I II 111 II ____ 1 I I II , I I ,- ,_ I - 11 11 Ilr II LI II II if II Id II It ` it II ,It ` Il 41 II II;'' .II .- II II II. II / 1 , 'tl N I II I III II it II II 11 11` 11 II II it { 11 11 ; 11 11 II fl II II 11 II II 41 Il 11 II 11 II II II II II ! , II II II II 11 II II II II II II : 11 II di 11 dl II , U ,._,r ., 1111 II I 1 1 t 1 II j I I I I I II 11 ; It 11 11 11 11 11 11 11 tC j II II II II II II II II -TJ JJ - -I! - J- - -JJ- _ 1: U IJ a TJ ..._...... .. _. 111_1-.-, „-1111_. 1111 11__11 .......... ...-........ II II II II II 11 II II II II II, 11 11 11 11 11 11 11 11 ill 11 II: II II 11 II II II II II II 11 Ili _.. . .. _1 1 .' JI II IJ J! II JI II II II II Il .-._. ____ _- _-_-_ ____: 1 - - _ A ' ► - ,- A . v, •w. . ' i . .. 4 ,. Z f•: '. • .'ti .- : A. • 1'.' •A �• y I .9.,* A' A' • . • ♦ 'A' a r �.: y -'♦ _._._. 'r _• - ., -. YI ' Y t' __ - •4 ' • ' i . - ..'s -a - w'. . ' w d ..i• a -• - -w • A - - - ..! w 1111 _T_ -„t•- 111.1.:. - _'- ' \\- (2) L8x4x3/4 x V-4" LG (LLV) WITH HILTI (2) 3/4" HAS B7 HY150 MAX EPDXY • . yy F ._. w . 4`, �:� Y., - '• •. •�.. at %A 4' w.. i ,. Is-, t :, ♦ •.• i+ . „ ♦1111 r / , .. •_ , 1111 .. ,A, , -, +". ! II. II II III it II 11 II II, ,II II II, ,II , 11. II 11 II II, II_,. '.J1 II I,I II II II II II II II II II II I If I III If II II II II II I I : i ',_ I Y.. II I J 1; It 11 II 71 lI 11 11 Il I II II II II II II II II Il Il II II fl Il : 11 II .II II Il, II II I I I I II II 11 II 11 II 16 4 „ 1111; r _ . • A • .. '•: ) .4 . • ... r" A :. ,,,�, ' ,A . 71 i/ .. w A x..,.1111_. ill , OR PROVIDE EQUIVALENT CORROSION RESISTANCE. ,j JJ Y: -----_._. Z .: ,. ,J, 1 .• . A. .w . K '. A , •,._ t., .., . , . ,. f III �II 11.11 I Il ,. Ill Ili , ;11 11 II It. , II 1 „lI Yl I1 II II II II 11 II II- 11 II II II, s- n u I I; I 11 II II II II 1 II II II I II II II II II II If; :.:' w, ♦ A "; •• • : • i • I. ;, A. • s • .'I A , , . .*-- WALL TO REMAIN 1 � ¢ _ ..• , .i .. A .• ,w e.. „ . ti 1111 ., , , ', A• •.w . ; ., . r' ,y ', II n. f1` I E H 11.11 ( ) :98X6X3/, 6 II II; II It, \ II , II II 11 II 11 II (E H S8X6X3/16 II lJ 11 E 1 II II II II O H S8X6X /16 IF II II II II 11 Il (E) H SSX6X 1`16 ..A A : • ,A . ,1`A ,♦ • •, .. •e• • t j' •i �:: NEW 3/4" 0 THRU BOLTS AT ¢ . . . 1 5-3/4" - (2) - _1111., 1111., A. !, ", ✓.-'•-.,ia�",. t , _% hi , ._ , ,. }. .., I : : -'ti r � , ;' / _ : ., 1111 ,• �i •♦ '}. A•'.1` , r.♦' •1 ,. •.i' r' . d,•' �• i• ,w , 1., ,_.J..W..�.. - `., ._. _ __.-__-__ l , -__ -__ . , . 1111.. .. 1111.... - 1111. ......._........ '. 1111. .... .::.-....i. , . , .••• w s ,. ••' A .. .. , .• ,. .• .4 A "II .-11.11.. o t •A ♦. .•. •�, , .. 11.;11 , ♦ n ... ;._•;. ,-._� ••:-_1111 .-_y.. w 1. _ 1._:.1 1111. !- - �' '♦ •'. A' -• • i.•• _ 'I •1; '..♦ .A _-- A - __-- •, __w� -#T- ___ - - - -.A..:.f � a 1:1:1, ., 11 1111 ... _. _ -_-.. .-.., , _,.: _ fl ff H 111 1,. ......... 1111.._. _.._ ........ _11_11.. .'_ - IL If II IY-- -ff- ---ll-- 11 _ - .. _ .. .:_.-.._. .... ........... _1111.._1111 ._-.........._- ...._._. __. ....._.. :�__ TI -il fl it it it fl 1f ii H H - ..., {It 11 l TI i 11 11 II II II II II II ., �., II 11 II If II 11 If 11 II II; W ,. .� .• A. •. .. „ .:. ! w. : , . . - __•_ - -_--_--__--_ • •• + • -. - --•t•, - . 1111. 1111. <. 1111. , ., i.•. If --....._. 11.11, _ - __. ___. _ • , 1111 _ .. ... .. ..♦ 1_ :i ._....A ,1 11.11.- ---'-_ ,-. ♦ • .A r .. :._.. ... -:. _ . _ _ 1111. _ ..-_ .1 • +1 ♦ .,a.- . .;, A :. . .. � •, y . • '.. .. . A _...:: -::: . i' ,. ;A r ! i ;. 'w _ a .. , • _ _ _11.11 �.: _ w . • NEW C12x20.7 EACH SIDE 1 H • .. x "B A , ♦• . A • . ,w + ••. •. EXISTING TILT -UP II II II 11 II II II 11 II II 11 II II II II II ill II II II II II II II II ;II II II II II II 11 II If • ,♦: d { ••, EXTG WALL -PLAN VIEW 6 j ,..,,,..,...__-____.-_-__ 1 - J H" 11_11.,_ 1111.. __... .-1111 �" A ♦ -11.11.., 1111, ..,._... I i ,. 1111..-11.11 ,. .. -. _... : .. ... o- • y s ♦ . ._.-. .. • a x A rr.; A' •' ..:' I' II Jt i II II II if fb If II .. 11.11 111_1 ... 1111... 1111.._ ._ 1111.. _ 1 I hl ii it , .11 tL 1 t I .-__ ___ ._.-...---..- .._ - _._ '...,._..., .- .. _.. _. .. 11_11. . .. 1111: t{ i I i t m7tt< N; t iIr-H. $ l 1 # 171 i . .._ 11 II _ II II II II II 11 I II i I II 7 ;II 11 II 11 II II II II II 11 11 IG 7 •. . w' w '�. A:V, 't .' .- It t A +C .. a- A ,? .. A. i , x. *' I- J - F" •-' I ^ 1 / .. w. , , •, w 1' i w ., .';'' '" •. •-:d r 1111 .. i �, �', ..: ': 1111 11;.;11.• 1w 1 1111, , .. 1111 n y-._...,.�,,� I Il- ,_+ ll_.i._.11 I 4. -;. , 1111, ,_1 � I I I 1... 1 '_all 11...,.1 . , � . ' , . , ., ;. �. I I 1 - , 1 , „ 1'-_1`.I -.,_ 7 , ;11,- 11 � ..Jl.. U.. '_I � 1� ..; , , , 1 1111 1, �.. ! I .;- I II II II II II II II II If I I II II II 11 II SII II If '.. ,i. A :4, '♦ :; 'e'' % ••. :II , t n t _ •. r. ,w _._ .n. w , 1111. 1111 e . r J . , w .. •, .. �.. 1. J1 _... P t , .i.,l.: ., >. 1111....- 1. 1111 .I_,... _1111.. --_ -_. A ; r II : I ... .. . . . .II, II. II, „ ............ _.. ,' 11 II, 11 II II , II. I , 1111 ,, T ,. IL I I 11 .I If IL ::II 41 �,t I l _ � -, 1. L. _ _ 16,.1 II II 71, II I "SIT, 11 1 1T T ( " :.: II II II II I I II II II 11 I -6. 11 $ 4 II II II II II II I I II II i II H II II II -6. II II �I I II II II I 11 II I • j • - 1111.... • .. A. ♦ _ A .. �... i r •. w. •. A.' .. w , A , I , � _, 1111-..L... _ 111.1_ .-_[ _: . V .. ,. _... .- --- -----.------ ------ -- 11.11 '... : I ,_ . A ,w :. -, .. . --__ -..`_ , F ,.1• ! -.:.. , - � 11;11 :. 1111 _ _.. ..„ - , „ -_• . , _.._.... ,._ ............ '-w .: A , , , i i ., i .� ! � -,_ �1 ;_ . �. , J r_. .. A,._.. ,_ ......_...._.. , ............_ d.. �.. � .. 1.1 I ll i � I , ' J-_ -° 11 If H II 11 I 1t 1 I ; i i '- I ! , 1 __ _- _:- . - . _. _.. , 11 �t 11 Ii H 11 111_1_.._-. - - ,,_...... _ _- --- ! ;:,: 1 I 'I , � �. i', � t : . -..: .. 11:11 t _, 8 II 11 TI If II it tt W ----- 1111.... :..._.._..._ ,....._... :- _ - _ 4f fl 11_11...- .. _ _, __:. _ I � H II II II II II _.1111-.1111 ______..-__......., _ .. .._.................... , .. ... II II I II II II IL II Il I .. '....w.. .i 1111 ,. 1111 1111. _1111. _ __......... 1111._. .. 1.111 s. - i.. A i „t " 1. + w; r I •, w' .. .. , .♦, 11.11, -, •. i dA ; 1111 , n ,. . 1111,..: '•. , ,..� ... .. 1111 A!*.'.,. 1111 ,. � • .. ........� A. � a i. ,� • } A .w 1111 1111 , . , •• ' •A . A A '♦.. .._A..... 11_11: w _ ', ./♦71 - ♦ .. _ �... .. A :.-._,__ A---_._.. -. '. , 11.1.1.._ v. • 11_11 ... A,-__.. .. -.._ 4 y .. • i"+ A- •A ,. _ _......, , - .- . -... ., • „ •. •� .. a._. --- -1 - .. *- • 1111 :. :_. A._v__ -_1.111 _, ll-. - __ ,__...,,,-...-..__. ,. 11 .11... ! __ ___[t 11_ I _1111.. .............. II_. -11 II Il_..... U II _.. - - _ 1 u 11:.,_ -_ll-__$ - 1 _ _JI 1 __.�11 _�_ll_. 11_.. -., :1111 T+, u a1 (E M 58X(iX /1f ,..11._._- II __.11_, u- ,''1`r! II II II 11 II II It E / II n u n () HlbS8?(.6X3 116 11 ! II II tl II II I II II II II I n u u u n Il 11 (E) HESBX6X3/16 .,v • •41 .n •, .'. .•' a x A r. .�' ,. y► 1 :i A• .w, - +� 4 • ..r. �wA 4. •' •• --.__.. _..-1111_._ -__.. __. ., , . . , <e. 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CCi 11;11_. 11:11:.. .... _. ... I ( 1111.. _ 11.11. 1111.. 1111- : ._ 4� I ,, .� -0, . .- -_ - - .. :. .. 11.11... .. 8 ,. t • _.. ._Z._. ..�- __- ---:. -_ • I I ; i ,. >_ 1111... ,. .. _... 1111. ---- _. ,. 1111, .. .. 1111. -... _ .. - 1111 ... .._ .. 1111..-, _ -111_1 ..-.._ ......_.. ........ . .. .f • 1 '•.N _ - 11` , : - ,_ _ 1111 I; "'moi I (`• 11_._11,,-. ........ ..... .\.. i -- _._- 1111. 1111. 1111... 1111. 1111 k ,YY ... 11.11._... -1111 _. ., _, 11.11..- 1 N } _1111. _ 1.111_.. :::... __- _._- ._-._. ,1'• •A t; • . 4 • ? A ' .� 1 r W. yti.-.' . 111:" . •' .. • . .r ' , ... ,' i I !'' i �j 1 S-6.1 I xi '„ w i X ! I, i METAL STUD HEADER X 1`X x � co B.O. HDR 10'-2" TYP X X ( ) II `� f9 ' 11. X: i 1 .. -... -_ 1111 _1111... .. .. 11:11._..1111..__. _. 1111.... I 5-6j1 ii I X O.H. ........... .....__.... 1111,. 111 1. __........ ......_.,,. 1 { 1111 1111.._ , . ° ,n 11.11 _ .., .....- ......_ ,: °.° ii ._..-.-1111..- 11.11. 1111. !' . . .t' ' . : •. .. . A. • . ♦ A. .it 6 11` : i �!7 o Lu A y w A '�' A " �'; I m i CO/� "! 1`'i GD (n I ,_1 ;s -, CD 1 'i °�° I X I, X ;I q S-4.0 Ili11.11 J a ., •' _1.111-. , .. -., i _r,.. .-----___ ',-. - 1111 - _ -- - _1111 . ,__ .1111. ----- 1, i _ , _ " CO(/� , _W 1111 _ __ _1111 ifl ; i. _... _1111. - _ _ , , _ __ _1111,-_1_111. - - V) u% :.._._.,.. , 1111 --1111. -' 1111 _. _. ;n l ---____ __,_ ,I . i ..Ln 1 I - i -C!a-1111 - __. _ _ i I, _. 1111. .:0X0,_ ; � .i n ::1111... % - - . - ;1 , .. • ♦ J ¢ o , �I w • M. 4 -, X, �, i' 1: : i X • lA 1_1.11 ------- - .' Y i I i ii 1 �, ' i = 1 1 i, m _ I 2 N i I i= �.I i �,., _. ' - - OXD' *, •A •♦ 3 ,� , . . M �• 1 • 610 i I; (O1` 1 : 11 11 11 '11 1z II I: r- �1i !i X; �, IX I I I !, V) II V) II 1• :! t •' . X w !i W 'X i ':.i W " '+.r l Vii !� 1: V) 1''� l w 1 W JA •• •. A .A , V)I ! j i 11` :I. 1. {i , I V)i .I 11`11 ��, 1 V) _ _ I .. M•. 1 �.__ J 1111.-.-_1111.. m 1 _ 1111 . •' �. 4 i V) �, 1111 '; '[n :; '1111 1111 11 .._...... _... ! 1111 .. _ 1111. . ! !' ( I ';_ , !i ! it 1111-,_ -...,.....,_.. ..,...�,.. J - ::`:-:: _ 0 :,: L • . _. __11:11 d 1 _.._.. , ,.w + M A 'i r W 1111 ,, v TILT -UP WA LTO,.. L I = , '.'i I ;I I' ''. ! "' - __. , i� ! .1 - :i „ l l ll I . 11 i , T LT -UP Lig1 WA LTO. I ----Y2 it I i i; < i•. A,.1 4- ',�.. .. ._.- ".~,. LL: --1111 ::.; . r 1111: , .. 11,11.. :.' , 1. I ., : .. , . • .. . , !I is ! i (, i I, , , ; -- r _ .. I� - i I ,_ iI •..• ! �, 111-_ 'i A - - .I I I ' , • . , :.: - �_' _ ,• A ., 71; a 1 : -' ; '! BE REMOVED R ED is ,i . c I ' ;! I I '., '_ j a I �,._ I I, ,. i ;; 1111. {�` I 1 ,.tt �'i A ;.. A_ °A. ,.- ,. . _. '. - .., ,>- , .,_.., .. , 1111 :. 1_ , ..._4. , f 1111. i 1`'i : , , , , • a ,. : _. -`u , -- _ I-- k 7 yl P --'i i! 1..., _' " _ - - -- -- , - - - I 11 - - _ .-.--. __ _-_. 1. _._-. �-- _ - _ - - - - - - - - -1" _--.. .-_ __ -. I �� - I -_. - I - - I - 2 1 S-4.0 �j I 4 S-4.0 1 STORE FRONT WALL ELEVATON 5-4.0 3/16" = 1'-0" T.O. STL t n z ¢ a O I— B.O. STL I 10 - 112 0 W O NW 0L W m F- FIN. FLR. _\ 0 T.O. EXIST FTG � ATTACH NESTED STUD /--\ (900) /____�, TO TOP TRACK w/(2) #10 . y 1000 AT 16" O.C. (MAX) - y I/ 1' - 4" EQ EQ 1' - 4" 1'-4" 1'-411 w/#10 TEK AT 6" O.C. EA. FLANGE i80OT125-43 4-0 r0- I I 1 DIETRICH "D975" ANCHOR CLIPS EACH � 0- I I w r(2) T.O. KNEEWALL (1) SIDE OF VERT. STUD w/(6) #10 TEKS TO VERT. 0SEE ELEV 1STUD tf am AND (1) 1170 KWIK BOLT -3 AT CENTER � a.IOF AND FIN. FLR. FIN. FLR. - Lu - U 800S162-43 800T125-43 i C -4o = U o O O O O O O TEK AT 4'-0" O.C. EACH FLANGE i Q" O" IF. I� 0 0 CONTINUOUS 80OT125-43 w/(2) #10 1 0 O I I 2 I TEKS EACH VERT. STUD - (1) EA. SIDE I - Im . I � � 14-S, - � I . __ Im . Sit, S: T.O. EXIST FTG T.O. EXIST FTG �, I_7� ^ I L I Im I Ift Lu n t 2 , , d° _ - - ,d _ d° .. I -I I' ,. ° ,° 4 4 -\___ - - - a. 1 I-� - ° d ° - •°� ° - A e -_ -Q11 (7' C.J - e - _o _� °, ,° 4-' _ ._ .° I. ° Z. - °. - G ° eq - - - -• ° I -1 I I^l °- - a .. 1111 r - ° , 1"° - , °-° - d ° 1111 .. . ` Y - - ., : - - d , - ., - -' b - . -��,",- -- - ° ° 4 "- - f- °• o a i of , I I I � W \\- (2) L8x4x3/4 x V-4" LG (LLV) WITH HILTI (2) 3/4" HAS B7 HY150 MAX EPDXY (2) L8x4x3/4 x 1'-4" LG (LLV) WITH HILTI (2) 3/4" HAS B7 HY150 MAX EPDXY z ANCHORS WITH 9" EMBEDMENT INTO FOOTING AND (2) 3/4" DIA (50 KSI) ANCHORS WITH 9" EMBEDMENT INTO FOOTING AND (2) 3/4" DIA (50 KSI) I -= WINDOW SILL WALL THRU BOLTS INTO EXTG 7-1/4" CONRETE TILT -UP WALL - (1) EACH SIDE THRU BOLTS INTO EXTG 7-1/4" CONRETE TILT -UP WALL - (1) EACH SIDE OF WALL. COAT L8x4 & ANCHORS WITH (2) COATS OF BITUMINUM PAINT OF WALL. COAT L8x4 & ANCHORS WITH (2) COATS OF BITUMINUM PAINT 2 SECTION AT STOREFRONT OR PROVIDE EQUIVALENT CORROSION RESISTANCE. OR PROVIDE EQUIVALENT CORROSION RESISTANCE. I EXTG PANEL CONN TO FOUNDATION EXTG PANEL CONN TO FOUNDATION > ri t.0 3/411= 11-011 s-4.0 3/4" = 1'-0" I EXISTING TILT -UP 1\ It 1.9U WALL TO REMAIN - W (3) SIDES 3/16 a: 16 11 6 ': �, 1/2" END PLATE CONN. WITH L8x8xl/2" x V-0" LG WITH WITH (4) 5/8" DIA ° �. Of 1 od - HORIZONTAL SLOTS AND HILTI HY150 MAX HAS B7 ANCHORS WITH EMBEDMENT EACH LEG ad NEW 3/4" 0 THRU BOLTS AT a °' (2) 5/8" DIA HILTI HY150 MAX 5-3/4" - (2) ° a N 12" O.C. STAGGERED - TACK EPDXY ANCHORS AT 8 O.C. W , , WELD NUT TO BOLT - I - c11 WITH 4" EMBED. ar " °° d_ - 9 I- 11 I II , ° °1 1 p' -I I' 6• r4 � p °; d d - P ,p b, • , `� EXISTING TILT -UP I I z 11 - ° ,4 ° • WALL TO REMAIN 1 1/2" 1112 NEW C12x20.7 EACH SIDE OF EXISTING WALL EXISTING TILT -UP WALL TO REMAIN NEW C 12 TO EXTG WALL -PLAN VIEW 6 NEW CONNECTION AT EXTG TILT -U P WALL I,o 3/4" = 1'-0" S-4.0 3/4" = 1'-0" T.O. STL t n z ¢ a O I— B.O. STL I 10 - 112 0 W O NW 0L W m F- FIN. FLR. _\ 0 T.O. EXIST FTG � I , 1 I 9 I j hs �!M ATTACH NESTED STUD L. GLAZING PER ARCH DWGS -Twill TO TOP TRACK w/(2) #10 � .9 �1TEKS AT 16" O.C. (MAX) - 80OS162-43 AND 80OT126-43 NESTED STUD 111111111. w/#10 TEK AT 6" O.C. EA. FLANGE i80OT125-43 4-0 cu 1 DIETRICH "D975" ANCHOR CLIPS EACH w r(2) T.O. KNEEWALL (1) SIDE OF VERT. STUD w/(6) #10 TEKS TO VERT. 0SEE ELEV 1STUD tf am AND (1) 1170 KWIK BOLT -3 AT CENTER a.IOF AND c:0 Lu STUD WITH 31/4" MIN. EMBEDMENT U 800S162-43 800T125-43 i C -4o = U o �NESTED STUD AT 16" O.C. (MAX) w/#10 0 LuQ TEK AT 4'-0" O.C. EACH FLANGE i I� CONTINUOUS 80OT125-43 w/(2) #10 1 I I 2 c TEKS EACH VERT. STUD - (1) EA. SIDE z n I I I I I W L L Lu n t 2 I -I I' w r5 `; _�-i 1 I-� -� I� U- - w_ EXTERIOR a - I -1 I I^l I CONCRETE SLAB .. 11I- U - ON GRADE - SEE ARCHJSITE DWGS.1-0 1I i of I to W z I -= WINDOW SILL WALL 2 SECTION AT STOREFRONT I 4 S-4.0 3/4" = 1'-0" I It 1.9U W a: 16 11 6 a -1 Of 1 I , 1 I 9 I j hs �!M LIJ rn 0 z Q z� O' 1"'I'll- < LLJ J W J J _j I Lu < LD CD L. 0 Allia ti) Z W - 111111111. 4-0 cu Ail w M O N00 vrC-4 tf am 'm -go c:0 Lu �(1)uJ-aa 3:N(L J C -4o = U o LIJ rn 0 z Q z� O' 1"'I'll- < LLJ J W J J _j I Lu < LD Z r - 0 cil a) 3 0 o mLjj 0 LuQ I� 2 a z n I U W 2 0 U of W Z O W W Of J W ar Z N - 3 N o mLjj 0 LuQ I� 2 a n I U yy F3 TENSION DEVELOPMENT LENGTHS AND LAP SPLICE LENGTHS FOR UNCOATED BARS TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS FOR UNCOATED BARS TYPE HSS8x8x5/8 0 (NEW) HSS6x6x3/8 REINF. -F0 cn (NEW) HSS6x4x3/8 REINF. N (ACI 318, INCH -POUND VALUES) SIZE (EXIST) HSS6x6x3/8 3500 PSI (EXIST) H836x6x3/8 BASE PLATE PL 1 1/4" x 15" x l'-3" LG 7000 PSI EXISTING EXISTING ^m W 2" 11" 2" LENGTH (IN) PER CONCRETE STRENGTH (P.S.I.) U >00 04 9000 PSI #3 10 9 9 8 7 7 0 o r #4 d' 3000 PSI 4000 PSI 5000 PSI 0 0 6000 PSI #5 17 7000 PSI 13 8000 PSI AND 9000 PSI BAR ANCHOR BOLTS LAP 19 EXISTING 16 EXISTING 13 10" EMBEDMENT #7 23 22 20 COLUMN TYPE C1 15 C2 #8 SIZE 25 CLASS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS 22 TOP OF SUPPORT -� i I i CASE 1 CASE 21 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 #3 1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE LENGTHS ARE IN INCHES. A 22 32 17 25 19 28 15 22 17 25 13 19 15 23 12 18 14 21 12 16 13 20 12 15 SEE COLUMN SCHEDULE FOR SIZE B 28 42 22 32 24 36 19 28 22 33 17 25 20 30 15 23 18 28 14 1 21 17 26 13 20 #4 A 29 43 22 33 25 37 19 29 22 33 17 26 20 31 16 24 19 28 15 22 18 26 14 20 B 37 56 29 43 32 48 25 37 29 43 22 33 26 40 20 31 25 37 19 28 23 34 18 26 #5 A 36 54 28 41 31 47 24 36 28 42 22 32 25 38 20 29 24 35 18 27 22 33 17 25 B 47 70 36 54 40 60 31 47 36 54 28 42 33 49 25 38 31 46 24 35 29 43 22 33 #6 A 43 64 33 50 37 56 29 43 33 50 26 38 31 46 24 35 28 42 22 33 26 40 20 30 B 56 84 43 64 48 72 37 56 43 65 33 50 40 59 31 46 37 55 28 42 34 51 26 40 #7 A 63 94 48 72 54 81 42 63 49 73 37 56 44 66 34 51 41 61 32 47 38 58 30 44 B 81 122 63 94 70 106 54 81 63 94 49 73 58 86 44 66 53 80 41 61 50 75 38 58 #8 A 72 107 55 82 62 93 48 71 55 63 43 64 51 76 39 58 47 70 36 54 44 66 34 51 B 93 139 72 107 SO 121 62 93 72 108 55 ' 83 66 98 51 76 61 91 47 70 57 85 44 66 #9 A 81 121 62 93 70 105 54 81 63 94 48 72 57 85 44 66 53 79 41 61 49 74 38 57 B 105 157 81 121 91 136 70 105 81 122 63 94 74 111 57 85 69 103 53 79 64 96 49 74 #10 A 91 136 70 105 79 118 61 91 70 105 54 81 64 96 49 74 59 89 46 69 56 83 43 64 B 118 177 91 136 102 153 79 118 91 137 70 105 83 125 64 96 77 116 59 89 72 108 56 83 #11 A 101 151 76 116 87 131 67 101 76 117 60 90 71 107 55 82 66 99 51 76 62 93 48 71 B 131 196 101 151 113 170 87 131 101 152 78 117 93 139 71 107 86 128 66 99 80 120 62 93 #14 N/A 121 161 93 139 105 157 81 121 94 140 72 108 86 128 66 99 79 119 61 91 74 111 57 85 #18 N/A 161 241 124 186 139 209 107 161 125 187 96 144 114 171 88 131 106 158 81 122 99 148 76 114 NOTES: 1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE LENGTHS ARE IN INCHES. 2. TENSION DEVELOPMENT LENGTHS AND LAP SPLICE LENGTHS ARE CALCULATED PER ACI 318-05, SECTION 12.2.2 AND 12.15, RESPECTIVELY. TABULATED VALUES FOR BEAMS OR COLUMNS ARE BASED ON TRANSVERSE REINFORCEMENT AND CONCRETE COVER MEETING MINIMUM CODE REQUIREMENTS. 3. CASES 1 AND 2, WHICH DEPEND ON THE TYPE OF STRUCTURAL ELEMENT, CONCRETE COVER AND THE CENTER -TO -CENTER SPACING OF THE BARS, ARE DEFINED AS: BEAMS AND COLUMNS: A) CASE 1: COVER AT LEAST 1.0 (db) AND C -C SPACING AT LEAST 2.0 (db) B) CASE 2: COVER LESS THAN 1.0 (db) OR C -C SPACING LESS THAN 2.0 (db) ALL OTHERS: A) CASE 1: COVER AT LEAST 1.0 (db) AND C -C SPACING AT LEAST 3.0 (db) B) CASE 2: COVER AT LEAST 1.0 (db) OR C -C SPACING LESS THAN 3.0 (db) 4. LAP SPLICE LENGTHS ARE MULTIPLES OF TENSION DEVELOPMENT LENGTHS: CLASS A = 1.0 (Id) AND CLASS B = 1.3 (id) (ACI 318-05, SECTION 12.15.1). 5. ACI 318-05 DOES NOT ALLOW TENSION LAP SPLICES OF #14 OR #18 BARS. THE TABULATED VALUES FOR THOSE BAR SIZES ARE THE TENSION DEVELOPMENT LENGTHS. G. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 IN. OF CONCRETE CAST BELOW BARS. 7. FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.3. yy F3 STEEL COLUMN SCHEDULE TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS FOR UNCOATED BARS TYPE HSS8x8x5/8 0 (NEW) HSS6x6x3/8 REINF. -F0 cn (NEW) HSS6x4x3/8 REINF. N SIZE (EXIST) HSS6x6x3/8 3500 PSI (EXIST) H836x6x3/8 BASE PLATE PL 1 1/4" x 15" x l'-3" LG 7000 PSI EXISTING EXISTING ^m W 2" 11" 2" LL. U >00 04 9000 PSI #3 10 9 9 8 7 7 0 o r #4 d' 12 " 10 0 0 9 #5 17 16 CV 13 12 11 10 ANCHOR BOLTS (6) 1" DIA A36 A.B. 19 EXISTING 16 EXISTING 13 10" EMBEDMENT #7 23 22 20 COLUMN TYPE C1 15 C2 #8 C3 25 SEE>_7 �+--- COLUMN CL 19 18 NOTES #9 30 28 26 I 21 20 18 i i 34 31 29 i aw 24 22 TOP OF SUPPORT -� i I i 37 35 32 W 27 25 00 I I n¢ 45 42 Y 35 32 29 Lu Lu 60 55 52 co 45 39 MZ� 1 I w 1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE LENGTHS ARE IN INCHES. zo 2. TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS ARE CALCULATED PER ACI 318-05, SECTION 12.5 AND THE AASHTO BRIDGE SPECIFICATIONS FOR HIGHWAY BRIDGES (16TH EDITION 1996), ARTICLE 8.29. 3. FOR BAR SIZES #3 THROUGH #11 ONLY: A) IF CONCRETE COVER CONFORMS TO ACI 318-05, (SECTION 12.5.3) OR AASHTO (ARTICLE 8.29.3.2), THEN A MODIFICATION FACTOR OF 0.7 MAY BE APPLIED BUT THE LENGTH MUST NOT BE LESS THAN 8.0 (db) NOR 6 INCHES. z B) IF HOOK IS ENCLOSED IN TIES OR STIRRUPS PER ACI 318-05 (SECTION 12.5.3) OR AASHTO (ARTICLE 8.29.3), THEN A MODIFICATION FACTOR OF 0.8 MAY BE APPLIED BUT THE LEGTH MUST NOT BE LESS THAN 8.0 (db) NOR 6 INCHES, HEAVY HEX NUT (TYP) TACK WELD --� (2) PLACES@3/4" OR LESS (3) PLACES ALL OTHERS SEE COLUMN SCHEDULE FOR SIZE AND NUMBER OF ANCHOR BOLTS TYPICAL ANCHOR BOLT DETAIL FILLET WELD NOTES: 1. ALL WELDS ARE CONTINUOUS ALL AROUND COLUMN BASE. 2. PROVIDE 5/16" FILLET WELD AT ALL COLUMN MATERIAL THICKER THAN 318" AND 1/4" FILLET WELD OTHERWISE. yy F3 U) TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS FOR UNCOATED BARS (ACI 318 AND AASHTO, INCH -POUND VALUES) 0 LENGTH (IN) PER CONCRETE STRENGTH (P.S.I.) -F0 cn BAR N SIZE 3000 PSI 3500 PSI 4000 PSI 5000 PSI 6000 PSI 7000 PSI 8000 PSI & ^m W LL. U >00 04 9000 PSI #3 10 9 9 8 7 7 6 #4 13 12 12 10 10 9 8 #5 17 16 15 13 12 11 10 #6 20 19 17 16 14 13 12 #7 23 22 20 18 17 15 14 #8 27 25 23 21 19 18 16 #9 30 28 26 23 21 20 18 #10 34 31 29 26 24 22 21 #11 37 35 32 29 27 25 23 #14 45 42 39 35 32 29 28 #18 60 55 52 46 45 39 37 NOTES: 1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE LENGTHS ARE IN INCHES. 2. TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS ARE CALCULATED PER ACI 318-05, SECTION 12.5 AND THE AASHTO BRIDGE SPECIFICATIONS FOR HIGHWAY BRIDGES (16TH EDITION 1996), ARTICLE 8.29. 3. FOR BAR SIZES #3 THROUGH #11 ONLY: A) IF CONCRETE COVER CONFORMS TO ACI 318-05, (SECTION 12.5.3) OR AASHTO (ARTICLE 8.29.3.2), THEN A MODIFICATION FACTOR OF 0.7 MAY BE APPLIED BUT THE LENGTH MUST NOT BE LESS THAN 8.0 (db) NOR 6 INCHES. B) IF HOOK IS ENCLOSED IN TIES OR STIRRUPS PER ACI 318-05 (SECTION 12.5.3) OR AASHTO (ARTICLE 8.29.3), THEN A MODIFICATION FACTOR OF 0.8 MAY BE APPLIED BUT THE LEGTH MUST NOT BE LESS THAN 8.0 (db) NOR 6 INCHES, 4. FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.3. yy F3 U) L.0 0 -F0 cn z N L.L `•'3 � o ^m W LL. U >00 04 L � M ca LWu 00 wLu �U- 2 •vW Lu d g U C E c JLu Pcnco 0 "Mal N $ o cd U vs. FIT U u yy F3 U) L.0 0 -F0 cn z N L.L 4+ ^m W LL. U >00 04 L � M ca LWu 00 wLu �U- 2 •vW Lu N to �NO U C E c JLu Pcnco yy F3 w W J H w Lu O au 0 E z N L.L cu c U U c U LWu U C � wLu Zt0 L2.0'� cj) g z �qe N 5 -2 ��.� O U C E c JLu Pcnco a N w W J H w Lu O z N U a LWu wLu N W o m U S-5./ L SLAB ON GRADE - SEE (D' 3/4 TYPICAL FOUNDATION PLAN Q 48 BAR DIA 2'-0" (MIN) SEALANT AT EXPOSED JOINTS 1/8" THICKNESS C/1 LAP (MIN) z Or KEYED CONSTRUCTION 11/211 2 1/2" MIN a 00 JOINT TO BE TOOLED OR SAW -CUT Z M o _ _ a d : �' �.y °-Q ' - °- a ° p Z ° A V -a° ° W TYPICAL CONCRETE 1 CHAMFER DETAIL 2 STEPPED FOOTING DETAIL 3 TYP SLAB CONTROL JOINT 4 TYP SLAB CONSTRUCTION JOINT SAWCUT DEPTH SLAB THICKNESS SAWCUT DEPTH 4„ 1 ff 5" 1 1/4" 6" 1 1/2" 7,v 13/4" 8" 2" PLATE SCHEDULE H :o 4 _ ° 0 ° � U CHAMFER ALL EXPOSED EDGES _ I �� d s^ "''� OF CONC. SLABS, COL'S, W W G WALLS, AND BEAMS BOTTOM REINFORCEMENT Q. '. a O � (1) 111-D c - SEE FOOTING SCHEDULE _ � ( _ r w N AND/OR DETAILS Q m w _ H 48 BAR DIA LAP (MIN) TYPICAL CONCRETE 1 CHAMFER DETAIL 2 STEPPED FOOTING DETAIL 3 TYP SLAB CONTROL JOINT 4 TYP SLAB CONSTRUCTION JOINT SAWCUT DEPTH SLAB THICKNESS SAWCUT DEPTH 4„ 1 ff 5" 1 1/4" 6" 1 1/2" 7,v 13/4" 8" 2" '0 a LLX .41 J W q° • U!J Q w ° <w -w 4- 3 Ir T1 `1 ntts CIL . d ZZ 811 8" CONT. #4 ALONG cis m w_ CONSTRUCTION JOINT off, NOTE: SEE FOUNDATION PLAN FOR LOCATION OF CONTROL JOINTS TE 'ATE CONSTRUCTION JOINTS AT CONTROL JOINT LOCATI ICATED ON THE FOUNDATION PLAN, SUBMIT LAYOUT OF NSTRUCTION JOINTS FOR REVIEW s -6.o 1" = 1'-0" s-6.0 3/4" = 1'-0" S-6.0 1" = 1'-0" CONC. SLAB W/ FIBERMESH REINFORCEMENT 0. W W En ZZ ,Q° ,. ` -• °4 n ted.: - :,e a-: - - - d.d co Wipl, 1!1�'�\' STRUCTURE ABOVE - SEE PLAN 6" 6" PROVIDE PIPE SLEEVE WITH STEP W/ CONSTRUCTION JOINT THAN PIPIAMETER 2" LARGER 3' - 0" MIN LAP ; AT TOP REII U 2'-0"MIN LA\\\ z CONC. SLAB W/ FIBERMESH REINFORCEMENT z N\ N\ \� AT BOTTOM REINF. Lu U) `? -'d " do- a ad 4 d` d d ° _ - - - q z a ° 4 , d a d ° Amw pliow , d d d ° - O CONC, BOTTOM REINF. _°= ~ ° ° a . TOP REINF. SAME BAF PER PLAN/SCHEDULE °, d, , SIZE AND QUANTITY A 2T T ° CONT. BOTTOM REINF BOTTOM REINF, SAME AS TRANSV. BARS PER — CONT. BAR REINF. PER FOOTING SCHEDULE STEP W/O CONSTRUCTION JOINT FOOTING SCHEDULE T r TYP STEP IN CONCRETE SLAB 6 PIPE PENETRATION DETAIL WITH SLEEVE --6-o 1 1/211 = 1'-0" COL INTERIOR ---- --t EXTERIOR GENERAL NOTE: HSS COLUMN -SEE A.B. (A36 MATERIAL) THE LENGTH MUST COLUMN SCHEDULE I I i SATISFY BOTH THE REQ'D MIN EMBEDMENT AND THE MIN PROJECTION: EMBEDMENT DEPTH ) I IS FROM T/FOOTING TO TIHEAVY HEX NUT CONC. SLAB w/FIBERMESH REINFORCEMENT 1/4 I I I I BASE PLATE PER COLUMN SCHEDULE SUPPORT BLOCKS ISOLATION JOINT AT 4'-0" O.C. I I I PROVIDE PROTECTIVE COATING AT CONT. SEALANT AT COLUMN TO RESIST CORROSION *_�_ CONT.#4 EXTERIOR JOINT- — - — - --- - I 1 1/2" NON -SHRINK GROUT EXTERIOR CONCRETE SLAB ON GRADE - SEE ARCH./SITE DWGS. T.O.SLAB 34 ELEV = SEE PLAN —N W CLEAR (MIN).. d e • 4 C ' ANCHOR EMBEDMENT EMBEDMENT ANCHORSIZE 8" MIN 3/4" 10" MIN 1" 12" MIN 1 1/4" REMARKS: 1. SEE COLUMN/BASE PLATE SCHEDULE d ° ad• '1 4• „ '4 - - ° and..- -°'- 3" CLR MIN SEE PLAN AND SCHEDULE FOR FOOTING SIZE AND REINFORCING HEAVY HEX NUT -TACK WELD TWO PLACES TOP AND BOTTOM DO NOT PROVIDE J -BOLT ANCHORS - SEE COLUMN SCHEDULE 7 SECTION AT COLUMN BASE / FOUNDATION s-6.0 1 1/2" = 1'-0" 516.0) 1" = 1'-0" s-6.0 3/4" = V_0„ COL a. INTERIOR EXTERIOR 2 NEW HSS6x6x3/8 I EXISTING HSS6x6x3/8 REINFORCEMENT —' ISOLATION JOINT (IJ) U - 1/2" THICK ASPHALT - IMPREGNATED FIBERBOARD I I I I I FIELD DETERMINE 7 STEEL COLUMN 71/4" CONC. TILT -UP CONCRETE CURB WITH 5-6.1 SAWCUT EXISTING CONC) TYPICAL WALL BEYOND CONT, #4 AND #4 I SEALANT CONCRETE SLAB AS REQ'D. CONCRETE COVER SAWCUT EXISTING DOWELS AT 16" O.C. „ I I - " r — — ON ALL STEEL. TYP ACI 90° HOOK (2) CONT. #4 - (1) TOP 3/8 CLOSURE PLATE 1 5 3 DRILL AND EPDXY 3 INTO EXISTING ® ® CONCRETE SLAB AS REQ'D. ' I ISOLATION JOINT DRILL AND EPDXY 3 1/2 NEW CONC. SLAB AND (1) BOTTOM INTERIOR CONC. SLAB I I I I CONCRETE SLAB WITH HILTI RE 500 EPDXY (TYP) I SIDEWALK SLAB #4 x 1'-8" LG AT 16" O.C. (TYP) — — — — — — — — INTO EXISTING SLAB ON GRADE i INSOLATION BOARD CONT. #4 EXISTING CONC. SLAB ON GRADE TO REMAIN AT 16" O.C. NEW CONC. SLAB ON GRADE , (2) CONT. #5 EA. SIDE a W COLUMN BASE PLATE BELOW °,. "d - Q • - - , - - • ` _ z,. --A#4 WITH 900 E I I � I � • •� — Zj -A b I I— iii- I. a: w CONCRETE COVER AT HOOK AT 16" O.C. COLUMN BASE PLATE EXISTING BASE PLATE 10 MIL VAPOR BARRIER 3/4 _ x12 x1'-0 LG. w/(4) 3/4,� 10 MIL VAPOR BARRIER THAT MEETS I \ '- < 4 / ASTM E-1745 CLASS A REQUIREMENTS AT HSS COLUMNS THAT MEETS ASTM E-1745 A.B. w/9" EMBEDMENT CLASS A REQUIREMENTS 0" 1' - 0" #4 DOWELS AT 16" O.C. DRILL AND EXISTING FOOTING --- �' EPDXY DOWELS INTO EXISTING (4'-0" SQ. x 12" THK.) J Q 0 E W E E E C) J ui F W (n w x cn 4t - Oil FOOTING. PROVIDE 4" EMBEDMENT ®®`®®rrraarrr ef�® COLUMN BASEE. T DETAIL SECTION AT REINFORCEMENT COLUMN .••;.'N •� � >r 8 NEW SLAB TO EXISTING SLAB 9 BLOCKOU 10 SECTION 11 R 2 � s-6,0 1 1/2" 1-0 s-6.0 3/4 — 1-0 s-6.0 3/4 — 1-0 s-6:0 3/4 — 1-0 • "�741 sYIM= *. 6' - o° •9 ; STATE OF LL 4, 0•• f ••s _+yn % U d LW 601®�e�tfEOr►r���� EXISTING FOOTING SAWCUT EXISTING SAWCUT EXISTING CONCRETE SLAB AS REQ'D. #4 WITH 90° CONCRETE SLAB AS REQ'D. a HOOK AT 16 O.C. #4 WITH 90° ° 4 : - ° ° HOOK AT 16" O.C. m ° d ;$ b' DRILL AND EPDXY 3 1/2" DRILL AND EPDXY 3 1/2 DRILL AND EPDXY #4 INTO EXISTING SLAB x 2'-3" LG. DOWELS o ` ° & INTO EXISTING SLAB d Q CONT. #4 NEW CONC. SLAB (2) CONT. #4 - (1) TOP CONT, #4 NEW CONC. SLAB (2) CONT. #4 - (1) TOP WITH 6 - d 15� 4; AT 16" O.C. ON GRADE AND (1) BOTTOM AT 16 T O.C. ON GRADE AND (1) BOTTOM I " I— EMBEDMENT AT 16" ° d4 °'` o () 6 CONT. #5 - (3) TOP O.C. ° ° v a � AND (3) BOTTOM � �°-°-a ', •4,,, <aQ,q ;a� ° (2) CONT. #5 EA. SIDE '. ° ° SIDE OF EXISTING FTG. I REMOVE EXISTING CURB AT NEW �- �4r EXISTING SLAB — Q 10 MIL VAPOR BARRIER — I; . -. < .., a , ° ®` STOREFRONT ED MIL VAPOR BARRIER I ®- _ TO REMAIN THAT MEETS ASTM E-1745 - q o THAT MEETS ASTM E-1745 _ 4 4 a CLASS A REQUIREMENTS CLASS A REQUIREMENTS QA - 4p DRILL AND EPDXY #4 x 1._ e e g.. LG. DOWELS WITH 6" _ _ i — _ • m = ° ; ; _ P : e 1' - 0" 21-011 1' - 0" EMBEDMENT AT 16" O.C. 1 6 2 0 1 6 #3 TIES AT #4 DOWELS AT 16 O.C. DRILL AND 36" O.C. (TYP) _ I ' #5 x 5'-6 LG, ° EPDXY DOWELS INTO EXISTING SOTTO a FOOTING PROVIDE 4 EMBEDMENT 51-011 ° r - 4. 4-0 C _ SECTION AT EXISTING FOOTING SECTION AT EXISTING FOOTING SECTION AT EXISTING FOOTING 15 SECTION AT EXISTING FOOTING cn 0 4_4 Z N r H M rn 0 LL U E 7 �L tV 0 M W W G �0 � (1) 111-D c z h 3NO w N v Q J Q 0 E W E E E C) J ui F W (n w x cn 4t - Oil FOOTING. PROVIDE 4" EMBEDMENT ®®`®®rrraarrr ef�® COLUMN BASEE. T DETAIL SECTION AT REINFORCEMENT COLUMN .••;.'N •� � >r 8 NEW SLAB TO EXISTING SLAB 9 BLOCKOU 10 SECTION 11 R 2 � s-6,0 1 1/2" 1-0 s-6.0 3/4 — 1-0 s-6.0 3/4 — 1-0 s-6:0 3/4 — 1-0 • "�741 sYIM= *. 6' - o° •9 ; STATE OF LL 4, 0•• f ••s _+yn % U d LW 601®�e�tfEOr►r���� EXISTING FOOTING SAWCUT EXISTING SAWCUT EXISTING CONCRETE SLAB AS REQ'D. #4 WITH 90° CONCRETE SLAB AS REQ'D. a HOOK AT 16 O.C. #4 WITH 90° ° 4 : - ° ° HOOK AT 16" O.C. m ° d ;$ b' DRILL AND EPDXY 3 1/2" DRILL AND EPDXY 3 1/2 DRILL AND EPDXY #4 INTO EXISTING SLAB x 2'-3" LG. DOWELS o ` ° & INTO EXISTING SLAB d Q CONT. #4 NEW CONC. SLAB (2) CONT. #4 - (1) TOP CONT, #4 NEW CONC. SLAB (2) CONT. #4 - (1) TOP WITH 6 - d 15� 4; AT 16" O.C. ON GRADE AND (1) BOTTOM AT 16 T O.C. ON GRADE AND (1) BOTTOM I " I— EMBEDMENT AT 16" ° d4 °'` o () 6 CONT. #5 - (3) TOP O.C. ° ° v a � AND (3) BOTTOM � �°-°-a ', •4,,, <aQ,q ;a� ° (2) CONT. #5 EA. SIDE '. ° ° SIDE OF EXISTING FTG. I REMOVE EXISTING CURB AT NEW �- �4r EXISTING SLAB — Q 10 MIL VAPOR BARRIER — I; . -. < .., a , ° ®` STOREFRONT ED MIL VAPOR BARRIER I ®- _ TO REMAIN THAT MEETS ASTM E-1745 - q o THAT MEETS ASTM E-1745 _ 4 4 a CLASS A REQUIREMENTS CLASS A REQUIREMENTS QA - 4p DRILL AND EPDXY #4 x 1._ e e g.. LG. DOWELS WITH 6" _ _ i — _ • m = ° ; ; _ P : e 1' - 0" 21-011 1' - 0" EMBEDMENT AT 16" O.C. 1 6 2 0 1 6 #3 TIES AT #4 DOWELS AT 16 O.C. DRILL AND 36" O.C. (TYP) _ I ' #5 x 5'-6 LG, ° EPDXY DOWELS INTO EXISTING SOTTO a FOOTING PROVIDE 4 EMBEDMENT 51-011 ° r - 4. 4-0 C _ SECTION AT EXISTING FOOTING SECTION AT EXISTING FOOTING SECTION AT EXISTING FOOTING 15 SECTION AT EXISTING FOOTING T Z N r H M rn 0 c U O N W W G O Y W N LLJ Q m w U H z Lu 2 O U Ofw O W L u a " Lu Z N r H rn 0 c U O N W W G r .— Y W N LLJ Q m w U w NEW 20GA TRACK NEW 20GA TRACK O v WITH(2)#10 TEK 3/4 WITH (2) #10 TEK 3/4 SCREWS EA.STUD 31/4" — NEW 6005162-43 STUD AT SCREWS EA ,STUD 31/4" 5/8 5/8" CDX PLYWOOD EACH VERT STUD NEW 20GA TRACK ,CDX PLYWOOD � � co 33'-11 WITH (2) #10 TEK 33-11 - B T.O. PARAPET FRAMING o T.O. PARAPET FRAMING W NEW L2x2x20GA BENT PL SCREWS EA .STUD NEW L2x2x20GA BENT PL ^ g -v �$ .., i 5/8" CDX PLYWOOD j _ Q)S NEW 8005162-43 METAL 3 NEW 800S162-43 METAL NEW 2505162-43 AT '3 STUDS AT 16" O.C. T.O. PARAPET FRAMING 'u -` --`--- NEW L2x2x20GA BENT PL NEW 2605762-43 AT ! >r A 16" O.C. o ..:: - --' ----- STUDS T w EACH VERT. STUD l:: '! :�f _ EACH VERT STUD I 1/2"CDX PLYWOOD r 1/2" CDX PLYWOOD I r 1/2" CDX PLYWOOD NEW L2x2x20GA NEW 2505162-43 A7 r f NEW L2x2x20GA I V r/i g { " 4 #10 TEK SCREWS PER ` f 4 BENT PL (4) #10 TEK SCREWS PER U �� BENT PL EACH VERT. STUD ;, . > O #10 TEK SCREWS PER s f CONNECTION CONNECTIONCONNECTION +�-► a' NEW L2x2x20GA BENT PL - a NEW L2x2x20GA BENT PLNEW ;, NEW L2x2x20GA BENT PL 3/4 P.T. PLYWOOD 3/4" P.T. PLYWOOD i I 1 �, BENT � /' f i�'° � i 1/2" CDX PLYWOOD u Q, 112 CDX PLYWOOD f AT SIGNAGE TYP AT SIGNAGE (TYP) - ---;- �f NEW 3625162-43 1/2 CDX PLYWOOD ) <� f 60OS162-43 METAL STUD I DIAGONAL BRACE 1 / i Adm DIAGONAL BRACE AT 16 O.C. �• 6005162-43 METAL STUD f ` DIAGONAL BRACE AT 16" O.C. 6005162-43 METAL STUD r DIAGONAL BRACE AT 16" O.C. L2x2x20GA L2x2x2OGA BENT PL d 7 NEW 6005162-43 HORIZ f 7 5-6.2a q STUD AT EACH VERT STUD r S-6.2 2% - 20 GA. f — METAL O.C.STUDS AT 16" f f i- M: f EXISTING ROOF DECK NEW 362S162-43 E -E �? DIAGONAL BRACE �' , EXISTING ROOF DECK I EE \ . EXISTING ROOF DECK EXISTING ROOF DECK . , 25'-9" f 25'-9" I } y .. JOIST BEARING ! 25-9 i JOIST BEARING ' _: ! JOIST BEARING — F7 JOIST BEARING f x L2x2x20GA I ?! PIECE OF 20GA STUD -- S-6. -,- F f NEW L2x2x20GA SIM i (4) #10 TEK SCREWS r ,a < r • { E SIM EXISTING JOIST PER CONN. (TYP) _ f F, --�7 qI . EXISTING JOISTEXISTING JOIST 10 EXISTING JOIST NEW6005162-43HORIZ S-6.1 4 r NEW 6005162-43 AT STUD AT EACH VERT STUD r 1i1 .I, NEW 8005162-43 AT f f EACH VERT. STUD (TYP.) { ; METAL STUDS AT ` fo {!I ;r 16�O.C. - ALIGN DIETRICH UNI -CLIP EA. I 7 WITH EXISTING HORIZONTAL STUD (TYPS-6 .1STUDS EXISTING INFILL f EXISTING INFILL I 60OS162-54 (50 ksi) i 600S162-54 (50 ksi) 8005162-54 GALV. METAL f STUDS AT 16 O.C. f e �:_ STUDS A7 16 O.C. FRAMING AT 16 O.C. �;; f }, i , EXISTING INFILL f i{ 6005162-54 (50 ksi) STUDS AT 16" O.C. i EXISTING" HSS8x6 BEAM r ;: EXISTING 600T126-43 I. I f EXISTING 6007125-43 ; : TRACK OR BETTER WITH -- f I EXISTING 6007125-43 TRACK OR BETTER WITH 1T-9 1/2" RACK T i; F' 0.145 DIA. PAF EA. STUD i ; ; 17'-9 1/2" 0.145 DIA. AF EA. TUD 17 -9 1/2 0.145 DIA. PAF EA. STUD T.O. STL c TO STEEL AND (2) #8 TEK f T.O. STL TO STEEL AND 2 #8 TEK O SCREWS PER STUD AT f •f. I I SCREWS PER STUD AT T.O. STL TO STEEL AND 2 #8 TEK r a {. = ( ) SCREWS PER STUD A7 STUD CONNECION a i EXISTING r <' STUD CONNECION STUD CONNECION EXISTING f o g HSS x6 B f CONT. L1 /2x12 f • HSS8x6 BEAM, I ,l 8 BEAM } x 20 GA. g f f EXISTING WALL ! f 362T150-33 w/(3) f EXISTING INFILL EXISTING INFILL i TO REMAIN #107EKSCREWS I. ,1 3627150-33 w/{3) t ; CONT. 20 GA. a �_ , #10 TEK SCREWS f EXISTING INFILL BENT PLATE 600S162-54 (50 ksi) ! f PER CONN. r 600S162-54 50 ksi PER CONN. ! 6005162-54 50 ksi ' I i STUDSAT 16" O ) ( ) - I STUDS AT 16 O.C. STUDS AT 16" O.C. O.C. I NEW L2x2x20GA (; f L2x2x18 GA. L2x2x18 GA. >. _ r f r 3 (4) #10 TEK SCREWS, i `. f <A 362S162-43 METAL STUDS: l,; \ PER CONN. (TYP) 600S162-54 GALV• METAL �„ iti I NEW HS56x2 362S162-43 ,. I j .. r • �� • , METAL STUDS FRAMING AT 16" O.C. r AT 16 O.C..AT 16 O.C. ,- CONT. L1'22x1%Z r.. i . 'fir, f !_ REINFORCEMENT F, � • DIETRICH UNI -CLIP EA. 1 x20GA. �, f EXISTING f EXISTING HORIZONTAL STUD (TYP), r, a HSS8x6 HEADER' w {` EXISTING HSS8x6 HEADER HSS8x6 H EADER-43 WITH O26007150 6007150-43 WITH 2 HORIZONTAL 6005162-54' 0.145PAF EACH STUD- r; 11'-10" 0.145" PAF EACH STUD - 11-10 (1) EA. SIDE STAGGERED STUD EACH VERTICAL STUD B.O. STL (1) EA. SIDE STAGGERED B.O. STL (3) 12005200-68 AND f< S-6.1 B.O. STL 8 1` i f f., I (3) 1200T150-54 BEAM r I I S6.1 6005162-43 INFILL EXISTING r 6B STUDS A7 16" O.C. HSS8x6 HEADER 561 r .. 60OS162-431NFILL f STUDS AT 16" O.C. ff f i ffiffr B.O. STL B.O. STL I sP.T. 2x fii i f C1240.7 I I 1 f 6A (5) 6005162-54 STUDS AT r r r f f � f f f r f ff ff f f f I I C12x20.7BEYOND � END OF NESTED STUD rfnnff f I I S-6.1 i f BEAM (2) FULL HEIGHT i i ii ii i i i C12x20.7 I f I f i AND (3) BELOW BEAM -- -- -- = f f f f f f f III i f ffunff f I I a i 0 1 WALL SECTION 2 WALL SECTION 3 WALL SECTION 4 WALL SECTION 1/211 = 1'-0" L 1/2" = 1'-0" DECK EDGED O AT „ 4.4 1 LD E IFY EXISTING WELD #10 TEK SCREWS AT 12" O.C. E a PER STUD PER CONNECTION A y O.C. 3/16 #10 TEK SCREWS AT 12" O.C. Z3 NN� L.L EXISTING PRECAST WALL PER STUD PER CONNECTION �00 04 M 6005162-43 INFILL cu 9 V� O TO REMAIN LLI z W� F- IN w STUDS AT 16" O.C. U N E U c° U NEW (2) 3/4" DIA THRU BOLTS AT NEO.C. (2) 60OS162-54 & (3) cv O 0 d V1 ~ LL wd- -:z z r- m0 aim.`= N O w ao' - (1) TOP & (1) BOTTOM - TACK WELD NUT TO BOLT 60OT150-54 NESTED (3) 120OS200-54 & DIA JST .91 •.g' ; STUD HEADER EW (3) 1200T150-54 NESTED z HSS TO W14 f NEW C12x20,7 EACH SIDE 5/16 AT 12O.C. (T STUD BEAM TO REMAIN 1/4 1-1/2@6 OF NEW OPENING 2 P.T. 2x NEW C12x20.7 EACH SIDE �, I EXISTING ROOF DECK 0 OF NEW OPENING N #12 COUNTERSUNK SCREWS - 0 1/4 Ofw PROVIDE MIN. (2) SCREWS L1%2'x1'2"x1/4 DIAGONAL s f EACH SIDE OF MULLIONS AND EXISTING HSS6x6x3/$ (2) AT 16" O.C. OTHERWISE f NEW PL 3/8"x4"x1'-3" LG AT BRACE AT 5'-0" O.C. NEW HSS6x6x3/8NEW 24" O.C. ALONG BOTTOM COLUMN OF C12 EXISTING TO BE REMOVEDST WALL 6A SECTION REINFORCEMENT .5/16 9 REINFORCEMENT 6B SECTION •'°� '"- " s -s.1 1/211 = 1'-0 - 60OS162-431NFILL STUDS AT 16" O.C. — 600T150-54 TRACK — (2) #10 TEK SCREWS AT 12" O.C. - (1) TOP & (1) BOTTOM (2) #10 TEK SCREWS AT 12" O.C. - (1) TOP & (1) BOTTOM S-6.1 1/2" = 1'-0" ®%0 111111 'r.,,/® % o® : �• ® OC 1d LLL d N®.44741 1 1/211 1 1-011-' 7S •PKi0 d 1 1/2" = 1-0 = -o ° z STATE OF TYPICAL REINF FOR ••oer..FC RI R.e�' ww� a 5 NEW OPNG IN EXISTING WALL/"p 49 '01% AL��a�c TY , 5-6.1 3/4" = 1'-0" 5/16 3@12 TO HSS ,1111��l ALONG F E V R L DECK EDGED O AT „ 4.4 1 LD E IFY EXISTING WELD ti E a A O.C. 3/16 cu Z3 NN� L.L M E �00 04 M � M cu 9 V� O �UW LLI z W� F- IN w O c O U N ®%0 111111 'r.,,/® % o® : �• ® OC 1d LLL d N®.44741 1 1/211 1 1-011-' 7S •PKi0 d 1 1/2" = 1-0 = -o ° z STATE OF TYPICAL REINF FOR ••oer..FC RI R.e�' ww� a 5 NEW OPNG IN EXISTING WALL/"p 49 '01% AL��a�c TY , 5-6.1 3/4" = 1'-0" 5/16 3@12 TO HSS ,1111��l ALONG F E V R DECK EDGED AT „ O 1 LD E IFY EXISTING WELD ti E a A O.C. 3/16 a� Z3 EA. END U M 5/16 9 NEW (2) 3/4" 0 THRU BOLTS AT FIELD VERIFY E U c° U C � � cv O 0 d V1 ~ LL wd- -:z z r- m0 aim.`= N O w �.�yEc - TACK WELD NUT TO 'f It a• ®%0 111111 'r.,,/® % o® : �• ® OC 1d LLL d N®.44741 1 1/211 1 1-011-' 7S •PKi0 d 1 1/2" = 1-0 = -o ° z STATE OF TYPICAL REINF FOR ••oer..FC RI R.e�' ww� a 5 NEW OPNG IN EXISTING WALL/"p 49 '01% AL��a�c TY , 5-6.1 3/4" = 1'-0" 5/16 3@12 TO HSS ,1111��l ALONG F E V R 1/4 , EXISTING PRECAST WALL TO BE REMOVED EXISTING 6005162-54 w METAL STUDS AT 16" O.C. EXISTING JOIST I � EXISTING COLUMN REINF. $ EXISTING COLUMN REINF. AT END WALLSg TYPICAL SECTION AT NEW C12SECTION 10 5-6.1 1 1/2" = 1'-0" S-6.1 1 1/2" = 1"-0" S-6.7 3/4" = 1'_O„ R -A1 3/a" = 1,_n" DECK EDGED AT „ 1 LD E IFY EXISTING WELD ti A O.C. 3/16 2 EA. END M 5/16 9 NEW (2) 3/4" 0 THRU BOLTS AT FIELD VERIFY 12" O.C. - (1) TOP AND 1 BOTTOM ^:. BOLT5/8 c° a U EA: EXISTING WELD Lu 10„ - TACK WELD NUT TO 'f EXISTING PRECAST DIA JST .91 TYP'J'--WALL z HSS TO W14 f 5/16 3@12 Lu TO REMAIN 1/4 1-1/2@6 2 NEW C12x20.7 EACH SIDE �, I EXISTING ROOF DECK 0 OF NEW OPENING N 0 Ofw L1%2'x1'2"x1/4 DIAGONAL s EXISTING HSS6x6x3/$ BRACE AT 5'-0" O.C. NEW HSS6x6x3/8NEW EA. END HSS6x4x3/8 COLUMN a REINFORCEMENT .5/16 9 REINFORCEMENT •'°� '"- " � I B.O. STL t e I NEW C12x20.7 EACH SIDE OF OPENING SEE ELEV _ �+ � 9 ual 0 a .a N NEW HSS2%x231x3/16 w EXISTING HSS6x6x3/8 BETWEEN JOISTS (TYP) COLUMN - o= CAP PL 1"x14'/2"x1'-2'2" AT FLG (_ '�� , EXISTING PRECAST WALL f VERTICLIP EA. STUD 1/4 �: <. ' 1/2�� STIFF PLATE EA, -FIELD VERIFY D B O . SIDE OF COLUMN <° a, TYP 1/4 f NEW HSS8x8 COLUMN AT WEB _ 1/4 , EXISTING PRECAST WALL TO BE REMOVED EXISTING 6005162-54 w METAL STUDS AT 16" O.C. EXISTING JOIST I � EXISTING COLUMN REINF. $ EXISTING COLUMN REINF. AT END WALLSg TYPICAL SECTION AT NEW C12SECTION 10 5-6.1 1 1/2" = 1'-0" S-6.1 1 1/2" = 1"-0" S-6.7 3/4" = 1'_O„ R -A1 3/a" = 1,_n" zLuLu ti 0 M c° a U Lu H z Lu 2 0 0 Ofw O t � ual w zLuLu ti c° U Lu a 1 6 ,>' L2x2x20GA - ` L2x2x20GA S-6.2 I SIM ,` �` PIECE OF 20GA STUD PIECE OF 20GA STUD ,. ui I lie lia a a EXISTING JOIST EXISTING JOIST Qaa- EXISTING JOIST I; - 11 g DIETRICH UNI -CLIP (TYP) e L. a. O 4-+ NEW 3625162-43 METAL STUDS AT 16" O.C. AT w ULTA AREA ; I EXISTING WALL TO REMAIN d d d 21 4 a t �I� ° a EXISTING WALL a TO REMAIN EXISTING WALL TO REMAIN 's M I I I DIETRICH UNI -CLIP (TYP)co L DIETRICH UNI- DIETRICH UNI- `a LL' U LL CLIP (TYP) '' �I` < CLIP (TYP) =�I- w .C: ;.; (D W 3625162-43s 5 3625162-43 5 f : 1' S Z N METAL STUDS: •= I 5-6.1 METAL STUDS o= la S-6.1 5-6.1 N O AT 16" O.C. — AT 16" O.C. 1 N r L3x3x1 /4 O E ' =10'-2" _...' B.O. STL 10'-2" I I B.O. STL 10 -2 B.O. STL 5 L I C12x20.7 L _ I C12x20.7 C12x20.7 s _ I I I I I I 0 5-6.2 • s a WALL SECTION WALL SECTION WALL SECTION \ \\ // 3 (D U d'I I I � I I I Cf) N~LL w �YN m O' O w .0 N E C0 �_ r M I � M O I \. 71 20GA TRACK x M I x M w 6" - 18 GA. STUDS 'I 1/2" CDX PLYWOOD J I J I w / \ / \ ¢ E as (4) #10 TEK SCREWS PER Z V TYP SHEATHING W I 3/16 U ~ CONNECTION I i 1/2" DIA THRU BOLTS I L3x3x1/4 o �.. O-- NEW L2x2x20GA BENT PL i \\ • �� --- ------------------------- 0 18 GA. TRACK V O 0 1/2" CDX PLYWOOD LL Co L3x3x1/4 BELOW EACH lliw- 6005162-43 METAL STUD O O w I I DIAGONAL BRACE AT 16" O.C. L3x3x1 /4 BELOW c i rxi ! EACH STUD WALL 0 ch ch I I 7 L2x2x20GA L2x2x20GA BENT PLI L2x2x20GA L2x2x20GA BENT PL J I I J f 4 5-6.2 8 20GA STUDS AT $ 20GA STUDS AT I I NEW L4x4x20GA BENT PLATE 16" O.C. — 16" O.C. I I ti STUD FRAMING 2Y2- 20 GA. METAL g 2'/ - 20 GA. METAL I g Ll1 �. EXISTING ROOF DECK STUDS AT 16" O.C. S-6.2 ? EXISTING ROOF DECK STUDS AT 16" O.C. S-6.2 EXISTING ROOF DECK 25'-9" 3 ;>I 25'-9" 25'-9, JOIST BEARING ! h JOIST BEARING ' ' "°. JOIST BEARING 1 6 ,>' L2x2x20GA - ` L2x2x20GA S-6.2 I SIM ,` �` PIECE OF 20GA STUD PIECE OF 20GA STUD ,. ui I lie lia a a EXISTING JOIST EXISTING JOIST Qaa- EXISTING JOIST I; - 11 g DIETRICH UNI -CLIP (TYP) e L. a. O 4-+ NEW 3625162-43 METAL STUDS AT 16" O.C. AT w ULTA AREA ; I EXISTING WALL TO REMAIN d d d 21 4 a t �I� ° a EXISTING WALL a TO REMAIN EXISTING WALL TO REMAIN 's M I I I DIETRICH UNI -CLIP (TYP)co L DIETRICH UNI- DIETRICH UNI- `a LL' U LL CLIP (TYP) '' �I` < CLIP (TYP) =�I- w .C: ;.; (D W 3625162-43s 5 3625162-43 5 f : 1' S Z N METAL STUDS: •= I 5-6.1 METAL STUDS o= la S-6.1 5-6.1 N O AT 16" O.C. — AT 16" O.C. 1 1/211 = 1'-0" N r L3x3x1 /4 O E ' =10'-2" _...' B.O. STL 10'-2" I I B.O. STL 10 -2 B.O. STL 5 L I C12x20.7 L _ I C12x20.7 C12x20.7 s _ I I I I I I 0 5-6.2 • s a WALL SECTION WALL SECTION WALL SECTION \ \\ // 3 (D U 1/211 = 1'-0" ROOF SUPPORT AT PARAPET 3/4" = 1'-0" 5-6.2 1/21' = 1'-0" N r L3x3x1 /4 O E V W (1) #10 TEK W 5 = m SCREW PER STUD � V I I I I I I 0 5-6.2 • I cn I \ \\ // U (D U d'I I I � I I I Cf) N~LL w �YN m O' O w .0 N E C0 �_ r M I � M O INFILL x M I x M 6" - 18 GA. STUDS J I J I / \ / \ I DIRECTION OF BRACING Z TYP SHEATHING W I 3/16 ~ I i 1/2" DIA THRU BOLTS I L3x3x1/4 \ �.. O-- i \\ • �� --- ------------------------- 0 18 GA. TRACK V O 0 LL Co L3x3x1/4 BELOW EACH STUD WALL (TYP) O O w I I L3x3x1 /4 BELOW c i rxi I EACH STUD WALL 0 ch ch (TYP) J I I J I I I I PERIMETER OF MTL. I I I I STUD FRAMING Ll1 I I ROOF SUPPORT AT PARAPET 3/4" = 1'-0" 5-6.2 1/21' = 1'-0" SECTION 3/4" = 1'-0,1 t s-6.2 1/2" = 1'-0" IL DETERMINE. - 1/2" CDX PLYWOOD L3x3 6005162-43 METAL STUD 5 TRACK DIAGONAL BRACE AT 16" O.C. 600T150-54 TRACK AT STUD �\ (4) #10 TEK SCREWS METAL DECK CONNECTION TO ROOF DECK \ `� (1) #1- TEK SCREW EACH FLUTE \��� \�\ METAL DECK �� �� (2) #10 TEK SCREWS EACH FLUTE — BENT L3x3x18GA WITH #10 TEK SCREWS STEEL JOIST AT 6 O.C. AT DECK AND (2) #10 TEK \\ SCREWS PER STUD JOIST �•+,•, rNGLE EMBED AT JST SEAT 7 DETAIL I N r L2x2x20GA WITH O E V W (1) #10 TEK W LL = m SCREW PER STUD � V CQ 0 cu • . cn 0 \ \\ // U (D U ~C.) r Z.T Cf) N~LL w �YN m O' O w .0 N E C0 �_ m a 3-5/8" O INFILL i 6" - 18 GA. STUDS \ X \ \\ AT 16" O.C. BRACE BEYOND — STAGGER / \ / \ I DIRECTION OF BRACING Z SHEATHING W 1/2" DIA THRU BOLTS \ AND OVERSIZED i \\ • �� WASHER AT 32" O.C. 0 18 GA. TRACK V L3x3x1/4 BELOW EACH STUD WALL (TYP) SECTION 3/4" = 1'-0,1 t s-6.2 1/2" = 1'-0" IL DETERMINE. - 1/2" CDX PLYWOOD L3x3 6005162-43 METAL STUD 5 TRACK DIAGONAL BRACE AT 16" O.C. 600T150-54 TRACK AT STUD �\ (4) #10 TEK SCREWS METAL DECK CONNECTION TO ROOF DECK \ `� (1) #1- TEK SCREW EACH FLUTE \��� \�\ METAL DECK �� �� (2) #10 TEK SCREWS EACH FLUTE — BENT L3x3x18GA WITH #10 TEK SCREWS STEEL JOIST AT 6 O.C. AT DECK AND (2) #10 TEK \\ SCREWS PER STUD JOIST �•+,•, rNGLE EMBED AT JST SEAT 7 DETAIL I U) z 0 w U) J F- LLIw 0.44 yg • y rr�� Qt i STATE e' .mac O roe STA I-pE OF s• a W • •e• � O •• °rC O�P •° �lv °� m ui a a N r O E V W o N W LL = m 0 w � V CQ 0 cu _ d cn 0 L ci U (D U ~C.) r Z.T Cf) N~LL w �YN m O' O w .0 N E C0 �_ m a U) z 0 w U) J F- LLIw 0.44 yg • y rr�� Qt i STATE e' .mac O roe STA I-pE OF s• a W • •e• � O •• °rC O�P •° �lv °� m ui a a Z N. r V W o N W a> G = m 0 w � V CQ 0 _ d 0 ci U O Z W 0 V w 0 T W Ll1 J Z N. r V W o N W a> G = m 0 w � V CQ _ d 0 U i c cu 0 - cu U �L W U W w w cn m CDw o co o ui coN O `t Z LL LU D C7 D w C�NlC ) V L- 0 4-j Z Cd E r C-- Oq�j Z W O (� W w a a cu a Lu m 0 NW CIOW ^�♦ co U N co �V u- �U� cn o .� o doo Vun !E U U C(cc � Z '0 CL 00 (nF-U- LU L ca (DM.S N o o W Jinn Ec a c cu 0 - cu U �L W U W w w cn m CDw o co o ui coN O `t Z LL LU D C7 D w C�NlC ) Cl) L- 0 4-j Z ^Ci) W E r C-- Oq�j Z W O (� W w a a cu a Lu m 0 NW CIOW ^�♦ co U N co C))00 u- �U� cn z F- O C,4c LL' N O J V c cu 0 - cu U �L W U W w w cn m CDw o co o ui coN O `t Z LL LU D C7 D w C�NlC ) W O Z ti N 0 N E r C-- Oq�j Z W O (� W w a a n� a Lu m 0 CIOW U Cu u- cn L !E U U C(cc � Z '0 CL 00 (nF-U- LU L ca (DM.S N o o W Jinn Ec a c cu 0 - cu U �L W U W w w cn m CDw o co o ui coN O `t Z LL LU D C7 D w C�NlC ) 0 Z ti N 0 N w r C-- Oq�j Z ( O (� W w a a a Lu m 0 w C) 0 w � J LuW L 0 Z ti N 0 N w r C-- Oq�j Z ( O (� W w a a a Lu m 0 IOU