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BUILDING PLAN 46-60
STRUCTURAL NOTES: 1. (-)X'-X" INDICATES TOP OF FOOTING ELEVATION BELOW FINISH FLOOR ELEVATION 2. ALL FOOTINGS SHALL BE CENTERED UNDER COLUMNS U.N.O. 3. SEE SHEET S-2.1 FOR ADDITIONAL SECTIONS AND DETAILS 4. ALL SECTIONS TYP U.N.O. 5. SEE SHEET S-0.1 FOR COLUMN SCHEDULE AND DESIGN CRITERIA 6. ALL MASONRY WALLS SHALL BE ADEQUATELY SUPPORTED BY TEMPORARY BRACING DURING CONSTRUCTION AND BACKFILLING. BRACING SHALL REMAIN IN PLACE UNTIL ALL FLOOR AND ROOF CONNECTIONS ARE COMPLETE 7. FOR TYPICAL PILASTER SEE D/S-2.1 WALL SIZE, BAR SIZE AND SPACING ARE INDICATED AS SHOWN BELOW: FE X-XX WALL SIZE BAR SPACING BAR SIZE W. in Em 2.4 2.6 3 0 I LO I N STRUCTURAL LEGEND: .. ° ,� �; °®I,Y Ad AsAs : (�) COLUMN/FOOTING DESIGNATION - SEE C.n COLUMN/FOOTING SCHEDULE ON S-0.1 NON -LOAD BEARING WALLS C J TYPICAL SLAB CONTROL OR CONSTRUCTION JOINT. SEE SECTION 4, 5, OR 5a/S-2.1 \ HAIRPIN (TYP.), SEE DETAIL A/S-2.1 1'-8" i o (16) EQUAL SPACES=42'-8" NEW CMU WALL w/REQUIRED PLASTER LOCATIONS INDICATED. SPACE OTHER PILASTERS AS INDICATED ON PLAN SEE NOTE 7 & DETAIL D/S-2.1 AWNING TYPICAL MASONRY 1'-4" 1'-4" 1"x1"x0.0625" 6063 ANODIZED CORNER �8) EQUAL SPACES=21'-4' ALUMINUM E DETAIL E/SR2.1 TOP REAR EDGE ANDFRONTCONTINUOUSEDGE, TYP. U.N.O. 1 "x1 %O.0625" 6063 ANODIZED ALUMINUM TUBE DIAGONAL BRACE AWNING _#2 ® EACH END, TYP. U.N.O. 1'-8" �1'-8" (16) EQUAL SPACES=42'-8" A A.1 Ab B B.5 G G.2 SHUTTERS ABOVE 10 2 5-2.1 S-2.1 1 (Cl) (Cl) 6 - (F3) (F2) S-2.1 (F2) (F2) ( )2 6„ F- -1 (-)2 6„ Tl ( )2 6 ; _1 ( )2 6 t _ _ ___ __ r r .. n..... L III • L I C.J U -�. C.J. Ijl AWNING #1 ABOVE kl N s-21 U - 2 I Ii r;]/ I C.J. S-2.1 (Cl) \ L75 in (F2) C.J. C.J. C.J. U U U U I I I I I- 1 C.J. C.J. I I I I C.J. L� I �� I I (Cl) I(c1) L-----J (F3) L-----1 (F3) (-)2'-6" (-)2'-6" (3U U U C.J. I C.J. C.J. 4" CONC. SLAB w/6x6-W1.4xW1.4 W.W.F. ON 10 MIL VAPOR RETARDER ON 4" GRANULAR FILL v r----� F_-'---� r C.J. C.J. I r I C.J. Ip) I I(C1) L----J(F4) L----J(F4) (-)2'-6" (-)2'-6„ ? U (3 U C.J. I C.J. I C.J. of iv i (-)2'-6" (3 U C.J. C.J. r I C.J. C.J. LJ I (C1) L_ LLI. L- I J(C1) _ 9 I (-) 2'-6„ 0 U -� U LO 9 S-2.1 \ /(C1) \ /(C1) rI , \ / (F2) I F� InI (-)2'- L \ s" F_\ / (F2) Tl z-s - SID - WALK, CIVIL I I (C 1) L L - - J SEE L_ - 1'-0" - (-)2'-6" 27'-3j„ =JIM 105' 7" AWNING #2 AWNING #3 ABOVE ABOVE A.8 B E35 REFERENCE ELEVATION=15.25' (SEE CIVIL FOR SITE ELEVATION) FOUNDATION PLAN (Cl) F1 r 2'-s All 11 O Ili II, 0 \ III C.J. I I lit ; (Cl) I (F2) (-)2'-6„ II C.J. II' C Ln N / a \ Ili r,' I I (Cl) (F2) F (-)2'-6" F I C.J. C.J. I L- JC1) - - (F3) 1 IL (-)2'-6" o U U III 2.1 \ /(C1) SHUTTER \ / ABOVE _ _ F-C Tl iF ))2s r 114 7'-6 27 _. C1 (F1) (-)2'-6„ I G G.2 CD AWNING #3 (3) EQUAL SPACES=6'-0" AWNING FRAMES TO BE CONSTRUCTED FROM 1"x1"xO.0625" 6063 T6 ANODIZED ALUMINUM, ALL JOINTS TO BE WELDED ALL-AROUND, FRAME SPACING NOT TO EXCEED 2'-8", SEE ARCH DRAWINGS FOR AWNING LENGTHS AND LOCATIONS, AWNING FABRIC AND ATTACHMENT OF FABRIC TO FRAMES BY OTHERS AWNING #4 I AWNING FRAME PLANS SCALE: 1/8" = 1'-0" 2 1.4 14'-2j" 8" CONC. SLAB w/#4's 12"o.c. TOP & BOTTOM ON 12'-0" 4" GRANULAR N 18-(2)5-24 L=====J TYPICAL DI S-2.1 2.6 AWNING #4 ABOVE 3 (SEE CIVIL FOR CONCRETE ELEVATION & LOCATION ON SITE) DUMPSTER FOUNDATION PLAN SCALE: 1/8" = 1'-0" METAL BUILDING MANUFACTURER NOTE: 1. REFERENCE METAL BUILDING MANUFACTURER's DWG's AND SPEC's FOR ANCHOR BOLT SIZES AND EXACT LOCATIONS. 2. REFERENCE METAL BUILDING MANUFACTURER's DWG's AND SPEC's FOR COLUMN SIZES, PLACEMENT AND EXACT LOCATIONS. 3. FOOTING SIZES SHOWN ARE BASED ON REACTIONS SHOWN ON MESCO SHOP DRAWINGS DATED MAY 4, 2015. 4. SHOP DRAWINGS SHALL BE PROVIDED DETAILING ALL ANCHOR BOLT CONNECTIONS AND STRUCTURAL MEMBERS. 5. SHOP DRAWINGS SHALL BE SIGNED & SEALED BY AN ENGINEER REGISTERED IN PROJECT STATE. 6. COORDINATE REQUIRED CLEAR DIMENSIONS w/ ARCHITECTURAL PLANS. 7. COORDINATE COLUMN DIMENSIONS w/ ARCHITECTURAL PLANS. 8. NO FLANGE BRACING TO BE INSTALLED WHERE THEY CONFLICT C T T F I 9. WIND LOADING FOR 25HCD360 COMPRESSORS ON ROOF OF PRE-ENGINEERED METAL BUILDING IS AS FOLLOWS: LATERAL LOAD = 1131 LBS VERTICAL LOAD = -663 LBS (UPLIFT) PRE-ENGINEERED METAL BUILDING MANUFACTURER'S ENGINEER 2 SHALL ACCOUNT FOR THESE LOADS IN THE BUILDING DESIGN. THESE "LA,+I9 AND ALL PROPOSSo WORK AR E SU BJ ,ECT TO ANY COF1tiEC?'I0,+JS REdUIReD BY PIELD INSPECmRS THAT MAY BE NEMSA"IY III ORDLvR TO OO vALY l7ITH ALL APPLICULE CODES. DATE: 10.15.2014 JOB No.: 1405-96 DRAWN: CHECKED: 1mTLCb&ianALA. Ad)kect 3801 Kirby Drive, Suite 600 Houston, Tezes 77098 tel: 718 664 7974 fez: 713 884 9766 REAL ESTATE DEVELOPMENT CONSTRUCTOOr 736 Cherry Street Chattanooga, TN 37402 423.643.9220 Office 423.664.7100 Fax a 0 fV M � Q Q a z� Zo LL.O J LLJ _j 0 0 L1J u� W U Z (A J O Z � H �M Ln °�=M� oo Z LL O ld CL REVISIONS PERMIT ISSUE: 10.15.2014 Al CITY COMMENTS 4.21.2015 A2 COUNTY COMMENTS 9.4.2015 FOUNDATION PLAN SHEET NUMBER SM101 SCALE: 1/8" = 1'-O" I 3" (4)#5 CONT. FIN. GRADE ~� III-III=III ° a ' ill III -III III° a �.;. d ° II1111111111111� . I III- I'- IIIMT ° I ti 2'-0' SECTION 1 N.T.S. S-1.1 S-2.1 TYPICAL TURN DOWN SLAB (3)#5 TOP & BOT. #4 TIES 0 18" o.c. WWF L at * SEE HOHMANN & =HB-213-HS-213-HSFOUND. GALVANIZED Bo.c. VERTICALLY &PLAN 16" o.c. HORGA BACKPLATEw/(2) Y4"0 SSIDINGPOROUS M I I FILL COLUMN BY OTHERS HAIRPIN - HAI PLAN pOROUS W.W. F. . FILL * SEE FOUND. * PLAN iv 30"x30" PIER w/(8)#6 VERTICALS w/#4 TIES 0 12" o.c. (2) #4 TIES 0 TOP AND (1) #4 TIE IN FOOTING to 0 3" SEE FOOTING SCHEDULE CLR FOR FOOTING SIZE AND REINFORCEMENT SECTION LZ 3/4" = l'-O" S-1.1 I S-2.1 TYPICAL EXTERIOR FOOTING * SEE MECHANICALLY ATTACH COPING • + ; i �t FOUND. TO WALL w/%"O EPDXY a PLAN ANCHORS 0 24" o.c. MAX 2 P SEE ARCH DWG'S °` ` •II=III= I�,I I=TR= II III POROUS III=III= FILL BOND BEAM w/ TYP BOND BEAM III -III-_ (2) #5 CONT CMU - SEE PLAN ivAv r J HOHMANN & BARNARD, INC. 130 2'-O" TRUSS-TRI-MESH CONTINUOUS 0 8" o.c. VERTICALLY 2 SECTION 7 3/4" = 1'-0" S-1.1 I S-2.1 DUMPSTER ENCLOSURE PAD 1 1/2" 1 1� TYP #6 HAIRPIN TYP AT EACH COL AS SHOWN 3" ANCHOR BOLTS - BY COLUMN CONTRACTOR 6" DETAIL A NOT TO SCALE S-1.1 5-2.1 HAIRPIN (3)#5 CONT. 1/2" PREMOLDED JOINT FILLER CONT. (TYP AROUND STEEL) - SEE PLAN AND COLUMN SCHEDULE FOR COLUMN SIZE AND CONFIGURATION HOOK BARS 0 FAR FACE OF WALL SLAB SEE PLAN u) •°.... * _r * SEE • * FOUND. • PLAN �.. �LIIjl=i1 POROUS Illlllllllllt FILL ID LI�� - N 2'-0" I SECTION LM N.T.S. S-1.1 I S-2.1 COL COLUMN CALL OUT BUILDING FELT �\ C.J., COL D ETAI L B 3/4" = 1'-0" S-1.1 I S-2.1 TYPICAL COLUMN METAL BUILDING ING rlI COLUMN OTHERS (TYP) I BUILDING I PROVIDE 4" MIN CONIC FELT - I II COVER AROUND COLUMN SEE B/S2.1 2 � I AND BASE PL SEE FOUND. ° * PLAN POROUS 24"x24" PIER w/(8)#6 VERTICALS FILL w/#4 TIES 0 12" o.c. (2) #4 TIES 0 TOP AND (1) #4 TIE IN FOOTING d° SEE FOOTING SCHEDULE a 3" n FOR FOOTING SIZE AND TYP REINFORCEMENT SECTION 3 3/4" = 1'-0" S-1.1 5-2.1 TYPICAL INTERIOR COLUMN FOOTING 1/8"x3/4" DEEP SAWED JT. FILL w/MASTIC REINF CONT W.W.F. AT JOINT SEE ° FOUND. PLAN POROUS FILL SECTION 4 3/4" = 1'-0" S-1.1 S-2.1 TYPICAL CONTROL JOINT 1/2"0 SMOOTH BARS 0 12"o.c x 12" LG. W.W.F. GREASE ONE END , d x * SEE FOUND. * PLAN 0 0 6" 6" POROUS FILL SECTION 5 3/4" = l'-O" S-1.1 I S-2.1 TYPICAL CONSTRUCTION JOINT %-0 GRADE 8 BOLT 0 EACH FRAME. FRAME SPACING NOT TO EXCEED 5'-0"o.0. METAL BUILDING GIRTS (2) 800S162-54 0 14GAx3"x3"x0'-3" CLIP ANGLE EACH CANOPY FRAME w/(4) #12 SCREWS IN EACH LEG, TYP 0 EACH PAIR OF STUDS 1.25"xl.25"xO.0625" 6063 T6 (3) WO GRADE 8 BOLTS ANODIZED ALUMINUM TUBE 0 EACH FRAME. FRAME CONTINUOUS SPACING NOT TO AWNING FRAMES TO BE CONSTRUCTED FROM EXCEED 2'-8"o.c. 1"x1"xO.0625" 6063 T6 ANODIZED ALUMINUM, 11 ALL JOINTS TO BE WELDED ALL-AROUND, 5-2.1 FRAME SPACING NOT TO EXCEED 2'-8", SEE SHEET S-1.1 FOR AWNING LENGTHS AND LOCATIONS, AWNING FABRIC AND ATTACHMENT OF FABRIC TO FRAMES BY OTHERS 12 �12 METAL BUILDING GIRTS-� _ 2 DETAIL C NTS S-1.1 I S-2.1 TYPICAL BASE PLATE SECTION 9 3/4" = 1'-0" S-1.1 I S-2.1 REINF w/1 BAR (S PLAN FOR SIZE AN SPACING) TO FTG FILL CORE w/300C PEA GRAVEL CONIC CMU - SEE PLP SHUTTERS TO BE PROVIDED BY 2 OWNER'S VENDOR 3'-0" PREFAB METAL FORM (22 GA GALVANIZED) INSTALL PER W.W.F. MANUFACTURERS INSTRUCTIONS. a F. * *SEE .FOUND. PLAN POROUS FILL SECTION a 3/4" = 1'-0" S-1.1 I S-2.1 ALTERNATE TYPICAL CONSTRUCTION JOINT 14GAx3"x3"xO'-3" CLIP ANGLE w/(4) #12 SCREWS IN EACH LEG, TYP 0 EACH PAIR OF STUDS fid ' ®� March 310 Dodds Ave. P.O. Box 3689 Adams& Chattanooga, Tennessee 37404 Associates PH: (423)698-6675 "Consulting Engineers MAA #: 14262 HOHMANN & BARNARD, INC. HB-213-HS GALVANIZED BRICK TIES 0 8" o.c. VERTICALLY & 16" o.c. HORIZONTALLY, w/12 GA BACKPLATE w/(2) Ya"0 SCREWS INTO METAL SIDING (4)#5 CONT. FF WWF FIN. GRADE * * SEE a4 FOUND. lllllllllllllllll1 * PLAN I III III=III ��I f=III=I POROUS 3" FILL III - =III -III =lllio ° a 2'-0" SECTION 6 N.T.S. S-1.1 S-2.1 TYPICAL TURN DOWN SLAB V0 GRADE 8 BOLT 0 EACH FRAME. FRAME SPACING NOT TO EXCEED 4'-0"o.c. CANOPY SOLID BLOCKING (2) #10 SCREWS (2) 80OS162-54 0 0 16"o.c.MAX EACH END OF SHUTTER METAL BUILDING GIRTS (2) 80OS162-54 0 7 BY OTHERS EACH CANOPY FRAME SECTION 11 14GAx3"x3"xO'-3" CLIP ANGLE 3/4" = 1'-0" S-2.1 S-2.1 w/(4) #12 SCREWS IN EACH LEG, TYP 0 EACH PAIR OF STUDS 1.25"0.25"x0.0625" 6063 T6 HOHMANN & BARNARD, INC. HB-213-HS ANODIZED ALUMINUM TUBE GALVANIZED BRICK TIES 0 B. o.c. VERTICALLY & CO TINU S (1) %"0 GRADE 8 BOLT 0 16" o.c. HORIZONTALLY, w/12 GA BACKPLATE EACH END OF SHUTTER w/(2) Y4"O SCREWS INTO METAL SIDINGFRAM2 II (2) 800S162-54 0 EACH END OF SHUTTER 14GAx3"x3"x0'-3" CLIP ANGLE NOTE: FILL ALL REINFORCED CELLS WITH 3000 psi PEA GRAVEL CONC. NOTE: ALL BARS TO DOWEL 8" MIN INTO FTG w/STD HOOK - BAR TO PROJECT MIN. 40 BAR 0 ABOVE FTG - ALL BARS TO RUN CONTINUOUS GROUT DETAIL 4 3/4" = 1'-0" S-1.1 I S-2.1 TYPICAL PILASTF w/(4) #12 SCREWS INTO STUD (1) 318"0 GRADE 8 AND (2) Y4"0 CONCRETE SCREWS BOLT 0 EACH END INTO SLAB OF SHUTTER FRAME- IIIIII d °°a ad SOLID BLOCKING- . ° II 1111111111111�,111=��1 • ° (2) #10 SCREWS ` I IIIIIII���IIIII 0 16"o.c. MI (2) 8005162-54 0 EACH END OF SHUTTER a SECTION 10 3/4" = 1'-0" S-1.1 S-2.1 NOTE: ALL BARS TO DOWEL 8" MIN INTO FTG w/STD HOOK - BAR TO PROJECT MIN. 40 BAR 0 ABOVE FTG - ALL BARS TO RUN CONTINUOUS INTO BOND BEAM. REINF BAR EACH CELL (SEE PLAN FOR SIZE AND SPACING) TO FTG - FILL CORE w/3000 psi GROUT -� OISOON ODOM�l�lll- mllnnnn111i In..n.nllmm...m 3nmm�ni CMU - SEE PLAN DETAIL E 3/4" = 1'-0" S-1.1 I S-2.1 TYPICAL CORNER PILASTER ...,:nniaV unit IW I Ain IN r---- ---- --�� SHUTTERS TO E I PROVIDED BY I I 2 OWNER'S VENDOR II II II I II I II II II II SECTION 12 3/4" = 1'-0" S-2.1 I S-2.1 11 li i I, I THESE PLANS AND ALL PROPOSup WORK ARE SUBJECT TO ANY COMECTIONS REQUIRED 8Y FIELD rNSPEC70Xq THAT PRAY BE NECESSARY IN OPRD" TO CO; 4PLY LFITH ALL APPLICABLE CODES. DATE: 10.15 JOB No.: 14 DRAWN: CHECKED: ?�IIMTL� ArdtitA 3801 Kirby Drive, Suite 60 Houston, Texas 77098 tel: 718 884 7974 fas: 713 884 9750 VENDOR REAL rSTATF DEVELOPMENT COi 736 Cherry Street Chattanooga, TN 37402 423.643.9220 Office 423.664.7100 Fax a O �J Z o J W z0 J' o Q I IIDD_u W i �>= zN z I 0�=M1 � 4<Cr z LL Ili l"I 0� mprn+ee� `VTC E e` �w R, ••r E S OO p.4. 7 g: S O Bsi SAS'/ON e � REVISIONS PERMIT ISSUE: 10.1 Al CITY COMMENTS 4.2 A2 COUNTY COMMENTS 9. SECTIONS SHEET NUMBEF Sm2.1 VENSTAR SYSTEM NOTES: t DMWIN65 AfffOR GENERAL INFORMATION ONLY. CONSTRUCTION AND PRICING SHALL RE BASED UPON SHOP DRAWINGS WHICH HAVE BEEN APPROVED BY FAMILY DOLLAR STORE, 2. LOCAL BUILDING CODES, BUILDING PLANS AND STORE OWNER STATEMENT OF WORK TAKE PRECEDENCE OVER THIS DOCUMENT. 3. ALL ECP5 REQUIRE SETTING OF THE EQUIPMENT NUMBER DIP SWITCHES AND HEAT PUMP JUMPERS AS APPROPRIATE. REFER TO THE EQUIPMENT CONTROL PAC INSTALLATION INSTRUCTIONS FOR FURTHER INFORMATION. 4. THERMOSTAT, PHOTOCELL, AND MOTION DETECTOR WIRING SHOULD BE18.20GAUGE, COMMUNICATIONS BUS WIRING SHOULD BE CAT-5. S. WIRING MAY BE RUN IN CONDUITORWIRE TIED IN BUNDLESAS SPECIFIED BYTHE CUSTOMER IN THE STORE OWNER STATEMENT OF WORK 6. DO NOT RUN COMMUNICATION AND SENSORWIRES IN THE SAME CONDUIT OR BUNDLE WITH CONTROL AND LINE VOLTAGE WIRING. 7.CAUTIONI INSTALLATION REQUIRES REMOVAL OF SAFETY COVERSAND EXPOSETHE INSTALLERTO ELECTRICAL HAZARDS. USE OF A LICENSED ELECTRICIAN IS REQUIRED. FOLLOW ALL APPROPRIATE SAFETY PRECAUTIONS. ADDITIONAL SAFETY INFORMATION IS IN THE SURVEYOR INSTALLATION MANUALS. B. ENERGY MANAGEMENT VENDOR IS RESPONSIBLE FOR PROVIDING ALL EMS WIRING AND INSTALLATION. 9. ENERGY MANAGEMENT INSTALLER RESPONSIBLE TO RE-TORQUEALLFACTORYWIRING TERMINATIONS UPON DELIVERY OF VENSTAR SURVEYOR EQUIPMENT. 10. THE VENSTAR SURVEYOR EQUIPMENT IS FACTORY PREWIRED. THE ENERGY MANAGEMENT VENDOR IS RESPONSIBLE TO MAKE ANY MINOR ADJUSTMENTS DUE TO CHANGE MADE IN THE FIELD. 11. FOR HVAC SYSTEMS, MOUNT THE EQUIPMENT CONTROL PAC(ECP400-3) AT THE AIR HANDLER, MOUNT THE DISCHARGE SENSOR AS CLOSE TO THE INLET OF THE CONDENSER AND THE SUCTION SENSOR AS CL05F TO THE OUTLET OF THE EVAPORATOR AS POSSIBLE 12. FOR TECHNICAL ASSISTANCE, CONTACT VENSTARTECHNICAL SUPPORT AT 818-812-9812. 13. STANDARD BILL OF MATERIALS: - LCP401- LIGHTING CONTROL PANEL (1 PER STORE, WHEN APPLICABLE) - DC400-E2 - DATA CONCENTRATOR (1 PER STORE) -OTS4D0-OUTDOOR TEMPERATURE SENSOR (1 PERSTORE) - ECP400-3 - EQUIPMENT CONTROL PAC (1 PER HVAC UNIT) -CT414-COMMUNICATING THERMOSTAT (1 PERHVACUNIT) - SP400 - SENSOR PAC (1 PER HVAC) -ACCO404- DROP DOWN SENSOR (1 PER HVAC UNIT) - MD400 - INTERIOR MOTION DETECTOR (2 ADDITIONAL PER STORE,1 INCLUDED WITH LCP401) 14. USE ELECTRONIC (EXCEL SPREADSHEET) FAMILY DOLLAR-VENSTAR ORDER FORM, SUPPLIED BY FAMILY DOLLAR, TO REQUEST ALL SURVEYOR EMS EQUIPMENT, 15. FAMILY DOLLAR STORE NUMBER IS REQUIRED WHEN SUBMITTING EMS EQUIPMENT ORDERS. 16. ALLOW 4 WEEKS FORASSEMBLY AND SHIPPING TO SITE. 17. THE INTERIOR MOTION SENSORS, LIGHT LEVEL SENSOR REMOTE TEMPERATURE SENSOR(S), THERMOSTATS, EQUIPMENT CONTROL PACS, AND DATA CONCENTRATOR SHALL BE INSTALLED BY THE ENERGY MANAGEMENT INSTALLER. THE ENERGY MANAGEMENT INSTALLER SHALL FIELD COORDINATE FINAL LOCATION OF VENSTAR EQUIPMENT CONTROLS WITH FAMILY DOLLAR PRIOR TO INSTALLATION. PROVIDE ONE EQUIPMENT CONTROL PAC (ECP) PER HVAC SYSTEM, EQUIPMENT CONTROL PAC (ECP) OUTDOOR TEMP SENSOR ONLY ON ONE ECP PER STORE FIELD INSTALLED,OTS400 REMOTE TEMP SENSOR FIELD INSTALLED,ACCO404 SUCTION PIPE SENSOR SUPPLYAIRSENSOR 0219H.rdRL19.61UR DISCHARGE PIPE SENSOR SUPPLY AIRFLOW SENSOR Ila HVAC ECP OUTDOOR EQUIPMENT CONTROL PAC (ECP) CONNECTION FUNCTION CONNECTION 1 TEMP MOUNTED INSIDE 14VAC UNIT ✓ GORf FAN _-_............. G 4 I Y,Y1,ORC COOLING Y1 W,W1,ORH HEATING W1 SENSORS ` _ R,RH,M,VR,A POWER R LmmmmmTlmmG�I ❑. C COMMON C 0/8 REV.VALUE W1* REMOTE AIRFLOW I' Y2 2NDSTAGECOOL Y2 W2 2NDSTAGE HEAT W2 f *REVERSING VALVE ONLY ISCONNECTED SUCTION DISCHS , TOW1INHEAT PUMP APPLICATIONS SUPPLY RETURN HVAC -- TERMINAL r' ----- — BLOCK _' it OUTZ OUT1 Y1 Y2 W1 W2 ._ t t M �W O�Y1\G �cc R POWER ( AND I OUTPUTS it RAUX R C CK1 CK2 G EQUIPMENT CONTROL 4 (ECP) NTS WIRE LCP401 AND ECP400-3(S) WITH INDIVIDUAL HOME RUN COMMUNICATION WIRING, STARTING WITH THE ETHERNET PORT CONNECT THE LCP, THEN ECP'S 1, 2,3 (LEFTTO RIGHT). WHEN MORE THAN 3 ECP'S ARE USED, ADDITIONAL UNITS CAN BE WIRED TO A PORT THAT ALREADY HAS COMMUNICATION WIRES CONNECTED USING A SIMILAR NUMBERING SEQUENCE. EQUIPMENT CONTROL PAC (ECP) MOUNTED INSIDE HVAC UNIT COMMUNICATIONS BUS ECP#3 ECP#2 ECP#1 LCP RS485 COMMUNICATION WIRING NTS MOUNTTHE LIGHT SENSOR NEARTHE ROOFLINE OF THE BUILDING. THE LIGHT SENSOR MUST MOUNT HORIZONTAL, FACING NORTH, ASSURE THE SENSOR WILL NOT BE AFFECTED BY LIGHTING OR BRIGHT REFLECTIONS. LIGHTSENSOR +24V VENSTAR (LCP) CIRCUIT BOARD 14 OUTDOOR LIGHT SENSOR HVAC CONTROL WIRING 5 PAK (ECP) SENSORS NTS RN I1MACKIT mkmm oer Irro\ THERMOSTAT BACKPLATE 6 THERMOSTAT WIRING NTS MOUNT MOTION SENSOR DIRECTLY ON CEILING FACING DOWN, ON OPEN CEILING MOUNT AT 11'-6" AFF. SENSOR SHOULD BE A MINIMUM OF 20' OFF STORE FRONT GLASS. AVOID PLACEMENT NEAR MOVING ITEMS SUCH AS HANGING BANNERS. POSITION SENSORS TO PROVIDE BEST COVERAGE OF EMPLOYEES ENTERING THE STORE AND WORKING LATE. DETAILS OF THE NUMBER OF MOTION DETECTORS AND POSITION GUIDELINES CAN BE FOUND IN THE STATEMENT OF WORK WHEN WIRING MULTIPLE MOTION DETECTORS, RUN SEPARATE WIRES FROM EACH DETECTORAND COMBINE THEM AT THE LCP TERMINAL BLOCK �4) MOTION SENSOR N (TYP-1 TO 3 TOTAL) Oul VENSTAR (LCP) CIRCUIT BOARD 18 MOTION SENSORS NTS SENSOR CONNECTIONS I CONTROL BOARD CONTACTORS --�, I -SURVEYOR COMMUNICATIONS BUS 0 0 i ar �a y Ef r ❑ C71� AC LINE IN a ANEL POWER (B-32) 1 2 3 4 5 6 I ER I 100 E01 DD; '00 1 D" i i 0 0 j WORK J SALES -Y SIGN J SITE J IT IS PERMISSIBLE TO MODIFY THE FACTORY WIRING TO REGROUP CONTACTORS TO SUIT THE ACTUAL CONTROLLED LOADS. TYPICAL MODIFIED WIRING WOULD BE: BROWN (WORK) -CONTACTORS 1 BLUE (SALES) - CONTACTORS 2,344 ORANGE (SIGN)- CONTACTOR 5 RED (SITE) - CONTACTOR 6 LIGHTING CONTROL PANEL NTS MOUNT THE OUTDOOR TEMPERATURE SENSOR (OTS400) 0 N A NORTH FACING, VERTICAL SURFACE, NEAR TH E TO P OF ONE OF THE HVAC UNITS, ENSURE THAT THE SENSOR IS NOT LOCATED WHERE IT WILL NOT BE AFFECTED BY HEATED CONDENSERAIRFLOW. OUTDOORSENSOR o (COVER REMOVED) RS;GND A FIELD WIRING AS REQUIRED 18 GA UNSHIELDED W14--I DO NOT RUN IN SAME CONDUIT AS LINE VOLTAGE WIRING. SUPPLIED CONNECTOR AND CABLE ASSEMBLY ECP BOARD CONNECTOR (ONLY 1 PER LOCATION) i o 0 0 OUTDOOR TEMP SENSOR DETAILS 9 NTs THE ECP MUST BE MOUNTED INSIDE THE HVAC UNIT. ALL ECP'S REQUIRE FIELD SETTING OF THE EQUIPMENT DIP SWITCHES (SEE EQUIPMENT CUT SHEETS). SUPPLY RETURN AIR AIRSENSOR SENSOR INDOOR AIRFLOW RETURN AIRDUCT SENSOR OUTDOOR REMOTE SENSOR ACC0404 SUPPLY AIR DUCT REMOTE SENSOR LOCATED ON SALES FLOOR, REFERTO SHEET E-1.0 AND COORDINATE FINAL LOCATIONS WITH MECHANICAL - SEE STORE OWNERS 9FEETABOVE STATEMENT OF WORK FINISHED FLOOR AC UNIT FLOOR HVAC UNIT (TYPICAL) SUCTION AND DISCHARGE PIPE SENSORS LOCATED MIN OF 1 FT FROM C SENSOR POSITIONS COMPRESSOR. PUSH BUTTON MOUNTED IN 2x4JUNCTION BOX LOCATED 48" AFF ORP ADAACCESSIBLE, TYPICALLY INMANAGERS OFFICE RESTATEMENT OF (PNIS THESE PLMS AND ALL PROP0650 WORK WORK FOR SPECIFICATIONS, WIRING POLARITY 15 NOT IMPORTANT, n ARE SUBJECT TO ANYCORA 1 u i VENSTAR (LCP) CIRCUIT BOARD STORE OPEN/CLOSE PUSH BUTTON STOREOPEN/CLOSE PUSHBUTTON c.larss REQUIRED BY FIELD PNSPEC'PORS THAT MAY BE NECESSARY IN Oi4M TO 00 0LY WITH ALL APPLICABLE CODES. GETTING STARTED PROGRAM SCHEDULES -PRESS THE PROGRAM BUTTON. USE THE MODE BUTTON TO ADVANCE THROUGH THE PROGRAMMING SCREENS. USE THE UP AND DOWN ARROWS TO ADJUSTTHE FLASHING ITEMS IN EACH SCREEN. TO VIEW SENSORS -PRESS THE OUTSIDE BUTTON, USE THE UP OR DOWN BUTTONS TO ADVANCE TO THE NEXT SENSOR READING, 1. OUTSIDETEMP. 6. SUPPLYAIRTEMP. 2. OUTSIDEHUMIDITY 7. DISCHARGE PIPE TEMP. 3. INSIDE HUMIDITY B: RETURNAIRTEMP. 4, REMOTE TEMP. 9. AIR VELOCITY (FPM) 5. SUCTION PIPE TEMP. 10.SECONDARYVOLTAGE DATE: JOB No.: DRAWN: CHECKED: 10.15.2014 1405-96 LarTLCWstianAl 736 Cherry Street Chattanooga, TN 37402 423.643.9220 Office 423.664.7100 Fax N ® rn M cc Zp O J W z J LL ® (W_, W Z J ® � H M V) Qjo z LL LL a. REVISIONS PERMIT ISSUE: 10,15,2014 ELECTRICAL EMS DETAILS SHEET NUMBER V-1.0 NTS Builder/Contractor Responsibilities Drawing Validity - These drawings, supporting structural calculations and design certification are based on the order documents as of the date of these drawings. These documents describe the material supplied by the manufacturer as of the date of these drawings. Any changes to the order documents after the date on these drawings may void these drawings, supporting structural calculations and design certification. The Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which result in changes to the drawings, supporting structural calculations and design certification. Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product specifications, including its design, fabrication and quality criteria standards and tolerances. (RISC code of standard practice Sept 86 Section 4.2.1)(Mar 05 Section 4.4.1) Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project plans and specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor is responsible for securing all required approvals and permits from the appropriate agency as required. Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, braces, false work or other elements required for erection will be determined, furnished and installed by the erector (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) (CSA/S16-09 Section 29). Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria concerning any interface between materials if furnished as a part of the order documents, the manufacturers assumptions will govern. Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from .that shown on these plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the building configuration shown on these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the building not indicated on these drawings. Foundation Design The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, diameter and projection of the anchor rods required to attach the Metal Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) J" o A325 BOLT GRIP TABLE GRIP LENGTH BOLT LENGTH NOTE.' FULL THREAD ENGAGEMENT IS DEEMED TO HAVE BEEN MET WHEN THE END OF THE BOLT IS FLUSH WITH THE FACE OF THE NUT. HER RE0U/RED ONLY WHEN SPECIFIED. PGRIPA-c'HER MAY 8E LOCATED UNDER HEAD BOL T, UNDER NUT, OR A T BOTH A T LOCA7ONS NOTED ON ERECTION DRAWINGS. ADD 5/32" FOR EACH WASHER TO MATERIAL THICKNESS TO DETERMINE GRIP. 0 TO 9/16" 1 1/4" F. T. Over 9/16" TO 1 1/16" 1 3/4" F.T. Over 1 1/ 16" TO 1 5/ 16" 2" Over 1 5/16" TO 1 9/16" 2 1/4" Over 1 9/16" TO 1 13/16" 2 1/2" Over 1 13/16" TO 2 1/16" 2 3/4" LOCATIONS OF BOLTS LONGER THAN 2 3/4" (VOTED ON EREC77ON DRAWINGS F.T. DENOTES FULLY THREADED s5; ,Cj zi (� ENGINEERING DESIGN CRITERIA Mesco Building Solutions 5244 Bear Creek Court, Irving, Texas 75061 Voice 214-687-9999 Fax 214-667®9737 Building Code . 2010 Florida Building Code Building Risk Category Normal (Risk Category II) Roof Dead Load Superimposed — .............. 2,66 psf Collateral 3,00 psf (0.00 psf Ce 1 t i ng 3.00 psf Other) Roof Live Load ................ „ „ 20.00 psf reduction allowed Wind Uttimate Wind Speed (Vint) 160.00 mph Nominal Wind Speed (Vasd) ,,,. 123 mph (IBC section 1609,3,1) Wind Exposure Category C Internal Pressure Coef (GCp I) 0. 18/-0. 18 Loads for components not provided by building manufacturer Corner Areas (within 6, 88' of corner) 52, 56 psf pressure -70, 08 psf suction Other Areas 52,56 psf pressure -56,94 psf suction These values are the maximum values required based on a 10 sq ft area Components with larger areas may have lower wind loads, PROJECT NOTES BOLT TIGHTENING - All bolted ,joints with A325 Type 1 bolts are specified as snug -tightened .Ioints in accordance with the Specification for Structural Joints Using STM A325 or A490 Bolts, December 31, 2009. Pretensioning methods, including turn -of -nut, calibrated wrench, twist off type tension control bolts or direct tension indicator are NOT required, Installation Inspection requirements for Snug Tight Bolts (Specification for Structural Joints Section 9,1) is suggested, Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi, Hot rotted angles, other than flange braces, conform to ASTM 36 minimum, Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksl for rectangular HSS, Material properties of cold -formed light ggage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40,20/1340,21 or equivalent, Design criteria as noted is as given within order documents and Is applied in general accordance with the applicable provisions of the model code and/or specification Indicated. Neither the manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters, The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project, Using 8 x 8 eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Bultding Systems Manual. Downspout locations have not been Located on these drawings, The downspouts are to be placed on the building sidewalk at a spacing not to exceed 20 feet with the first downspout from both ends of the gutter run within 10 feet of the end, Downspout spacing that does not exceed the maximum spacing wilt be in compliance with the bud ding code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 11 in/hr rainfall intensity, Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings. The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer, X-Bracing is to be installed to a taut condition with all slack removed, Do not tighten beyond this state. This obsite is located in a hurricane prone region with wind speeds of 110 mph or greater, In order to maintain the enclosed classification and design for wind all doors, windows and wall mounted light transmitting panels (LTP) provided by building manufacturer shall be protected by Impact resistant coverings. The material may Include but is not limited to 7/16 structural wood panels as proscribed by the local building code, The customer's Design Professional, not metal building manufacturer engineer, is responsible for determining the adequacy of material acting as the Impact resistant covering by others and attachment to the material provided by building manufacturer, This structure has not been designed to withstand the additional Internal pressure required by Code as a partially enclosed condition in the absence of impact resistant coverings, Roof to units (250 tbs each) are to be supported by purlins. The roof top units shall be located to have any roof openings to be in between the roof purlins. The framing provided by the manufacturer has been designed with roof top units at the locations shown on the erection drawings. The dimensions shown are to the center of the unit and may be adjusted 2 ft In any direction to allow for any roof penetrations o clear the purlins or rOd bracing, The roof purlins or bracing shall not be cut or removed at a roof opening, DEFLECTION CRITERIA The Material supplied by the manufacturer has been designed with the following minimum deftection criteria, The actual deflection may be less depending on actual toad and actual member length, BUILDING DEFLECTION LIMITS...1 BLDG-A Roof Limits Rafters PUrtlns Panels Live L/ 160 150 60 Snow L/ 180 180 60 Wind L/ 180 180 60 Total Gravity L/ 120 120 60 Total Uplift L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway Live H/ 120 Snow H/ 120 Wind H/ 120 Seismic Drift H/ 67 67 Crane H/ 100 Total Gravity H/ 120 Total Wind H/ 120 60 Service Seismic H/ 120 50 Watt Limits Limit Total Wind Panets L/ 60 Total Wind Girts L/ 240 Total Wind EW Columns L/ 120 The Service Seismic tlmit as shown here is at service level toads. [drawing Index Page Description F1 Anchor Rod F2 Anchor Rod Details F3 Reaction Drawings E1 Cover Sheet E2 Primary Steel BLDGA E3 Roof Framing BLDGA E4 Roof Sheeting E5 Sidewall BLDGA WALLSWA E6 Sidewall BLDGA WALLSWA Sheeting E7-E8 Sidewall BLDGA Sections E9 Sidewall BLDGA WALLSWC E10 Endwall BLDGA WALLEWB Ell Endwall BLDGA WALLEWD E12 Back Panels EWB, EWD, SWC E13-E15 Main Frame Cross Sections R1-R12 Construction Drawings R13 Trim Profiles CASTLES DESIGN GROUP, INC. REVIEW IS FOR GENERAL COMPLIANCE WITH CONTRACT DOCUMENTS. NO RESPONSIBILITY 19 ASSUMED FOR CORRECTNESS OF DIMENSIONS OR DETAILS. 5No EXCEP'110NS TAKEN MAKF CORRECTIONS NOTED BYRAbREVISE AND RESUBMIT .�/� DATE 10wl 2PI- THESE PLMS AND ALL FFROPOSBD WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD NSPEC'*RS TI;AT MAY BE NECESSARY IN ORtDM TO CO-'iPLY WITH ALL APPLICABLE CODES, BUILDING DESCRIPTIONS Building ID Width Length Height SI Building A 105-7 1 80'-0 1 15-0 c o � .4 g U � y w o_ o z O O C~J U Of w a o H U ¢ o a un �n b 0 N y o � 00 IIIII I ICI o C o N b O C 1 b r•- M ,�., O +_' 1� w h coJ o¢� J sou y c b U iu ~ v p¢v C)Z� N o 0 � �wQ ❑ LI c V) oUJ U c0 00 a, 2 m o CO ,,p a OL U m y in vF 04 O b Ca) � ,n N m O ` O G 4o Q Z_ •� C 44 L2 o M H b C)�0 o Ova y�ca¢ 3 b Scale: NOT TO SCALE Drawn by. JPI 9/4/15 Checked by WM/TK/RM 9/4/15 Project Engineer: Job Number: 14-B-83134-1 Sheet Number: E1 of 15 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. DRMEIA ENMEIA SEP 0 9 2015 Anchor Rod Drawings 1) This drawing is for anchor rod placement only and is not foundation design. 2) Foundation must be square and level with all anchor rods true in size, location, and projection. 3) Projection shown must be held to keep threads clear of finished concrete. 4) This structural design data includes magnitude and location of design loads and support conditions, material properties, and type and size of major structural members necessary to show compliance with the Order Documents at the time of this issue. Any change to building loads or dimensions may change structural member sizes and locations shown. This structural design data will be superseded and voided by any future mailing. 5) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer, and are not provided by the manufacturer. 6) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise. FINISH FLOOR AT ELEVATION 100'-0 SWC EWB 7PLANEWD SWA (H.S.) ACCESSORY SCHEDULE MARKI DESCRIPTION DETAIL QUAN. 7'=2 FRAMED OPENINGS Field Located 0 2 © 15'-4 X 10'-0 FRAMED OPENING Q 1 �©' a 101 9a- 1.4 80'-0 OUT/OUT OF STEEL 2.6 I 13'-10 25'-0 1 25'-0 13'-10 1'-2 �J C1.4D 6D 6 2.4 ANCHOR ROD SETTING PLAN Nq we THESE PLANS AND ALL RROPOSSO tiWfli;l ARE SUBJECT TO ANY CO1WECTIOP95 REOUIRM BY FIELD MSPECTORS THAT f!P,.AY BE NECI MANY IN OflDeR TO CC`;;PLY VI o H ALL APPLICABLE CODES, FILE COPY ANCHOR BOLTS TO BE DESIGNED BY FOUNDATION ENGINEER USING DIAMETERS SHOWN IN THIS TABLE. ANCHOR ROD DESCRIPTION QUANTITY "4 DIAMETER X 44 "0 DIAMETER X 52 1"0 DIAMETER X 8 DRMEIA ENMEIA ij No. 8306 S TE OF c oQNAL /ny„„e, 11% %�\�`\`` SEP 0 9 2015 AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS Specified Column Centerline Steel Line Bottom of Base Plate (t3mm) r t1 /4" (t6mm) * t1 t13mm) I 711111t± f1/8' 3mm) t 1 8." (f3mm ANCHOR ROD SETTING TOLERANCES J 11j4 3 0 i 3„ 4„ wiz nOOU N N MAO *Variation in Elevation to the Tops of Anchor Rods BASE PLATE AND ANCHOR ROD TOLERANCES 0 3" 2 NoU E-04E I I 3„ 13„ F NJ _ M TYPICAL SECTION TYPICAL SECTION O J"O ANCHOR RODS J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 NOTES 1) THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2) THE REACTIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING LAYOUT (UNLESS NOTED OTHERWISE). a) A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH LOAD GROUP. b) RIGID FRAMES (1)GABLED BUILDINGS (a) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE LEFT SIDE OF THE BUILDING, AS SHOWN ON THE ANCHOR ROD DRAWING, FROM THE OUTSIDE OF THE BUILDING. (b)INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. (2)SINGLE SLOPE BUILDINGS (a) LEFT COLUMN IS THE LOW SIDE COLUMN. (b) RIGHT COLUMN IS THE HIGH SIDE COLUMN. (c) INTERIOR COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SIDE. c)ENDWALLS (1)LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE WALL FROM THE OUTSIDE. (2)INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. d) ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE BOTTOM OF THE BASE PLATE. THE LENGTH OF THE ANCHOR ROD AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE DETERMINED BY THE FOUNDATION ENGINEER. e) ANCHOR RODS ARE ASTM F1554 Gr. 36 MATERIAL UNLESS NOTED OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. f) X—BRACING (1)ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN IN THE REACTION TABLES. (2) FOR IBC AND UBC BASED BUILDING CODES, WHEN X—BRACING IS PRESENT IN THE SIDEWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ AND RBDWEQ) DO NOT INCLUDE THE AMPLIFICATION FACTOR, Oa. (3)FOR CANADA BUILDING CODE (NBC), WHEN X—BRACING IS PRESENT IN THE SIDEWALL OR ENDWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ & RBDWEQ) ARE MULTIPLIED BY FORCE REDUCTION FACTOR, Rd, WHEN SPECIFIED SHORT —PERIOD SPECTRAL ACCELERATION RATIO IEF.Sa(0.2) IS GREATER THAN 0.45. 3) REACTIONS ARE PROVIDED AS UN —FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN, THE FACTORS APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. a) FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 IBC OR 2010 FLORIDA BUILDING CODE, THE WIND LOAD REACTIONS ARE AT A STRENGTH VALUE WITH A LOAD FACTOR OF 1.0. THE MANUFACTURER DOES NOT PROVIDE "MAXIMUM" LOAD COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION DESIGN. 1'-8 8„ w god Q 0 Zk4"4>, o zW 0 o c°a 3 No0U V10U 04 N _ (V 00 N Ob N O N I 4,> I�z - - fn = - M TYPICAL SECTION O 1"0 ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 J 7JJ J 30C3 3„ 2J W�z 52 07)0 Fn00 �_ � ENV I 3„ ww N TYPICAL SECTION J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 I 3„ ww Cn TYPICAL SECTION ©"0 ANCHOR RODS O BASE OF STEEL AT ELEV. 100'-0 71 9oz 3" 2J w000 z � 0 I 3" ww V J _ _ N TYPICAL SECTION (D J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 I wlw3., M TYPICAL SECTION J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 Q„ TYPICAL SECTION O J"O ANCHOR RODS BASE OF STEEL AT ELEV. 99 —1-1T_ I E E TYPICAL SECTION O J"O ANCHOR RODS BASE OF STEEL AT ELEV. 99'-4 S'—n TYPICAL SECTION ❑ J"O ANCHOR RODS BASE OF STEEL AT ELEV. 99 -11 FILE COPY THESS FL4N13 AND ALL PROP0850 WORK ARE SUBJECT TO ANY COMECTIOJS REQUIReD BY FIELD tNSPECXRS THAT MAY BE NECISSARY IN ORDER TO CC r LY WIT H ALL APPLICABLE CODES. 0 L g U LU W N �- d z 0 H U D: z 0 U Of 0 W v.. ,CO O 4 b U o M p d U b e O v� O Z W 0 J L O �+ ti co J Q W Q. C O d f- vI N �QU U W �'O^ N C)4ZJ U 4. O I.i vJ j Lid O�Jz ❑ ❑ O % 0 W ¢ C } `O V) r�M� a ca Cn .0 q L.J _ a) M L cL M<0 r i a_ m cam o 0 O o � U U w U m" � iU O Ca W c N >� G U qk Z 0 4z L�Lz O `t f- M ❑ ❑ O r ~ a �Q29 Z } U U 0 O Q U0 (n o O U a w F 3 F- Q U =rU Q Scale: NOT TO SCALE Drawn by. srs 5/4/15 Checked by Job Number: 14-B-83134-1 Sheet Number: F2 of 3 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. DRMEIA ENME1A SEP 0 9 2015 1, I L, I I �— �__.. I .d .. EWB KEY PLAN EWD 0- m U Ld W01 0 W Ln ¢ ¢ U U PRIMARY STEEL LOCATION PLAN N W K U N W Of N W ry 1 II a 8 THESEE rL*lS AjNID ALL RROPOS5D WORK ARE SUBJECT TO ANY COFIRECTIONS REQUIRED BY FIELD MSPEC'DORS THAT MAY BE NECI•SSMAY IN ORDER TO C014PLY WITH ALL APPLICABLE CODES. CY ^� moollpli - �F�,. SEP 0 9 2015 1 H.S.; —E} DENOTES: PIPE STRUT. ATTACHED WITH 4"0 X 1i" A325 BOLTS. X DENOTES. PURLIN OR GIRT STRUT. WHEN ROOF SYSTEM IS SSR, ROOF PANEL CLIPS ARE NOT REQUIRED AND HAVE NOT BEEN PROVIDED AT PURLIN STRUTS. SWC EWD Z_SECTION LAP TABLE SYMBOL LAP (LENGTH) SYMBOL LAP (LENGTH) S 6'-2" (3j") T 2'-4"(2'-5j") TR 1'-4"(l'-5j") V 3'-0"(3'-1 j") a- 8-9- LC c 1.4 2.6 I R(1'-n nI1T/nI1T OF STFFI 1"-2 13'-10 25'-0 25'-0 13'-10 l'-2 5'-0" 5'-0" 3'-0" '-0" KBA1T CL472A (TYP) S KBA1U PSW3X CL472A (TYP) PSW3X 8" PARAPET _ -----�_ -- -- -jc - - ----- -- --- ---P-58 ----- - ------ CL472B d CL4 B \ P-21 KBA1J / I I CL472B & P-56 CL 72B & P-54 FB4 I\ P-42 FB4 P-20 KBA1 J/ j \P-43 (TYP.) i & P-57 KBA1P & P-55 `\ KBA11�/ I KBA1G Lo - P-34 I\ / KBAlG i I / P-39 / I I \ ` FB4 P-4\ / & P-56 1 & P-54 I P-2$ / FB4 t P-38 (TYP.) KBA1F 5'-0" 5'-0" 5'-0" 5'-0" P-35 I ir \ n I \ / \ / KBA1 F I M j� I IFB4 P-42 \\// I & P-56 & P-54 P-21 \v FB4 11 ¢ P-35 / \ KBAIE I th N Q <[ KBA1E N N / \ w j FB4 P-42 / ` & P-56 & P-54 P-21 / ` F84 I w 1 I i '�\w P-39 P-34 P422 (YP.) I P-45 P-35 P-24 I PC43 /I (TYP.)/ PC43 f \ P-23 P-44 I \ (TYP.)/ \ \`\ I \`\ i P-39 P-36 K8A1D W a P-4$/ 5 I oD o I I I \\u / I \`\/ 1 j of N j /\\� (TYP.) OR lO P-39 (TYP.) �I� (TYP.) < l> i /\`\ I N P-36 m m a Ld /CNJ uj 1 / ��` I `n P-39 1 P-34 / a ZD I/ P-45 \ f P-24 \ o I (TYP. / 1 I\\ P-23 PTYP) ( I I \ P-44 `\ i/ I I I \ \ / RP1 P-34 \ \ P-24 KBA1 D/ / I ToP-39 0 / \ / I P-39 P-34rn jl \`X / \\x I o I a I ¢ in / P-25 / ` I N N P-46 W LIJ I -46 9 P-i25 v� P-48 I P-27 I PC43 / \ P-26 PC43 (TYP.)/ `\ P-47 I \ (TYP,/ / \\\ I\\`\ KBA1D� w i P-49 i 1 P-39 P-34 P-28 I d P 25 j P_` KBA1C (TYP) \\ i II j F64 P-50 \xf P-39 P-34 P-29 \x/ FB4 I I n v I KBA1 N w P-20 N P-41 / ` KBA1B l af I I F64 P42 \\� *PC32 *PC32 / P-21 / K�A18 I FB4 I L�P�1 / i GF. �Q \ I G� �P I KBX\l A \tea �\ ro cs� \ O�i'F I N.6 \� ���'�c P 20 �R\�G \��� �tBA1M�6 QPG i \ FB4/ Ct�\\ P 40`\ \�\ � \`\ %; I /�-30 KBA1A� I / P-51 ��"Lo ,�0 -� FB4 I/ I-52 \\\ \�\ 7. !� � P-3 �.� ` P39 N. \y \6O -36 On,�A1 e\ K P-5 KBA1 Qe ----------- \ 1 -� 32----=------ ---- P-39 ---- _______ _ \6----- - 8" 8" PARAPET �L ---------- PARAPET o 11 KBA1S 12" PARAPET KBA1S o I i0 m Id =CL OF 250# POINT LOADS ROOF TOP CONDENSER UNITS NOTE: ALL "FB4" FLANGE BRACES USE CL196 & CL199 INSULATION CLIPS THESE PL4115 AND ALL PROPOS D WORK ARE SUBJECT TO ANY COIR RECYIONS REQUIRED BY FIELD INSPECXRS THAT ?AAY BE NECENA'llY 11 ORDM TO COMPLY WITH ALL APPLICABLE CODES. FILE COPY DRMEtA ENMEIA SEP 0 9 2015 SWA (H.S.) ROOF FRAMING PLAN �k NOTE: FIELD LOCATE LOOSE CLIP PC32 ® WINDSTRUTS EWB A Single Source Weathertightness Warranty has been requested. A NCI certified roof installer is required during installation of the entire roof system. Inspections by NCI are required at start—up, mid —point and final. The Builder / Installer is responsible to request roof inspections a minimum of (2) weeks in advance. Non—compliance with warranty requirements can result in NCI's inability to issue a Westhertightness Warranty. All roof penetrations (Pipes, Lightning Rods, Etc) are excluded from the Weathertightness Warranty without prior written approval. Built up roof areas or tie—in's are excluded from the Weathertightness Warranty. Parapet cap, backer panels and counter flashing are excluded from the Weathertightness Warranty. Roof curbs must be fully welded .080 aluminum and be pre —approved by NCI to be included in the Weathertightness Warranty. SWA (H.S.) GDL28002 Y/E8 (OPP. ) SPEC8 GDL21 PANEL TYPE = DL:K (BONE WHITE) PANEL OVERHANG = 0'-5 3/4 FROM OUTER STEEL X/E8 (TYP.) cnrnc GDL28002 Y/ES SP DWDL02007x SPEC7 8" PARAPET W/FLOW THROUGH GUTTER II II — II II II II II II II II SPEC 10 ROOF HATCH I I WITH LA DE •t I 00 I 00 I 00 I �r I I I o- a oo eo ao 00 ao ao ao ao ro ao ao m m w ao m 07 00 eo m w ao 00 m ao ao 00 m oa af rj� ao 00 eo ro 00 d- I I W C) I M I i� I i� I I i� I W i� I I 7� I i� I i� I i� I i� i� I i� I I I I i� I I i� I I i� I i� I i� I I i� I I i� W W I i� I 'r I i� I h I I a rr) M ro M rM n rM I) M M n rM M n r7 r7 rM M ro M ro M rM ro n M n ro ro M d d n Inn M r7 r7 (n d V) V) V) a w a ¢ N 00 N 00 < a 00 II II 00 00 00 00 00 II II III M '4 r7 M III Ih I I Mlloo 00 YID Do t�1Kt) 00 r 00 M 00 NIOO 00 " DD r 00 Nlltp 00 00 n n M= M100 r'1rA N I I 0:� D- 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Do 00 00 00 00 X of m 00 00 00 m m W U I I I I I 1 W 1 1 1 1 d' 1 1 1 1 It 1 It 1 It 1 -.Id- 1 1 d- 1 d' 1 d' 1 1 'It 1 d' 1 It 1 'It 1 d- 1 d' 1 4- W U W U I d- I d' I It I o- I a' I '1' w U ¢ r7 th M r7 M M ¢ M r) r'7 M r') rn M ro r) M r7 n n I") rM r') r7 r7 rM rM rn to rr) rM ¢ ¢ M r0 M r7 rr) r7 d ! n a- a d N (n II� II II II N 00 N N N �II II II II II II F- II II a oI d11M We nl� i l MII I 00 C14 ro to K7 rt 7 r7 M r7 W I I I I I W I I I I I I I I I I I I I I W W w I l a M M ro ro M r0 a n rM M n M M M M r 7 M M M n n rr j M r7 M ro In M ro rN P0¢¢ M r7 ro r7 vo M¢ I I II m Ln N N I II N00N 00 N 020 GDL 4L II II II II 4„ PARAPETr2- 8" PARAPET a — — Z 8" DG�E7 D ZIE8 _ _ 12" _ _ _ _ _ D G PARAPET 2" ROOF SHEETING PLAN ROOF TO MEET UL90 REQUIREMENTS, SEE DETAILS FOR SPECIFIC INSTRUCTIONS. 2JO21 THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY COFl ECTIOPIS REOUIReD BY FIELD PNSPECXAS THAT MAY BE NECP!360Y IN OADM TO COL,PLY WITH ALL APPLICAOLE CODES. 0 U a'_ y w o Z � O O U U D a_ of W (n a_ O LJ U ¢ a � O a W Z LO In U \ \ a N C) \ \ (o o ¢ m a� o a o N a O y c CD r^o O In U O S L 0 n co U¢ J O U o ,° a_aw 0Q o U m �u axi OU VJ o� O W O U J Z z�WQ < o )_tom °io0 �� a� CL I- d C im 1 n ° O C) I > U m n Qi � j O C O � 4p U i Q� N Mw L O Z t O F- ro1:1 El O Z) Z a ~ N 0 y iZ9 © z y OHO 0 o V) E Z 2 Q O O O U ~ 3 ~ 1 ¢ O U S r U O SCa/e: NOT TO SCALE Drawn by JPI 9/4/15 Checked b. WM/TK/RM 9/4/15 Project Engineer: Job Number: 14—B-83134-1 Sheet Number: E4 of 15 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. DRME1A ENMEIA pulltl 11 r)q '', � D 05 '• 'f No. * iw TATEOF SEP 0 9 2015 EWB F I 0 w x L < _ _ _ a ca w w w Lo Q Q Ld a a w 0)0 N to ON N I N CI292- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE fO SIDEWALL COLUMNS, AT ALL a GIRT ELEVATIONS. REFER TO DETAILS. PC30- FASTENS BETWEEN THE 1'-6 GIRTS ON EACH SIDE OF THE SIDEWALL COLUMNS, AT ALL GIRT ELEVATIONS. 1'-6 a 14'-8" _ RECESSED 12", GRID "Al" v AA/E5 SC5 GC11 r� _ SC180 Ib PC601 GH12-1 / / / / I / 4 N PC60Z GC13 12 2A F-- rl G-20 G-15 PC60A PC60B G-15 50'-8" (2) PC608 G-15 G-15 G-15 REFER TO DETAILS ON INSTALLATION OF WALK DOORS. REFER TO DETAILS ON INSTALLATION OF FRAMED OPENINGS. USE STANDARD WALL PROCEDURES TO ERECT THE SIDEWALL AND ENDWALL PANELS. 12 �12i1G r7 G.J. PC60A PC60B N (4) 3/4"0 x 2 1/4" A325 ------------- -- RA1_1 �(2) PC60 JACK BEAM/BGW28 (2) PC60� --------------------------------------- RA1-1 BG18 u G-1 // \\ I G-14 I I o _ UI dI IU Ias r� G-1 \\ GC13 I I GC14 r--i G-1 i G-13 G-21 0 GC50 I GC51 G-20 G-15 G-13 GC13 a PC60Z IPC60A � ;' GH12-1 14' - 8'" RECESSED 12", GRID "A.1 v AA/E5 (OPP.) GC11 I vi \\A/E5 (OPP.) I \ G-12 / / / / / / / / J / / SC5 0 I I G-17 I G-1 / \ OPEN TO 10'-0 o nj F xx It \�\' FOR STORE FRONT I U I I U o // a o i� a l f CL \��'� o q\\ GC14 I I GC13 // G-1 x r-i 0 G-21 G-13 i G-1 GC51 I GC50 [ 61 1.4 cib d) 2.4 Q.6D b C111 A CF2AC CWW4Q CF2CA CWW3Q CF2AA C15A CU17A CU15A CU16A SIDEWALL ELEVATION "SWA" AT GRID LINE "A" n e O FRAME COLUMN (2) 1/2"0 x 1" FINHEAD BOLTS 8" GIRT 8" TOP GIRT PARAPET POST ® 20 —0 A.F.F. O Too #12A FASTENER ® 24"O.C. O v— RA3-1 12" GIRT #12A FASTENER ® 24"O.C. O GH12 I — —fl i —fl #12A FASTENER ® 24"O.C. #12A FASTENER ® 24"O.C. FIELD DRILL PILOT HOLES FIELD DRILL PILOT HOLES IN FRAME FLANGE IN FRAME FLANGE EWD SECTION "A/E5" SECTION "AA/E5" SIDEWALL SETBACK SECTION SIDEWALL SETBACK SECTION FILE COPY THESS PLANS AND ALL RROPOSSD WORK ARE SUBJECT TO ANY COMEC?"ICi3S REQUIRED BY FIELD INSPECXRS THAT MAY BE NECIUA4lY IN ORS TO CO'PLY WITH ALL APPLICABLE CODES. SEP 0 9 2015 SWA (H.S.) N < oa aJ 00 CO L L�L- RBR WALL PANELS PANEL COVERAGE = 3'-0 COLOR = GALVALUME PANEL PKG. REQ'D. = RBS-2 SWC EWB K7PLANEWD SP-9 F3532-1 SP-9 F3532-1 SP-9 SP-9 F3532-1 F3532-1 D Z,E8 _ B/E7 B/E7 (OPP.) Drlo to Ii r r I r r �G/E7 D G/E7 � r-oo -100 � M l� I C E7 o C E7 (OPP.)� Ir I I I I j I I I I I I i I I I I N N 7 Il-) -t Ln io o Ln d r7 N N N N r r r r r r r r r r r r r N N I(D In l 0 oo I I IN to I() N N Ln U) N �Id- r1d' •-I� �Id- LL I'7 rl� LL L - n to LL r r r LL LL Li L.L r r r r F24-1 F24-1 F24-1 , o 0 0 0 N O O O kt I I I I I r I i t i I I O I I v r ICI r v r Irl r I I � I I I N IN D/E7 NIIIN D/E7 NIIIN NI 100 NI IN NI IN Ibl I � LL ICI LL- LL ICI LL i PANEL © i L� i i Lei PANEL @ 21'-88 i--- F848-1 I F848-1 ¢ F848-1 I F848-1 ---� 21'-88 I I I I I I I r r r r I N N r r r I I 100 cc) I I r� ro I - -- -- -- - -- - -- -- - -- - -- -- -- - 6" 1'-0 1'-O 6" BACKLAP BACKLAP WALL SHEETING ELEVATION "SWA" BLDG "A" N FIE a SP-10 SP-10 FIE a SP-10 a SP-10 SIN SIN Lo Lo Lo Ln — —Id- MRb -IN "00 - l t ^jn O CD O I") O CU O \� u— PBR WALL PANELS r - I I I I i I i i I 4 Lo Lo Co CD (D nLn PANEL COVERAGE = 3'-0 f N� -ro EIN rO COLOR = SADDLE TAN Ll- SP-8 F326-1A SP-g L` � THESE rLQJSAND ALL RRQPOSSOWormP PANEL PKG. REQ'D. = PBS-7 ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD MIDEC' 0MG THAT MAY BE NECISSAIRY IN ORDM TO CO,' PLY WITH ALL APPLICABLE CODES, BACK PANEL SHEETING ELEVATION "SWA" BLDG "A" _'pax ENMEtA SWA (H.S.) I' #14A FASTENER AS REQ'D: (2) F22-1� F3535-1� #17A FASTENER AS REQ'D. COLLATERAL MAT'L t (NOT BY MESCO) I1 GH12 OPEN CEE F3535-1 #14A FASTENER AS REQ'D. F22-1 7A FASTENER AS REQ'D. f-PBR BACK PANEL #12A FASTENER AS REQ'D. 12 GIRT REV. PBR WALL PANEL -REV. PBR WALL PANEL #14A FASTENER AS REQ'D.\\\—#12A FASTENER AS REQ'D. SECTION "B/E7" PARAPET END SECTION Cap Trim SP-10 Fastener #17A at 1'-0" O.C. O.S. Closure HW456 Fastener #4A at 1'-0" O.C. Parapet High Side Trim PBR Back Panel F326 Outside Metal Closure Fastener #4 1/4-14 x 7/8" Tri-Bead Tape Sealant ILL Sp W�Washer HW504 at 6 N. Back -Up Plate Tri-Bead I.S. Closure HW455---\ Tape Sealant HW504 --- Transition Trim SP-8 Fastener #17A at 1'-0" O.C. Movement L6P UD/DL Parapet High Side Roof Panel Eave Trim F326 Tri-Bead Tape Sealant HW504 Panel CliD�,"r --- _ �; / WP Y� Outside Metal Closure 24 = HW430 18" = HW432 12" = HW442 �k Back Up Plate 24" = HW7760 18" = 12" = HW7769 HW7761 SWC EWB KEY PLAN EWD SWA (H.S.) I �- Fastener #1 F (2 Req'd) a. Fastener #1E 1/4-14 x 1 1/4" ILL SO W/Washer 24 = 8 Per Panel 18" = 7 Per Panel 12" = 6 Per Panel 4" #14A FAE Fastener #17A at 1'-0" Q.G. 12" Girt Top Girt 8" SECTION "F/E7" 8" PARAPET TO BACK PANEL TRANSITION FACE PANEL & COLLATERAL NOT SHOWN #17A FASTENER (TYP.) @ STRUCTURAL U.N. BR WALL PANEL (TYP.) ,r,".1.C. FIELD DRILL PILOT HOLES IN FRAME FLANGE SECTION "C/E7" SIDEWALL SETBACK SHEETING SECTION (COLLATERAL MAT'L. NOT SHOWN) Parapet High Side Trim F326 Fastener #4 Dim. Varies 1/4-14 x 7/8" LL SP W�Washer at 0.. Tri-Bead Tape Sealant HW504 20'-0 A.F.F. Movement UD/DL Parapet High Side Roof Panel Eave Trim F326 Panel �$ Outside Metal Closure 24" = HW430 18:, = HW432 12 = HW442 Z$ Back Up Plate 24" = HW7760 18:, = HW776g 12 = HW7761 F22-1 #14 FASTENER, 12" O.C. COVER TRIM (SP-1) #12A FASTENER © 24"O.C. FIELD DRILL PILOT HOLES IN FRAME FLANGE OLDIER COLUMN 4 GAGE COLUMN WRAP (PC27L) F22-1 #12A FASTENER CAD 24"O.C. DRIP TRIM FIELD DRILL PILOT HOLES (SP-6) IN FRAME FLANGE SECTION "D/E7" COLUMN WRAP SECTION © STOREFRONT (COLLATERAL MAT'L. NOT SHOWN) k Outside Metal Closure Tri-Bead Tape Sealant HW504 Fastener #17A Back -Up Plate Fastener #4 @ 12 O.C. at 5'-0" O.C. w/HW504 Fastener #17A Cap Trim at 1'-0" O.C. SP-1U Tri—Bead Tape Sealant HW504 Fastener #17A— at 1'-0" Q.G. Parapet Top Girt 8" Fastener #1E 2„ 1/4- 14 /4-14 x 1 1 /4" VFastener #1F ILL SD W/Washer (2 Req'd) 24" = 8 Per Panel 18" = 7 Per Panel °- 12" = 6 Per Panel 4" 7" 11" SECTION "G/E7" 8" PARAPET SECTION, SWA i- Cap Trim SP-9 Attachment (NOT BY MESCO) Dim. Varies -F3532-1 Collateral (NOT BY MESCO) -REV PBR Wall Panel COVER TRIM F981-1 S SECTION "E/E7" BOTTOM OF PARAPET SWC Fastener #4 @ 12" O.C. w/HW504 Cap Trim Fastener #17A SP-10 at 1'-0" O.C. O.S. Closure HW456 Fastener #4A Lime Lw at 1'-0" O.C. Parapet Top Girt 8" PBR Back Panel #14A FASTENER AS REQ'D. F22-1 — F3535-1 COLLATERAL MAT'L. (NOT BY MESCO) GH12 OPEN CEE /'� #14A FASTENER AS REQ'D_ F3535-1 O O PBR PANELS —#17A ® 12" O.C. INSIDE CLOSURE DRIP TRIM (F201-1) (2) 1/2"x 1 FIN HEAD BOLTS -W8 x 18 Stub Column STUB COLUMN W/ CAP TRIM WRAP F981-3 astener #17A at 5 -0 O.C. Fastener #17A Cap Trim at l'-0" O.C. SP-9 Attachment (NOT BY MESCO) SECTION "H/E7" 8" PARAPET SECTION, ENDWALLS 7A FASTENER AS REQ'D. r-PBR BACK PANEL 8" GIRT —#12A F ER AS REQ'D F22-1 J REV. PBR WALL PANEL #14A FASTENER AS REQ'D. SECTION "I/E7" PARAPET END SECTION DIM. VARIES -F3532-1 ;ollateral (NOT BY MESCO) REV PBR Wall Panel THESE r LkNIS AND ALL PROP085D WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD rNSPECXRS THAT VjAY BL NEC MSARY IN ORDM TO C0PLY WITH ALL APPLICABLE CODES. FILE COPY ;8305cx :u '-re OF r670N P\ "NO' SEP 0 9 2015 Parapet High Side Trim F326 Fastener #4 1/4-14 x 7/8" LL Sp W[Washer at 6 0, . Tri—Bead Tape Sealant HW504 --- Movement Fastener #17A—\ at 1'-0" O.C. O.S. Closure HW456— Fastener #4A---\ at V-0" O.C. �r Outside Metal Closure Tri—Bead Tape Sealant HW504 I rBack—Up Plate PBR Back Panel--. I.S. Closure HW455 UD/DL Parapet High Side Roof Panels Eave Trim F326 Panel Fastener #17A at 5'-0" O.C. Fastener #4 ® 12" O.C. w/HW504 Fastener #17A at 1'-0" O.C. Cap Trim / Sp-10 \ / pet Top Girt 12" O O 10 —Fastener #17A at V-0" O.C. 12" Girt —Cap Trim SP-9 kttachment (NOT BY MESCO) DIM. VARIES —F3532-1 ;ollateral (NOT BY MESCO) REV PBR Wall Panel #12A (4) PER SHEETING ANGLE 1) INSTALL WATER DIVERTER/CRICKET SPEC-- 4 — FASTENER #1 EAVE PLATE 1 /4"-14 x 1 it HGT. ALIGN SHEETING ANGLE " WITH TOP OF EAVE l" PLATE — RA1-- 2" X 4" SHEETING ANGLE FASTENER #1 EAVE STRUT 1/4"-14 x 1" PARAPET POST 2" X 4" j. SHEETING ANGLE RA1 �-- 4 — FASTENER #1 1/4"-14 x 1" 3 — FASTENER #1 1/4"-14 x 1" �2" X 4" x 6" MIN. SHEETING ANGLE \LUMINUM DIVERTER/CRICKET 2) APPLY TRIPLE BEAD TAPE SEALANT HW-502 CONTINUOUSLY OVER DIVERTER INSTALL INSIDE METAL CLOSURE HW-426 (SEE GDL11005-00) THEN APPLY TRIPLE BEAD TAPE SEALANT CONTINUOUSLY OVER METAL CLOSURE MINOR RIB TAPE SEALANT HW512 (1) PER MINOR RIB 5k (SEE GDL11006-00) POST SPEC_ DIVERTER TAPE SEALANT HW504 CRICKET W/g3 FASTENERS 3" O.C. rw cc - a SPEC- CRICKET N BASE PLATE CI Iq UNDER CRICKET TAPE SEALANT HW504 W/ FASTENERS Y O.C. PANEL MINOR Minor Rib �. Tape Sealer HW512 Triple Bead Tape Sealer HW502 WATER DIVERTER MINOR PANEL RIB SEALANT DETAIL TYPICAL AT WATER DIVERTERS NOTE: APPLY MINOR RIB TAPE SEALER TO THE UNDERSIDE OF THE MINOR RIBS OF THE PANEL POSITION SO THAT THIS TAPE SEALER WILL CROSS THE TRIPLE BEAD TAPE SEALER. FASTENER /177 0 6" O.0 12-X i WASHER 11 SEAT 1 & TAPE SEALANT HW504 CAP TRIM CAP TRIM F981-- F981-_ PARAPET DIVERTER CRICKET POST UNDER CAP TRIMS SPEC- /SPEC- FASTENER #177 ® 6" O.0 12-24 X 1 1/4 W/ WASHER & TAPE SEALANT HW504 WATER DIVERTER (CRICKET) TRIM DETAIL LOW EAVE F981-- TRIBEAD TAPE SEALANT HW504 e CRICKET BASE PLATE UNDER CRICKET SPEC_ F981-- `Fastener #1E ,— gorv- �$ Outside Metal Closure t4� 1/4-14 x 1 1/4" Q�F WATER DIVERTER (CRICKET) DETAIL 24" = HW430 Fastener #1FILL SO W/Washer f? LOW EAVE 18:, = HW432 24" = 8 Per Panel 12 = HW442 (2 Req d)" NOTE: LAP F981 OVER DIVERTER 18 = 7 Per Panel USE TRIBEAD SEALANT W/ #177 ° 12" = 6 Per Panel FASTENERS 0 3" O.C. Back Up Plate .. 24': = HW7760 12" = HW7769 ROOF PANEL (FIELD CUT AS REQUIRED, TYP) SwC KEY PLAN SWA (H.S.) m SECTION "Z/E8" 12" PARAPET SECTION, SWA Endwall Parapet Corner Trims F830, F620 **F571—Field Work Backside of Diverter To Exterior Wall Panel EWD *Cover Trim F981-3 (See Sections) Parapet Diverter REV—PBR Wall Panel Endwall Parapet Back Panels Low Sidewall Parapet Sill Trim SP-- , ,.---UD/DL Roof Panel ve Gutter 3) ATTACH ROOF PANEL TO DIVERTER & OVER CLOSURES WITH FASTENER #1 1/4"-14 x 1 1/4", LQNGLIFE, AT 3" O.C. Low Sidew< " *COVE SP-- Tri—Bead S, Parapet Dive SPEC — 3" WATER DIVERTER (CRICKET) SL EAVE STRUT DETAIL "X/E8" PARAPET POST DIVERTER DETAILS (FLOW —THROUGH GUTTER) * FIELD CUT SP-- AROUND PARAPET PASS THROUGH OPENING AT ENDWALLS. SP-- TO BE INSTALLED OVER PARAPET BACK PANELS W/ (2) BEADS OF URETHANE SEALANT AT ALL LAPS. SP-- TO BE INSTALLED OVER PARAPET DIVERTER W/ TRI—BEAD SEALANT. ** F571 — ATTACH TO OUTSIDE OF FACE OF WALL PANEL BETWEEN WALL AND DIVERTER WITH (3) #14A POP RIVETS. SEAL WITH URETHANE *** UNLESS OTHERWISE SPECIFIED ON ERECTION DRAWINGS Parapet/Wall Framing REV-PBR Wall Panel 92„ 4 Corner Trim F830-- With Starter Trims F620-- irapet Back Panels Endwall Parapet Back Panel (PBR Panel Shown) /-Inside Corner Trim F3536 ***SEE GD15005 / Panel Trim REV-PBR Wall Panel -/ F482-- SEE ERECTION DRAWINGS DETAIL "Y/E8" CORNER CONDITION AT LOW EAVE (FLOW —THROUGH GUTTER) (SEE ALSO "GDL28002", SHEET R12) SECTION A —A DIVERTER CRICKET #4 Fastener w/ Urethane Sealant H W541 F22-1 Jamb Trim #14 Pop Rivet rec ® 4" O.C. Cover Trim SP-2 #4 Fastener w/ Urethane Sealant HW541 THESE r-LQIS AND ALL PROPOSSO WORK ARE SUBJECT TO ANY COMw- ,'+IOPJS REOUIRL'D BY FIELD INSPECXRS THAT rAAY BE NECE%AjY IN ORDER TO CO,:iPLY WITH ALL APPLICABLE CODES. FILE COPY SEP 0 9 2015 EWB EAVESTRUT 0 0 0 (6) 1/2"0 x 1" FINHEAD BOLTS 0 0 0 3/16" CLIP (XC2Z) J� I � —EW CORNER COLUMN DETAIL "S/E9" ES TO CORNER COLUMN CONNECTION CL292- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE SIDEWALL COLUMNS, AT ALL GIRT ELEVATIONS. REFER TO DETAILS, PC30- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE SIDEWALL COLUMNS, AT ALL GIRT ELEVATIONS. F313-1 F797-1 F797-1_ F321-1 DOWNSPOUT LAYOUT [6 REQ'D] RBR WALL PANELS PANEL COVERAGE = 3'-0 COLOR = GALVALUME PANEL PKG. REQ'D. = RBS-3 SWC EWD PARAPET POST EAVESTRUT EAVESTRUT 0 0 0 a (8) 1/2"0 x 1" FINHEAD BOLTS 0 0 o o 3/16" CLIP (XC1Z) I I �-- FRAME COLUMN DETAIL "T/E9" ES TO POST CONNECTION SC180 GC2 (2) SC180 GC5 (2) SC180 GC5 (2) SC180 GC6 SC180 V-0 SC5 G-3 r� G-7 r� G-7 r-\ G-3 SC5 V-0 G-3 G-7 G-7 G-3 V-0 G-3 G-7 G-7 G-3 0'-10i PC77 GC1 L GC4 u GC4 u GC1 _ PC77 PC77 GH08-2 XC1Z XC1Z XC1Z GH08-2 PC77 _ XC2Z E1 E2 E2 E1 XC2Z c� S/E9 \\� T/E9 T/E9 Sl/E9 L' G-1 G-6 L \, G-6 /_ G-1 (OPP•) -SC5 a a SC5 PC77 PC77 � = N G-1 G-6 G-6 G-1 4- w DSC5-rj PC77 PC77 L-�-SC5 w I N w G-2 G-6 G-6 �' G-1 o I GH08-1 u-) N 7_1 G-1 ] [ G-6 ��'� �`�� G-6 ��'� '�.. G-1 L7-SC5 SC5 PC77 PC77 CO x x R`6os >> g R76�s i� ` G-5 e!� ��'� G-5 eRa G-1 G-1 v G-1 G-4 G-4 G-1 GC50 4'- 4 W� O 0 r) N 00 CO _L I-1- 1 2 N I00 co� m 6 C16A 2.6 CF1 AB CU18A 25'-0 l b CF1 CA CU19A SIDEWALL ELEVATION "SWC" AT GRID LINE "D" 25'-0 1.4 CF1 AC CU18A 13'-10 6 C110A 1'-2 GD15002X a SP-7 SPEC6/SPEC7/F981-3 (TYP.) EIE7al /"Am MICO 11)I00 1700 MI00 n1co IlJI00 KlK10 n10D MIoo "00 rlm ff)w r7100 r71oo tr)KD I'7K10 MI00 17100 MIS MKO t7m K7100 nm "00 0 0 0 0 0 0 0 0 0 0 0 0 0 (D 0 0 0 0 CD0 0 0 0 0 0 r7 r� I-) In P-) r) r10 rO In rC N-) rO r) rO rO rO r� rO rn F981-1/SP-6 (TYP.) F 89-1 CcD 4'-0 O.C. F4101 1 AL F41 0-1 A F41 1-2AR i 1 I 729 5-1 A (TN/P. GU TER A SY.) 0 I N .-IN -IN -KV -IN -IN _KN _KV '-IN -IN -IN _IN _KV •-KV -IN -IN -IN -IN -KV -IN -IN -IN -IN F 81- 2 'r 4 4 Q_ -zr d 4 4 �t d I I d- d I I 1 IN NI I 100 col I I I I I I 1 I I 1 2'-0 BACKI WALL SHEETING ELEVATION "SWC" BLDG "A" .• s w THEE rLkNIS AND ALL RROP085D WORK ARE SUBJECT TO ANY COMEC'I oms REOUIReD BY FIELD rNSPECTORS THAT MAY BE NECNGAAY IN OROM TO CO-'aPLY WITH ALL APPLICAraLE CODES. DRMEtA ENMEIA �'N 38305 °. * OF .'�/TATEE �pNA1- SEP 0 9 2015 SWA (H.S.)