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W Cc a V z Z w W a p� Z N z a _ rr W°C .Z o > Q z W Q Q w LL W m (jMW) N N cn1 � , S i w ui MG > tell W(n N J � I �V2 N W W N Cc 72 Q IA O z J i u'f N WCCN J co Qv i SHEET NO. A6 RECD APR crj) 11988 CD �N O m Z O Z W 3 W (n _ a > [t O Q W W ¢ ! ¢ tr o wr` CL cr. O O wt 6) Zvi _r o r Z U r v w ¢ a Q U " o " W 4 W W ~ r Q Z H ¢ r < H MM y O } LL J = W D O t i Q J r i O _ Q = LL r- Q. r w ¢ W Q O w ¢ = Z U d N O ¢ m Q Z w W Q Z cr LU 2 Z r o o Z Z J ? V � Q J LL a. W Cc a V z Z w W a p� Z N z a _ rr W°C .Z o > Q z W Q Q w LL W m (jMW) N N cn1 � , S i w ui MG > tell W(n N J � I �V2 N W W N Cc 72 Q IA O z J i u'f N WCCN J co Qv i SHEET NO. A6 RECD APR crj) 11988 129'-0" FOUNDATION PLAN - WEST _ 1/8" = 1'-0" T.F.E.= 96,-8" 98'-8" i MATCH LINE STRUCTURAL NOTES: DESIGN DATA BUILDING CODE MINNESOTA STATE BUILDING CODE DESIGN LOADS: A. ROOF LIVE LOAD ROOF DEAD LOAD B. WIND LOAD FOUNDATIONS 40 PSF (INCREASED AT AREAS OF SNOW BUILDUP) 20 PSF 15 PSF A. MINIMUM FROST COVER FROM EXTERIOR GRADE TO BOTTOM OF FOOTINGS IS 3 FEET 6 INCHES. B. DESIGN NET SOIL BEARING CAPACITY IS 3,000 PSF. C. SOIL BEARING CAPACITY SHALL BE YERIFIED IN THE FIELD BY SOILS ENGINEER FAMILIAR WITH SITE, SOIL CONDITIONS, AND SOIL REPORT. CONCRETE AND MASONRY PLAIN AND REINFORCED CONCRETE: A. DESIGN CODES: 1) 'STRUCTURAL PLAIN CONCRETE" (ACI -322), LATEST ADOPTION. 2) "BUILDING CODE REQUIRF-ME14TS FOR REINFORCED CONCRETE' (ACI -318), LATEST ADOPTION. B. MATERIAL STRENGTHS: 1) CONCRETE - F'C AT 28 DAYS. A FOOTINGS - F'C m 3000 PSI, 5 INCH MAXIMUM SLUMP. B SLABS ON GRADE - F'C = 3500 PSI, 3 1/2 INCH MAXIMUM SLUMP. C EXTERIOR PAVEMENT, ETC. - F C = 4000 PSI, 3 1/2 INCH MAXIMUM SLUMP AIR ENTRAINED 5 PERCENT TO 7 PERCENT BY YOLUME. D) COLUMNS AND PIERS - F'C = 4000 PSI, 4 INCH MAXIMUM SLUMP. 2) REINFORCING STEEL A ASTM A615 GRADE 60, GRADE 40 FOR STIRRUPS AND TIES. 8 ASTM A185 FOR WELDED MESH. C. NOTES: 1) SEE PLANS AND GENERAL NOTES FOR SLAB ON GRADE DESIGN THICKNESSES, REINFORCEMENT, AND CONTROL JOINTS. MASONRY: A. DESIGN CODE: 'SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY' (N.C.M.A.) INSPECTED. B. MATERIAL STRENGTHS: 1) HOLLOW CONCRETE MASONRY - ASTM C90, GRADE N. A UNGROUTED - F'M a 1350 PSI. B GROUTED = F'M 1500 PSI. 2) MORTAR AND GROUT - PER ASTM C-270 AND C-478. A TYPE S FOR ALL BELOW GRADE AND EXTERIOR MASONRY. B TYPE N FOR ALL INTERIOR ABOVE GRADE MASONRY. C TYPE PL FOR ALL REINFORCED MASONRY. 3) REINFORCING STEEL - AS SPECIFIED IN DESIGN CODE. C. NOTES: 1) BLOCK SUPPLIERS SHALL PROVIDE TEST REPORTS TO THE STRUCTURAL ENGINEER SHOWING COMPRESSIYE STRENGTH VALUES FOR MASONRY UNITS. 2) PROVIDE 3/18 INCH 'KEY -WALL' OR 'DUR-O-WALL' REINFORCEMENT EVERY SECOND COURSE IN STACK BOND WALLS AND EVERY THIRD COURSE IN RUNNING BOND WALLS. 3) PROVIDE CONTINUOUS BOND BEAM REINFORCED WITH TWO f 5 BARS; DISCONTINUE BARS AT CONTROL JOINTS. 4) PROVIDE 8 INCH CONRETE LINTEL WITH TWO # 5 BARS ABOVE DOORS AND WINDOWS UP TO 4 FEET WIDE, 16 INCH CONCRETE BLOCK LINTEL WITH TWO t 6 BARS FOR OPENINGS UP TO 8 FEET WIDE OR PROVIDE LINTEL SIZE AND REINFORCEMENT AS SHOWN ON THE PLANS. 5) REINFORCEMENT SPLICES SHALL BE A MINIMUM OF 30 BAR DIAMETERS OR AS NOTED ON THE PLANS AND DETAILS. STEEL STRUCTURAL STEEL: A. DESIGN CODE 'SPECIFICATIONS FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BULIDINGS" (A-I.S.C.), LATEST ADOPTION. B. MATERIAL STRENGTHS: 1) ASTM A-38 2 ASTM A-572, GRADE 50, WHERE NOTED (50) ON PLANS, 3 ASTM A-500, GRADE B. 48 KSI YIELD, FOR STRUCTURAL TUBING. C. NOTES: 1) ALL STRUCTURAL STEEL SHALL BE DESIGNED, FABRICATED AND ERECTED ACCORDING TO THE SPECIFICATIONS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (A.I.S.C.), LATEST ADOPTION. 2) STRUCTURAL STEEL SUPPLIER IS RESPONSIBLE FOR THE DESIGN OF ALL CAP PLATES, BEARING PLATES, BASE PLATES, STIFFENERS, SPLICES, AND CONNECTIONS UNLESS DETAILED ON THE PLANS. 3) STRUCTURAL STEEL SUPPLIER SHALL FURNISH BOLTS FOR O.S.H.A. CONNECTIONS (NOTED THUS 0 ON PLAN), DECK BEARING ANGLES AND INSERT PLATES, AND FOUR ANCHOR BOLTS WITH DOUBLE NUTS AND WASHERS PER COLUMN BASE (SEE DETAILS) 4) STRUCTURAL STEEL TO BE PRIMED LIGHT GRAY 5) ALL WELDING SHALL BE DONE BY THE SHIELDED ARC PROCESS, UNSING E70 ELECTRODES, IN ACCORDANCE WITH THE RULES OF THE AMERICAN WELDING SOCIETY (AWS), 'STRUCTURAL WELDING CODE', LATEST ADOPTION. B) ALL WELDERS SHALL BE CERTIFIED ACCORDING TO THE RULES OF THE AMERICAN WELDING SOCIETY. STEEL JOISTS AND JOIST GIRDERS: A. DESIGN CODE: "STEEL JOIST INSTITUTE STANDARD SPECIFICATIONS AND LOAD TABLES' (S.J.1.), LATEST ADOPTION. B. MATERIAL STRENGTHS: AS PER S.J.I. SPECIFICATIONS. C. NOTES: 1) BAR JOISTS AND JOIST GIRDERS (WHEN SPECIFIED) ARE TO BE DESIGNED, FABRICATED, AND ERECTED ACCORDING TO SPECIFICATIONS OF THE STEEL JOIST INSTITUTE (S.J.1.), LATEST ADOPTION. 2) BAR JOIST SUPPLIER TO FURNISH ALL NECESSARY BEARING ANGLES OR PLATES CAST IN MASONRY AND CONCRETE, BRIDGING, WALL ANCHORS, HEADERS (AS SHOWN), AND BOTTOM CHORD EXTIONSIONS (NOTED THUS • ON PLANS) 3) BAR JOISTS TO BE SHOP PRIMED LIGHT GRAY STEEL DECD A. DESIGN CODE: "STEEL DECK INSTITUTE DESIGN MANUAL FOR ROOF DECKS AND FLOOR DECKS' (S.D.1.), LATEST ADOPTION. B. MATERIAL STRENGTHS: AS PER S.D.I. SPECIFICATIONS. C. NOTES: 1) ROOF DECK TO BE 1 1/2 INCH, 22 GAUGE WIDE RIB STEEL DECK. DESIGNED FABRICATED AND ERECTED ACCORDING TO THE SPECIFICATIONS OF THE STEEL DECK INSTITUTE (S.D.I.), LATEST ADOPTION. 2) ROOF DECK TO BE SECURED TO SUPPORTING STEEL WITH 5/8 INCH DIAMETER PUDDLE WELDS 6 INCHES ON CENTER AT END LAPS, PERIMETER JOISTS OR DECK BEARING ANGLE OR PLATES, 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. ALL SIDELAPS SHALL BE SECURED AT CENTER SPAN Of DECK WITH ONE f14 SELF DRILLING AND TAPPING SCREW PROVIDED AND INSTALLED BY THE DECK (RECTOR WHEN THE JOIST SPACING EXCEEDS RYF FEET. MISCELLANEOUS A. PROVIDE ISOLA11ON AROUND COLUMNS AT FLOOR LINE. B. PROVIDE PRO1tC11YE CORROSION RESISTANT COATING AROUND STRUCTURAL STEEL BELOW GRADE. C. PLACEMENT OF MEWANICAL UNIT'S SUPPORTED BY ROOF OR FLOOR STRUCIIIRE IS SUBJECT TO THE APPROVAL. OF THE S111UCnINAL FNOINEFR. D. NO 01.101"k SHAH, BE HUNG FROM 111E UNDERSIDE OF 11-E STEEL. ROOF DECK WITHIN SIX FEET OF ANY ROOF OPENING. NO FNPING SHALL RF HUNG MOM TTIE ROOF DECK. HANGERS SHOULI? BE LOCATED AT BAR ONST BOTTOM CI4ORD PANE 001141% VON SUPt+ng1I1N0 PIPE "111 A OIAMF_iXR RJ EkCE'S5 OF TMR1 INCHFR, III AN Mi)II' 1. '.I I '. II,'I11 I1INIA1, Nt.l I I I tI l '.III I I , I I (,I, .11 '.IA INFORMA110N 2, I1 I it, "IAN DENOILM Itn' oI 1 oliti1. IIt,;VAIION 3, IH ''IAN UNOTtlI II I'I'I I I t {IP,,. '-It" IIrTAIL 5/82 4. t' I► 1 ItJ I'► AN DFN01191 1 II II',1 It I I I I u 1, I I I � A Ilk 1N 5, t't 11I I wAt I 1 0011NAN ARI 1 1--" ,� T" CLL, NOT, RI It Jt II(41 t NOTED OTHERwt'.t H. ►!I I t It I t 1 1 It I AIS U; IYP, FIOND REAM tlt:.IMh, I.AYUUT 7/S2 TYP. KEYED WALL CONTROL-. JOINTS (SEE ARCH, FOR LOCATIONS) RECO An R 2 1 11988 W Z W co 00 to I Z N O N U I W o E v a� .0 � N C a) E c a o v 0 o Z O o E v o +� LtC.1 to -a p 41 -0 c v C a� Qi -E .O O A d to v_- v) > a - O O U N to v (u n o a� d > co L j cp cD stn � n V N.� > O U N H rn V) O Z e_� C � r 0 � W � o -•��-- LLJ -6 O c .J . L c) 0 Z 0 Z W U J Q V) U Z U 5 (21 5 W W V) 0 <n 00 (10I N W 0 `_� Fq YZ H ct� W 0 w Y QW cr_ _170. U V r.� 'C) E i V) r SHEET No. ..r RECO An R 2 1 11988 L. COL. & FTG. CONTROL JOINT CONST. JOINT — — PAINT COLUMN I STEEL COLUMN CONTROL JOINT SAW CUT (MAX. OF BEVEL EDGE BELOW F.F.E. W/ 1/4 SLAB DEPTH 24 HRS. AFTER BITUMINOUS MAT'L. I POUR) TERMINATE MESH T.F.E. LAP SEE PLAN I MESH AT JOINT \ I i I 3" CL. TYP. FLOOR SLAB —SEE PLAN �- MATCH SIZE & SPA. OF FTG. REINF. �-- THUS. 2 1 1 —8 00 I Z N 8" O N F.F.E. W Q X�- X � E.=T.F.E.=L-8" L96 p --X X D X Z C' W Q - v' a ° _ 100'-0" a 1 4" ANCHOR 96'-8�� o z T.F.E. —�— o BOLT PROJ. o1.,Lo _� -�- gg._4" FLOOR SLAB PREVENT BOND s` i �N>�.� 3 13 a #5 x 2'-0 0 24" O.C.3" 0 0 CLR. SMOOTH DOWELS (GREASE COL. FOOTING L 4-3/4" DIA. A. B. ONE END) �zo >zo oLo W/ DBL. NUTS & 12" DETAIL S2 SI AR C z BOND BEAM REINFORCING PROVIDE CORNER BARS SAME N0. &SIZE AS BOND BEAM REINF. OR BEND BOND BEAM REINF. _,`� DETAIL____ es.e TROL & CONST. JT. "" CORNER 2'-0 MIN. PROVIDE CORNER BARS SAME NO. & SIZE AS BOND BEAM REINF. OR BEND BOND BEAM REINF. INTERSECTION V-01 ► 1'-01 z o N BOND BEAM REINFORCING TYP. BOND BEAM REINF. LAYOUT .NnSHER.. L SECTION TYP. INTERIOR COLUMN FTG. BASE PLATE STEEL COLUMN 4" 4" 1 1 /2• N I I N L. COL. PLAN VIEW o STEEL COLUMN� 1 1/2" NON—SHRINK—� GROUT J i TOP OF FOOTING ELEV. — 99'-4" ' SECTION v v ° v SEE SITE PLAN & - ARCH. FOR EXT. CONCRETE #4 x 3'— 0 0 2'— C O.C. (3 BARS MIN. PER OPENING) PROVIDE 4" LEDGE FOR SIDEWALK 4-3/4" DIA. A. B. W/ DBL. MASONRY WALL -1 NUTS & WASH. � DETAIL � �_ 3 S2 TYP. ANCHOR BOLT SETTING — CONTROL JOINT MASONRY UNIT OR 2—#6 VERT. FROM FTG. PREMOLDED NEO— TO BOND BEAM AT TOP PRENE CONTROL OF WALL JOINT CLEAN JOINT �I ROD FOAM & FILL CORES WITH 3,000 CAULK P.S.I. CONC. TDETAIL a DETAIL sz TYP. KEYED MAS. CONTROL JOIN SV REINFOR( FILL STEEL BEAM W/ BOTTOM PLATE —SEE PLAN FOR SIZE N OTE: SEE FOUNDATION PLAN FOR LOCS. OF REINF. CORES SECTION SLAB ON GRADE —SEE PLAN F.F.E. SEE PLAN #4 x 3'-0 0 col'— 6 2'-0 O.C. THUS: _I OL T.F.E. SEE PLAN -SEE FND. PLAN FOR FTG. SIZE & REINF. ASONRY END. WALL (A OPG. SECTION STEEL L MASONRY STEEL BEAM W/ 1/4" x 11" BOT. P L. EAM SEE PLAN FOR STEPS: 2'-0" MAX. MAS. 4'-0" MAX. C.I.P. / 2S TYP. � o o z LAP T � 0 3" CL. I TYP. DETAIL 1'-0 0 FOR REINF. SEE PLAN T.F.E. LAP SEE PLAN 66'-8" 3" CL. TYP. '-0" 6'-8" '-4" '-4" '-8" 13'-4" -8" 6'-8" -4" -4" -8" 13,-4" '-4 �- MATCH SIZE & SPA. OF FTG. REINF. �-- THUS. 2 1 1 —8 00 I Z N 8" O N I I E.=T.F.E.=L-8" L96 a� r L5 E� ..,_, :.. o rn 1 W z' E 0 c ao o 96'-8�� o z o E o w o cn o C 0 _� _ s` _.____ �N>�.� 3 13 a a) U >, 0 vii L_ 3 _ ' - — ovCE a �zo >zo oLo w� ILW) (� Lo U N v ani v �. cZ N m - oM W� oto =W0c lk o -0 I o ! o -- --T.F.E.=98'-0" -- TYP. S2 ( I •- Z W U J Q U z U :D �Ww V) 0 (1) r_ 00 M N N a VA z - - O H S2. T4 cr- W Q F- O w Y QW II CA 0 E4 w �` I ! 0 V .l { I 4" CONC,,', tt '.1 All Ill Intl . W/ 1 I AYI P oioi I 4),WI.4 W W I, h f't A( 1 1) 114 f1" Atil l CUSHION � Iv, ( it I i I 1 00 II . 1 II I I II I i r � REINVORCE 8" MASONRY- { I WALL W/ ONF #n VERT. FUI I I.%;H T I 1 oM F Tp, m HOND 8M. 0 W-0 O.C. ( ! r, 11 I.F.E..649N' tt" � � ! ,I rnr .._—.. "waw w..." «—• --_. __ -+r �� ww... "�� �w _ �..� �.� �." ��" w.. ..� �. ..�.� w �" �•� �� ��"� 1 T.F.E.= T.F.E.- 96'- 8" 96'-8* 8" I 15'-4" 3'-4" . 28'-8" .3' -40,4' -Ow . 7'-4" 4' 0" . SEE PLAN FOR STEPS: 2'-0" MAX. MAS. 4'-0" MAX. C.I.P. / 2S TYP. � o o z LAP T � 0 3" CL. I TYP. DETAIL 1'-0 0 FOR REINF. SEE PLAN TYP. STEPPED FOOTING 1/2" DIA. x 6" LONG STUDS 0 2'-8 O.C. GROUT CORES SOLID 0 STUD LOCS. I �� f- -M�cH uHe FOUNDATION _PLAN - EAST_ r, 12" 7,o 5" N ,-- MASONRY WALL STEEL BEAM W/ Llu�__1/4" x 11" BOT. PL. 61 '1 SECTION STEEL LINTEL I AN NU I I miaow t. t I IkU0i1>,kA► troll'. �NJ :,III -I i ',t 104 DLSION INPORMA11ON ON PLAN 14,011 TOP of I INCA rI.LYA110N a ON PLAN DENO11 311 14.1 11 1 I , O ING SEE OF:TAII. O/57 4. 1,11, ON PIAN DEN011 '. I1NISI11 I 1 I �� R E.;LKVATION 8. CONT. WAO FOOTINGS ARL. 2'— U" x IW" W/ 7a-#13 .3" CLR. NOT, REINF, UNI I ' ., I NOTED OTHERW St 8, REFtR TO I )1 I AILli 8/87 TYP, BOND BEAM REINF. LAYOUT 7/57 TYP, KEYED WALL CONTROL JOINTS (SEE ARCH. FOR LOCATIONS) T.F.E. LAP SEE PLAN 0 3" CL. TYP. 3" CL. �- MATCH SIZE & SPA. OF FTG. REINF. �-- THUS. 2 1 1 —8 00 TYP. STEPPED FOOTING 1/2" DIA. x 6" LONG STUDS 0 2'-8 O.C. GROUT CORES SOLID 0 STUD LOCS. I �� f- -M�cH uHe FOUNDATION _PLAN - EAST_ r, 12" 7,o 5" N ,-- MASONRY WALL STEEL BEAM W/ Llu�__1/4" x 11" BOT. PL. 61 '1 SECTION STEEL LINTEL I AN NU I I miaow t. t I IkU0i1>,kA► troll'. �NJ :,III -I i ',t 104 DLSION INPORMA11ON ON PLAN 14,011 TOP of I INCA rI.LYA110N a ON PLAN DENO11 311 14.1 11 1 I , O ING SEE OF:TAII. O/57 4. 1,11, ON PIAN DEN011 '. I1NISI11 I 1 I �� R E.;LKVATION 8. CONT. WAO FOOTINGS ARL. 2'— U" x IW" W/ 7a-#13 .3" CLR. NOT, REINF, UNI I ' ., I NOTED OTHERW St 8, REFtR TO I )1 I AILli 8/87 TYP, BOND BEAM REINF. LAYOUT 7/57 TYP, KEYED WALL CONTROL JOINTS (SEE ARCH. FOR LOCATIONS) P,lT0 OR 221 w z w 0 00 00 I Z N O N � > I w a� r L5 E� ..,_, :.. o rn 1 W z' E 0 c ao o o z o E o w o cn o C 0 _� s` �N>�.� 3 13 a a) U >, 0 vii L_ 3 ' w 44) — ovCE a �zo >zo oLo w� ILW) (� Lo U N v ani v �. cZ N m - oM W� oto =W0c Uz�° O Z O Z W U J Q U z U :D �Ww V) 0 (1) r_ 00 M N N a w z O H Y Z cr- W Q F- O w Y QW IY S CA 0 E4 w 0 V .l SHEET NU. P,lT0 OR 221 129'-0" ROOF FRAMING PLAN — WEST1/81, - 1. 0.1 m � MATCH LINE 4„ BRG. 1 /2" CLR. 4—#6 VERT. REINF. W/ 1/4" DIA. SMOOTH TIES 8" 0. C. 4" BRICK 8" MASONRY 1SECTION S3 BEAM BRG. T.B.E. SEE PLAN STEEL BEAM BRG. PL. W/ H.S. FIELD WELD BEAM TO PLATE L PLAN NOTES 1. REFER TO STRUCTURAL NOTES ON SHEET S1 FOR DESIGN LOADS, MATERIAL STRENGTHS, ROOF DECK, STEEL CONNECTIONS, ETC. 2.ELEV. " ON PLAN DENOTES: TOP OF DECK ELEVATION 3. JOIST BEARING ELEVATION = MINUS 4" FROM TOP OF DECK ELEVATION 4. DECK BEARING ELEVATION = MINUS 1 1/2" FROM TOP OF DECK ELEVATION 5. " O " ON PLAN DENOTES: BOLTED JOIST CONNEC110N 6. " * " ON PLAN DENOTES: EXTENDED BOTTOM CHORD ® COLUMN CL. 7. PROVIDE ANGLE FRAME PER DETAIL 9/S4 FOR 2'--6" x 4'-6" ROOF HATCH (VERIFY LOCATION WITH ARCH.) 8. REFER TO DETAILS: 7/S4 TYPICAL ROOF DECK WELDING 8/S4 TYPICAL HANGER REQUIREMENTS 9/S4 MECHANICAL OPENING SUPPORT FRAME 10/S4 MECHANICAL UNIT SUPPORT 8/S2 JAMB REINF. AT L--3 do 1--4 LINTELS LINTEL SCHEDULE MARK SIZE L-1 8" MAS. UNTEL BLOCK W/ 2-#5 BOT. & L 4x3x1/4 BRICK ANGLE L-2 W8x10 STEEL BEAM W/ 1/4" x 11 1/2" BOT. PLATE SEE DET. 9/S2 L-3 W8x21 STEEL BEAM W/ 1/4" x 11 1/2" BOT. PLATE SEE DET. 9/S2 L-4 W16x26 STEEL BEAM W/ 1/4" x 11 1/2" BOT. PLATE SEE DET. 10/S2 L-5 8" MAS. LINTEL BLOCK W/ 2-#5 BOT. PLAN NOTES 1. REFER TO STRUCTURAL NOTES ON SHEET S1 FOR DESIGN LOADS, MATERIAL STRENGTHS, ROOF DECK, STEEL CONNECTIONS, ETC. 2.ELEV. " ON PLAN DENOTES: TOP OF DECK ELEVATION 3. JOIST BEARING ELEVATION = MINUS 4" FROM TOP OF DECK ELEVATION 4. DECK BEARING ELEVATION = MINUS 1 1/2" FROM TOP OF DECK ELEVATION 5. " O " ON PLAN DENOTES: BOLTED JOIST CONNEC110N 6. " * " ON PLAN DENOTES: EXTENDED BOTTOM CHORD ® COLUMN CL. 7. PROVIDE ANGLE FRAME PER DETAIL 9/S4 FOR 2'--6" x 4'-6" ROOF HATCH (VERIFY LOCATION WITH ARCH.) 8. REFER TO DETAILS: 7/S4 TYPICAL ROOF DECK WELDING 8/S4 TYPICAL HANGER REQUIREMENTS 9/S4 MECHANICAL OPENING SUPPORT FRAME 10/S4 MECHANICAL UNIT SUPPORT 8/S2 JAMB REINF. AT L--3 do 1--4 LINTELS azo APR W z W 0 00 00 &i I Z O N N W �a o E n 5N . C c L- v E c CD p C o Z ccn Q) o E aw o :- a 0 C p cn D c o oa� � �.�-A-- 0 > CL O v3 U V _ o-0cr- o w �a a: ,n 3: o I U Z ma) !� 00 c c Z .-� W °7- 0iD SWoc Z t1i O OZO Z W U J Q Q' In W U Z 'J W I N 0 iy) 00 M N F-� N W f- H Y Z cr W O Z W o 's U Q W Q U W H o rV ,1 W w w H W � W SHEET NO. azo APR SEE ARCH. FOR ROOFING DETAILS POCKET JOIST INTO MASONRY BOND BM. W/ 2—#5 CONT. BOT. (LAP 2'-0 MIN.) JOIST BRG. PL'S W/ ANCHORS (BY JOIST SUPPLIER) BRICK FACING SECTION SNUG FIT -DO NOT WELD TO BEAM SEE PLAN 5 1/2" BRG. 1/8" 1„ ROOF DECK T.O.D. BOND BEAM --- SEE W/ 2—#5 CONT. PLAN BOT. (LAP 2'-0 MIN.) 1 1/2" CL MASONRY BRICK — STEEL JOIST MASONRY WALL C4x5.4x2'-0 LONG W/ 1 /2"x5"x5" END PL. EXP. BOLT TO - BOND BM. W/ 4- 1/2" DIA. KWIK BOLTS STEEL BEAM 1" CLEAR OF MASONRY _ 6 DETAIL s4 SHEAR CONNECTION Im BOLTED JOIST CONNS. AS PER O. S.H.A. REGS-----� USE 1/2" DIA. BOLTS SEE PLAN STAGG. (BY STRUCT.) -- SEE ARCH. FOR ROOFING DETAILS STEEL ROOF DECK JOISTS STEEL 0 — — T.O.D. BEAM SEE PLAN �— CONT. DECK BRG. L 2 1/2"x2 1/2"x3/16" STIFF. PL. EACH SIDE -- (BY STRUCT.) AT COL. CL. TYP. 3/16" 2" EA. PL CLIP L ON COL. (BY —� / STRUCT.) 4'-0 O.C. W/ 2-3/8" STEEL COLUMN (SEE --/ DIA. H. STUDS (BY PLAN FOR SIZE) STRUCT.) 2 SECTION 3 DETAIL s4 DECK BRG. @ EXT. MAS. WALL 54 TYP. E NOTE: ALL WELDS ARE 5/8" DIA. PUDDLE WELDS. WELDING WASHERS SHALL BE USED WHEN WELDING STEEL DECK OF LESS THAN 22 GA. THICKNESS. w Q WELD DECK ® 6" O.C. FOR SPANS GREATER THAN TO SUPP. AT END LAP 5'-0 FASTEN SIDE LAPS SJe� z TOGETHER W/ # 12 SCREWS _ s V AT 3'-0 O.C. MAX. SPA. 5JQ W/ 4—#6 VER TS. & O I WELD DECK AT 12" #3 TIES (910" O.C. 00 O.C. MAX. TO W/ 2 ADDN'L TIES — 4—SHEAR INTERMEDIATE ®3" O.C. TOP 3 1/2"x3 SUPP TYP. U) 0'-10 W/ 3/4" DIA. w A325 BOLTS (SHIM AS 0 I WELD DECK ® 6" 6» MAX 3/4") o g O.C. AT PERIMETER W n E 0 NOQ�� o z SUPP +• PERIMETER SUPPORT �L. BEAM STEEL ROOF DECK (SEE STRUCT. NOTES) \"----�JOISTSSTEEL 3/16" 2" TYP STEEL BEAM EXTEND JOIST BOT. CHORDS AT COL. —SEE PLAN & STRUCT. NOTES (BY JOIST SUPPLIER) STEEL JOIST DO NOT WELD "B. C. X." IN PLACE UNTIL ROOFING IS COMPLETED —TYPICAL. 4 D • 1 v v %J I • \." \J I Y 1 Y L. SPLICE (SEE PLANS FOR LOCATION) /-It STEEL BEAM DECK BRG. L2 1/2"x2 1/2" x3/16"x0'-8 (BY STRUCT) ROOF DECK T.O.D. _ Y—=- $SEE ---- PLAN 2" STEEL I- BEAM BRG. PL. W/ H.S. FIELD WELD BEAM TO PLATE ,... .., ,.,..,...., ,, X51 SECTION BEAM SPLICE S4 ROOF BEAM AT PILASTER BRG. NOTE: STEEL ROOF DECK OR L 1 1/4"x1 1/4"x1/8" (ADDED) CLIP ANGLES TO BE LOCATED ON TOP CHORD PANEL POINTS PROVIDE BLKG. STEEL FORM DECK OR PROVIDE 2—L'S 1 1 /2"x1 1 /2"x3/16" FROM BRG. POINT OF MECH. UNIT SKIDS FRAME TO BOT. CHORD PANEL POINT OF JOIST, FIELD WELD IN UNDER DECK ,11 4 +� 8" TYP. 4 MAX. PLACE ROOF DECK— FLANGES AS REQ'D SIDE FRAMING STEEL TYP ' 3/16" JOIST ANGLE MAY BE 4—FRAMING L'SOMITTED WHEN / 4"x4"x1 /4" (TOP DIM. IS 6" OR OF L'S FLUSH W/ LESS I� 4"+ 4"MAX. TOP OF JOISTS) 4—CLIP ANGLES _ ALL CONCENTRATED LOADS TO THE STEEL PLACEMENT OF ANY PIPING IN 4"X4"x1 /4"x JOIST, INCLUDING PIPING 2" DIA. TO 4" DIA. EXCESS OF 4" IN DIA. OR SEE PLAN FOR SIZE 0'-5" (PLACE STEEL JOIST i' EA. SHALL BE CONNECTED WITHIN 4" OF THE PIPE OR EQUIVALENT WEIGHT IN PIPE�+ END 3/16" 2" STEEL JOIST JOIST TOP OR BOT. CHORD PANEL POINT. OTHER GROUPINGS OF SMALLER DIA. & LOCATION OF 1/4" ABOVE ADD DIAG. ANGLE WHERE THE CONCENTRATED IS SUBJECT TO THE APPROVAL OPNG. VERIFY SIZE FRAMING L'S) STEEL BEAM----� LOAD IS NOT WITHIN 4" OF A TOP OR BOT. OF THE STRUCTURAL ENGINEER. & LOC. W/ MECH. & CHORD PANEL POINT -WELD TO THE JOIST CHORDS. ARCH. PRIOR TO NOTE: IF SKID LOCATION FALLS BETWEEN JOIST PANEL DUCTWORK SHALL NOT BE HUNG FROM THE STEEL ROOF DECK WITHIN FABRICATION POINTS, WELD 2 L'S 1 1/2" x 1 1/2" x 3/16" 6'-0 OF AN OPENING. ALL HANGING WITH IN THIS AREA SHALL BE FROM SEE PLAN—FOR FROM SKID LOCATION TO BOT. CHORD PANEL JOISTS, BEAMS OR SUPPLEMENTARY STEEL. PIPING AND MECHANICAL POINT EQUIPMENT OTHER THAN DUCTWORK SHALL NOT BE HUNG FROM THE JOIST SPACING 3 16 TYP. STEEL ROOF DECK AT ANY LOCATION. / 8 DETAIL 9 DETAIL 10 DETAIL s4 HANGER REQUIREMENTS FOR JSTS. S4 MECH. OPG. SUPPORT FRAME S4 MECHANICAL UNIT SUPPORT 0 1 4.5 ----_ 00 0 M I - 0 0 O I w CONC. FILLED --� 0 I z MASONRY PILASTER s w N W/ 4—#6 VER TS. & O I 3/8" RETURN #3 TIES (910" O.C. 00 TOP &BOT. W/ 2 ADDN'L TIES — 4—SHEAR SPLICE L'S ®3" O.C. TOP 3 1/2"x3 1 /2"x3/8"x U) 0'-10 W/ 3/4" DIA. w A325 BOLTS (SHIM AS 0 I REQ'D W/ MAX 3/4") Q D DECK BRG. L2 1/2"x2 1/2" x3/16"x0'-8 (BY STRUCT) ROOF DECK T.O.D. _ Y—=- $SEE ---- PLAN 2" STEEL I- BEAM BRG. PL. W/ H.S. FIELD WELD BEAM TO PLATE ,... .., ,.,..,...., ,, X51 SECTION BEAM SPLICE S4 ROOF BEAM AT PILASTER BRG. NOTE: STEEL ROOF DECK OR L 1 1/4"x1 1/4"x1/8" (ADDED) CLIP ANGLES TO BE LOCATED ON TOP CHORD PANEL POINTS PROVIDE BLKG. STEEL FORM DECK OR PROVIDE 2—L'S 1 1 /2"x1 1 /2"x3/16" FROM BRG. POINT OF MECH. UNIT SKIDS FRAME TO BOT. CHORD PANEL POINT OF JOIST, FIELD WELD IN UNDER DECK ,11 4 +� 8" TYP. 4 MAX. PLACE ROOF DECK— FLANGES AS REQ'D SIDE FRAMING STEEL TYP ' 3/16" JOIST ANGLE MAY BE 4—FRAMING L'SOMITTED WHEN / 4"x4"x1 /4" (TOP DIM. IS 6" OR OF L'S FLUSH W/ LESS I� 4"+ 4"MAX. TOP OF JOISTS) 4—CLIP ANGLES _ ALL CONCENTRATED LOADS TO THE STEEL PLACEMENT OF ANY PIPING IN 4"X4"x1 /4"x JOIST, INCLUDING PIPING 2" DIA. TO 4" DIA. EXCESS OF 4" IN DIA. OR SEE PLAN FOR SIZE 0'-5" (PLACE STEEL JOIST i' EA. SHALL BE CONNECTED WITHIN 4" OF THE PIPE OR EQUIVALENT WEIGHT IN PIPE�+ END 3/16" 2" STEEL JOIST JOIST TOP OR BOT. CHORD PANEL POINT. OTHER GROUPINGS OF SMALLER DIA. & LOCATION OF 1/4" ABOVE ADD DIAG. ANGLE WHERE THE CONCENTRATED IS SUBJECT TO THE APPROVAL OPNG. VERIFY SIZE FRAMING L'S) STEEL BEAM----� LOAD IS NOT WITHIN 4" OF A TOP OR BOT. OF THE STRUCTURAL ENGINEER. & LOC. W/ MECH. & CHORD PANEL POINT -WELD TO THE JOIST CHORDS. ARCH. PRIOR TO NOTE: IF SKID LOCATION FALLS BETWEEN JOIST PANEL DUCTWORK SHALL NOT BE HUNG FROM THE STEEL ROOF DECK WITHIN FABRICATION POINTS, WELD 2 L'S 1 1/2" x 1 1/2" x 3/16" 6'-0 OF AN OPENING. ALL HANGING WITH IN THIS AREA SHALL BE FROM SEE PLAN—FOR FROM SKID LOCATION TO BOT. CHORD PANEL JOISTS, BEAMS OR SUPPLEMENTARY STEEL. PIPING AND MECHANICAL POINT EQUIPMENT OTHER THAN DUCTWORK SHALL NOT BE HUNG FROM THE JOIST SPACING 3 16 TYP. STEEL ROOF DECK AT ANY LOCATION. / 8 DETAIL 9 DETAIL 10 DETAIL s4 HANGER REQUIREMENTS FOR JSTS. S4 MECH. OPG. SUPPORT FRAME S4 MECHANICAL UNIT SUPPORT 0 1 4.5 ----_ 00 0 M I - 0 0 O I O 1 N 7 0 I 3_-01._ 13'-4" �2 -$ 13'-4" L2'-8� 13'-4" i?�-8 i. 13'-4" i_ I.2'-4" i �----MATCH LINE n11/ -1F F n A k A INIt-\ n I A K I f A C-`7- 1/8" 1 /8" = 1'-0" 0 I 4 I" EXP. JOINT ROOF DECK H SEE ARCH. FOR ROOFING DETS. CONT . PL I/ 4"x 8" 2 1/2" W/ 1/2" DIA. x3" H. S. ® 2'-0 O.C. (BY STRUCT.) T.O.D. SEE PLAN 0 e t• VARIES W/ SLOPE OF ROOF DECK MASONRY WALL SOLID MASONRY BLOCKING STEEL JOIST — BOND BEAM W/ 2—#5 —/ CONT. BOT. (LAP 2.'-0 MIN.) fl:f SECTION DECK BRG. 4 INT. MAS. WALL PLAN NOTES 1. REFER TO STRUCTURAL NOTES ON SHEET S1 FOR DESIGN LOADS, MATERIAL STRENGTHS, ROOF DECK, STEEL CONNECTIONS, ETC. 2.ELEV. " ON PLAN DENOTES: TOP OF DECK ELEVA11ON 3. JOIST BEARING ELEVATION = MINUS 4" FROM TOP OF DECK ELEVATION 4. DECK BEARING ELEVATION = MINUS 1 1/2" FROM TOP OF DECK ELEVATION 5. " O ON PLAN DENOTES: BOLTED JOIST CONNECTION 6. " * ON PLAN DENOTES: EXTENDED BOTTOM CHORD ® COLUMN CL. 7. PROVIDE ANGLE FRAME PER DETAIL 9/S4 FOR 2'-6" x 4'-6" ROOF HATCH (VERIFY LOCATION WITH ARCH.) 8. REFER TO DETAILS: 7/S4 TYPICAL ROOF DECK WELDING 8/S4 TYPICAL HANGER REQUIREMENTS 9/S4 MECHANICAL OPENING SUPPORT FRAME 10/S4 MECHANICAL UNIT SUPPORT 8 S2 JAMB REINF. AT L-3 & L-4 LINTELS 9. REFER TO SHEET S3 FOR LINTEL SCHEDULE 10. REINFORCE 8" MASONRY WALL ON EAST SIDE OF BUILDING WITH ONE #5 VERT. FULL HEIGHT FROM FTG. TO BOND BEAM ® 6'-0" O.C. w 0 I z s w N O I 00 0 cfi Z � N 0 U) w 0 I Q D g W n E 0 NOQ�� o z (v v E ow +• c a aW Q - c a� Q)� 0w- �� Cr > L uo) L Q v 3 n v) N O 1 N 7 0 I 3_-01._ 13'-4" �2 -$ 13'-4" L2'-8� 13'-4" i?�-8 i. 13'-4" i_ I.2'-4" i �----MATCH LINE n11/ -1F F n A k A INIt-\ n I A K I f A C-`7- 1/8" 1 /8" = 1'-0" 0 I 4 I" EXP. JOINT ROOF DECK H SEE ARCH. FOR ROOFING DETS. CONT . PL I/ 4"x 8" 2 1/2" W/ 1/2" DIA. x3" H. S. ® 2'-0 O.C. (BY STRUCT.) T.O.D. SEE PLAN 0 e t• VARIES W/ SLOPE OF ROOF DECK MASONRY WALL SOLID MASONRY BLOCKING STEEL JOIST — BOND BEAM W/ 2—#5 —/ CONT. BOT. (LAP 2.'-0 MIN.) fl:f SECTION DECK BRG. 4 INT. MAS. WALL PLAN NOTES 1. REFER TO STRUCTURAL NOTES ON SHEET S1 FOR DESIGN LOADS, MATERIAL STRENGTHS, ROOF DECK, STEEL CONNECTIONS, ETC. 2.ELEV. " ON PLAN DENOTES: TOP OF DECK ELEVA11ON 3. JOIST BEARING ELEVATION = MINUS 4" FROM TOP OF DECK ELEVATION 4. DECK BEARING ELEVATION = MINUS 1 1/2" FROM TOP OF DECK ELEVATION 5. " O ON PLAN DENOTES: BOLTED JOIST CONNECTION 6. " * ON PLAN DENOTES: EXTENDED BOTTOM CHORD ® COLUMN CL. 7. PROVIDE ANGLE FRAME PER DETAIL 9/S4 FOR 2'-6" x 4'-6" ROOF HATCH (VERIFY LOCATION WITH ARCH.) 8. REFER TO DETAILS: 7/S4 TYPICAL ROOF DECK WELDING 8/S4 TYPICAL HANGER REQUIREMENTS 9/S4 MECHANICAL OPENING SUPPORT FRAME 10/S4 MECHANICAL UNIT SUPPORT 8 S2 JAMB REINF. 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AELL Sr v T✓ �S THIS" WAY SWRCH K' 1v- CHIME vi• POUR WAY SWRCH Q R1N1O1. BOX R w {]rte Ln QLRRIULSYL-OC MOTES 64, XCY OPERATED SWRCH K' BLANKED OUT L CT _ \ I. 0 At EQUIPMENT (f}FSWITCH WITH PILOTIJGHT )P •� BRACKET SYMBOL INdUTFS ALL DCYICL4 NUENLESS SHOWN NG HEI INDICATED.' 64,0 LITE/F AN_IXUY. SWRCH IDOUBLC P( X! K- UNMROME COYER PLA TC. £URAL EVATIONS. OTHERWISE ON THC ARUSRRLE SWRCH TO CONtROI LIGHT ANO PAN FURNDNED O CLERK ICAL PUN NOTE SYMBOL NOTED ON THE DRAWINGS. OR W TMC BY MECHANIULL [r -y MOTOR STARTER SWITCH- rP AlCIPIG RONL (fl Yt MOMENTARY CONTACT SWRCH K OI SAFETY SWITCH OU L ALL NNRNG HEIGHTS ARE TO H=NT£R OF 1-0 PR -OT IIGIHT •v- ® MOTOR STARTER DEVICE FRO. FINISHED FLOOR. MOlWT1NG HEK tS INDICATED ON ARCHITER3 WALL SRA) DIYYCR �I COME' ATRn MOTOR ITARTER/3A "SWROI TAKE PRECLMCX OV" NOISMTWG ELEVATION! DC � 'IJ QOC1 OUTLET MID IOYZI MOTOR (WNR" REFERS TO SOKDVLCS ME—S LISTED ABOVE. m IRA[HvIx MU 7. LE TTT R3 ADJACENT TO SYMBOLS TNDICA TC U.R ® PORR PAMELBOAR01TOP 01 PNL.. Ar L1 m RELAY THERMOSTAT rYP[ . SEE SPECS. IM110! VOLT PANlLBOARD (TOP OF PM. AT 11 ELECTRIC SWRCH ). 3HAMD LIGHTS INDICATE CONNCCTTON TO IM ® M11M VOLT PANELBOAROITDF OF PHIL AT B PNEUMATIC CLLCTRK PNEUMATIC SWITCH LIFE SA/ETV BRANCH. AND CROSS HATCHED LWJm INDICAt£ CONNECTION TO THE CRTRCAL O SPCCSAL SVSTEL CONTROL CABINET'TOP OP Mr BRANCH OF THE ESSENTIAL ELECTRICAL SYSTUaL UBI.Ci Ar rl PINES f. DOTTED fYYBOU INOKArz CXDTWHO aYlCii11 1= A --CA AOUASTAT O ELE CTKICAL- NoTEs: =I 1. FAIR r l oU Krfe-P Jim L) (� O T LO C �. uIJDi-�tZCajZouND pol,� RYIc� �NTF�AtiIcE. 2 ppf����r, Ru�S v r 4''-3 '15 1'1GIl TF+W kL- 1*50ome-rl At.. A .. UNC .�URvaND "TL_F FRO SEFzyIc r� �►-rTg -F . 3'` p-1 P" Coouw-F. TF-L-�-1or�k, CAr3VES 3`/ oTW"e='- �^^ �v� �onJTl til U AT ► n rJ O F u N (� F� Ca Rn u r.! D Sr RV I C Dort D u t T `� �E�' -K To I/ I✓3 YArzT t Al, F� LEC T. 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Z_ Ec�rJrt+t�4. _ - 15*7 ri f.44 .T."%.""` W, a 4; A* �.~. ,�► 17 00 _vm �"l -20 r J9 ROOF .Zcl. Iz xzolt 'all A 0 _314 1/Z t+4 ®r cf, 94 JOB 8809CD L�-� DOMESTIC MECHAMCAL 6W W4;.it 'I AL T, m APPROVED By SCALE, DRAWN WY rE, 1440 DUCKWOOD DRIVE a2 IF