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SECTION SECTION TYP. BLOCK ANCHOR DETAIL TYPICAL BLOCK PARAPET DET. SECTION 3 SECTION 4 5 2 BLOCK WALL REINFORCEMENT DETAIL WALLS INTERSECTION DETAILS 1 SECTION 6 AT INTERSECTION DETAIL BLOCK WALL RUNNING BOND LAP INTERMEDIATE DETAIL END DETAIL INTERSECTION DETAIL CORNER DETAIL INTERMEDIATE BOND BEAM DETAIL BOND BEAM DETAIL CMU WALL TO SLAB - ANCHORAGE DETAIL CMU WALL TO STRUCT. - ANCHORAGE DETAIL ” ” ” ” FRAME BASE ANCHOR PLAN FRAME ELEVATION 1 1 2 2 3 4 3 4 ≥ 1 BASE DETAIL 2 BASE DETAIL 2 DETAIL 4 DETAIL A CANOPY DETAIL FOUNDATION PLAN- GROUND C-2 C-1 C-1 5 6 SECTION DETAIL 5 SECTION DETAIL 6 C-2 C-1 COLUMNS ROOF PLAN RB-01 RB-02 RB-03 RB-03 RB-1 RB-2 RB-3 BEAM SECTIONS ELEVATOR EQUIP. RM. | m itt 3” 11 0 PI. 64 S.F. EI Q? NEW_UTILITY RM 59 S.F. \ > Qo d I A] oO 6-112” [o} STORAGE RM. 64 S.F. NS NN NEW H$S_ 6”x6”x1/4” STEEL COLUMNS ELEVATOR EQUIP. RM. (3) W 12x16 @24” 0.C. SEE CONN. DETAILS #3 @ 9” O.C. BW. 64 SF. Cc Yav < M | \S W168 x 2s \ T=5" Ly Wiplx 16 |. W 16x 26 WNi27x 16 OR EQUALLY APPROVED fy=50 KSI W 16 x 26 <i aon ow Trl! 43” 2? STORAGE RM. 64 S.F. W 16 x 26 NEW_UTILITY RM 59 S.F. NO \ NO \ ISLA VIRGIN Vn >) \ COURT OF THE OR PROJECT TITLE: SEY PHA SUPERI( CENTER - AMPHLETT LEADER SSOC| , A TION AC IGNI TALLER LARJAS, LLC IN INC. ARCHITECTS, STREET ¢ QUEEN LANIO & DATE: NOTES: NEW H$S 6”x6”x1/4” (3) W 12x16 @24” O.C. SEE CONN. DETAILS STEEL COLUMNS “Ae DATE: , — WW] w 16 x 26 os M T=5” 2VLI| FROM VULCRAFT GAUGE 20 ~ Dy 7D W 16 x 26 WNt27x 16 W P|x 16 W 16 x 26 2VLI FROM VULCRAFT GAUGE 20 ~ OR EQUALLY APPROVED fy=50 KS W 16 x 26 PROPOSED NEW UTILITY ROOM ROOF STRUCTURE PLAN 3/16 = 1 - 0 2 | UI TITLE: 5 TRUC /™ ING DRAW PH A Nas SIN ISLANDS sHIL| O KINGS JM THESE CONSTRUCTION DOCUMENTS ARE THE SOLE PROPERTY OF TALLER LARJAS, LLC. ANY REPRODUCTION OR USE OF THESE DRAWINGS WITHOUT THE CONSENT AND AUTHORIZATION BY TALLER LARJAS, LLC IS STRICTLY PROHIBITED. ALL CONSTRUCTION DRAWINGS ARE COPYRIGHTED AND ALL RIGHTS RESERVED. ) NOTE OWN BY: GL SCALE: AS [-— ra Lil os lL Ot i) — r~ — | COMPOSITE DECK an aa COMPOSITE DECK ” se . _ C ~ W 16 x 26 | | W 16 x 26 cs ehaha/e me sense =. tS + + COMPOSITE DECK Nm Oo “a = Ose 1y4" \ \ oS a) i" = O° LlLo=—- ~ «~ +———(4)- 3/4” @ ASTM A325N JS 3 (4)- 3/4” @ ASTM A325N BOLTS Wu vs te te m QD I-—— PL 4"x 14"x 3/8” Wa i —_ " oo » » 2-L4x4x3, Bx8—1 2” Le W 16x26 a exces ms 5 . it LY / (3) A325 3/4" BOLTS Rak SLOTS He ts - 9 to 4 / == WASHER MEMBER WEB Sa COMPOSITE DECK ve a) to 3 fF aMIN., B MAX. ee H = a7 2. EXISTING WALL - —— - EXISTING WALL LC) F ne te. etl Se W 16 x 26 W16 x 26 — 13 X 11/16 sLoTs : L_ wie x16 BEAM : Be ~ 7 V1 " 2%, ys bat) a) xt . . TYPICAL W 16x26 BEAM TO TYPICAL W 12x16 BEAM TO W 16x26 38 ~ J . HSS 6x6x1/4° COL. CONNECTION DET. / . CONNECTION DET. ~ o| ke NEW HSS 6x6x1 /4 COLUMN NEW HSS 6x6x1 /4 COLUMN NEW HSS 6x6x1 /4 COLUMN NEW HSS 6x6x1 /4 COLUMN SCALE 3/4” = 1'=0" . / SCALE 3/4” = 1'=0" “Os - Be tL son Bok Sea 555 Be fo Oe KOR =e FOOTING FOOTING to; Ws Zu 6 dt, &29 ee we fo —— \ fo oe \ So a ~ . So — I~ . was 6 x 8.2 FOR SLAT] WIND. ANC. in y \ WA | | | \ \ WA | LZ iN ; LZ \ ; | | ye HSS 8 x 8 x 1/4 / NEW C6 x 8.2 FOR SLAT WIND. ANC. 2.0 VLI GAGE 20 BY VULCRAFT OR APPROVED 2.0 VLI GAGE 20 BY VULCRAFT OR APPROVED SIMILAR SIMILAR -——SUPPORT W/ #10 TEKS SCREWS p—6x6—W2.9xW2.9 WIRE MESH -W 18 x 60 STEEL BEAM Z ADADACE D co T NDE DM a | | ; oe ; ; a ae —6x6—W2.9xW2.9 WREMESH =|, 7 \ \ JDL _ I TK E. VLIW I\ a ; PR ( DhK\COL B co Ty ( JOE DRL | | HSS 8'x 8°x 3/8 . j-TOP CHORD OF JOIST ami Vaan Rl cf oaBY 4,000 PSI CONCRETE ) r\ KL) | [ | Le E E r\ Cy \ | E \ V / \ ‘an _~ | | ) C1 ENT \ A] 0 = FN Se MIN. 4,000 PSI CONCRETE | | | \ ) I\ Wk | Se RY EF —) LJ = a VV SLAB W 16 x 26 BEAM Zz \ / / 40 = | oe C) ' \ /, ) ~~) : “ L, 16 x 26 BEAM N Joti | J} 1/4— 7? — 0 TYPICAL NEW C 6 x 8.2 CHANNEL INST. a NU” DET. TO EXISTING HSS 8 x 8 STRUC. STEEL FRAME FOR NEW SLAT WINDOWS | —— / . TYPICAL COMPOSITE DECK DETAIL SCALE 3/4” = 1’=0 TET 4 . / SCALE 3/4” = 1’=0 Li fe <I 12” \ 4.25", 4.25", /| | | | e e —yV— ara s/s THK——— {--} (4) J — }? @ A325 x12” e e Rie ANCHOR BOLTS w/ HSS 6"x 6” x 1/4” Ls a ae THK. (3)— 3/4” @ ASTM A325N BOLTS 3” = —" EXISTING > W 12x26 BEAM neces ye Tt — y v aly? AH (a1 /2"EMBED)w/ Lk ate 8-1/2" 5/8” Z snows © j “48 hj SIMILAR QJ ve Hiss ws ve Sa \o 3/4” @ ASTM A325N BOLTS 1/4" ce ee LI Bee — TYPICAL SPACE FRAME SUPPORT TO iY — jis en Ae BOLTS = -— a 9? "x 6"x1/4” ms cust wa |’ <p—newnss HSS 8x8x3/8” COL. CONNECTION DET. - mes 6"x6"x1/4” Dane ‘ ____ SELF LEVELING EPOXY GROUT J SCALE 3/4" = 1'=0 ° 12”x12"x 5/8” fc’=7,000 psi @ 28 DAYS. — hh STEEL PLATE ~ 45 @8" O.C. HSS 6X6Xx1/4 — NEW FLOOR LEVEL fc’=4,000 psi MOVABLE GLASS PARTITION P WA , , A | MOVABLE GLASS PARTITION __» | J (4)-A325 J-3/4” DIA. x 12 = . W12x26 SUPPPORT BEAM TO NEW = Ls Oe oN _ SUPPPORT BEAM COLUMN FOOTING iss 6” y 6” y 1/4” COL. CONN. DET : " \ / SCALE 3/4” = 1’=0” nn Pee el Ee Oe ant ONY # 3 @ 9" 0.C. BOTH WAYS nono - SCALE 3/4” = 1'=0" NN / : L5 ce: mars Pra Eat GROUT F’c= 7000 psi @ 3/4 x10 x10” CAP < 7 28 DAYS oo : ~ z__USE (4) 3/4” DIA. A3R5 J ANCHOR BOLTS EXISTING BULDG. ——+-> 1.5 pef EPS (Expanded polystyrene foam) 88g Zz — al : br OR ANCHOR BOLTS WIIH 4” WASHER FOOTING ON TOP OF EXISTING FOOTING IF FOUNDED ss exert /4 ‘ (2)STLL 4X 4X 4 (GL) © SFT MAX AT END (IF APP.) sg FIXED TO EXISTING STRUCTURE. W/ , 5/16” 2-1/2"%— KB3 OR SIMILAR a . #3@3"0.C. #5 @8" OC. ve oy) GS HSS 8"x8"x3/8” a" SS P 0 UY) ” _ hs" > O — TYPICAL SPACE FRAME SUPPORT TO mele UTILITY HSS 6 x 6 x 1/4 = HSS 8x8x3/8” COL. CONNECTION DET. - HSS 6"x 6” x 1/4” SCALE: AS NO] E DWN BY: GL SIeEL COLUMN CONNECTION - ~_SECTION A \ / SCALE 3/4” = 1’=0” * ss er /4 = ND. \ _/ SCALE 3/4” = 1'=0" KY . — FE Ne (4) J — 2" 6 A325 x12” — we r— EMB. ANCHOR BOLTS w/ » ~ PA \_ SECTION Sao J 3 2 Gost "SCALE 3/4” = 1'=0" kod Ls) = Tu NEW UTILITY HSS 6” x 6” x 1f4° 7 EASTING Ne 0 WIO STEEL COLUMN FOOTING a ctcmamony uae = AH 500 OR SIMILAR | I 443 - \ MOVABLE GLASS PARTITION — - SUPPPORT BEAM COLUMN STL PLT ~— DETAIL 1-0" \/ NAME: / SCALE 3/4” = 1’=0” MOVABLE GLASS PARTITION NY SEAL: SUPPPORT BEAM COLUMN FOOTING SECTION DETAIL A / SCALE 3/4” = 1’=0” [-— Au nn Lil os L Ow C) ~ | NEW HSS 6”x6”x1 /4#” NEW HSS 6”x6”x1/4” AL ~~ EXIST. HSS 8x8x1/4” EXIST. HSS 8x8x1/4” EXIST. HSS 8x8x1/4” EXIST. HSS 8x8x1/4” EXIST. | HSS 8x8x1/4” EXIST. | HSS 8x8x1/4” @ { O NEW HSS 4"x4"x1/4" | I-X-—NEW HSS 4°x4"x1/4" | |--—-NEW HSS 4°x4"x1/4" | L-—-NEW HSS 4"x4"x1 /4” I NEW HSS 4"x4"x1/4" | I-X—NEW HSS 4°x4"x1/4" | |-—-NEW HSS 4°x4"x1/4" | L-—-NEW HSS 4"x4"x1/4” I—-NEW HSS 4"x4"x1/4" | |-—NEW HSS 4"x4"x1/4” | |——NEW HSS 4°x4"x1/4” | NEW HSS 4"x4"x1 /4” I—NEW HSS 4"x4"x1/4" | |-—NEW HSS 4°x4"x1/4" | | NEW HSS 4°x4"x1/4” — |New Hss 4%x4"1/4” | LNW HSS 4%4%x1 /4” | [NEW HSS 4”e4"e1 /4" | [NEW HSS 4%x4"x1 /at | [NEW HSS 4x41 /4"—| | NEW HSS 4%x4%x1/4"—| | NEW HSS 4x4" /4"—| | NEW HSS 4%x4%xt 4” — 3’-8” — . aw - LQ EXIST. HSS 8x8x1/4” EXIST. HSS 8x8x1/4” EXIST. HSS 8x8x1/4” EXIST. HSS 8x8x1/4” EXIST. | HSS 8x8x1/4” EXIST. | HSS 8x8x1/4” @ ~ Lu — tic I—NEW HSS 4"x4"x1/4" | I-—NEW HSS 4°x4"x1/4" | |——NEW HSS 4°x4"x1/4" | |—-NEW HSS 4"x4"x1 /4” I—NEW HSS 4"x4"x1/4" | I——NEW HSS 4°x4"x1/4" | |——NEW HSS 4°x4"x1/4” | L—-NEW HSS 4"x4"x1/4” I—NEW HSS 4"x4"x1/4" | I——NEW HSS 4°x4"x1/4" | |——NEW HSS 4°x4"x1/4” | L—-NEW HSS 4"x4"x1/4” NEW HSS 4"x4"x1/4" | |-—NEW HSS 4°x4"x1/4" | | NEW HSS 4°x4"x1/4” — |_wew ss 4%xa"x1/4” | |New Hss 4%4tx1 /4" | [NEW HSS ata" /4" | [NEW HSS 4*xe"x1 /at | [NEW HSS 4x4" /47 —| [NEW HSS 4°%x4%x1/4"—| | NEW HSS 44/47 —| [NEW HSS 4°%x4"x1 /4” — y-9 3 <t OL —— —| | Cl MPOSI K COMPOSITE DECK oOovere r 3 rg rg rg rg rg rg rg reg re er | EXIST. _HSS_8x8x1 /4 EXIST. _HSS_8x8x1/4 ge ae es de ed te ls 5 ‘ EXIST. | W 18x60 Hi EXIST. | W 18x60 i e 5 me og HSS 4x4x1 [4° HSS 4x4x1 [4° 53 Ooo HSS 8x8x3/8” HSS 8x8x3 /8” HSS 8x8x3/8” HSS 8x8x3/8” HSS 8x8x3/8” HSS 8x8x3/8” HSS 8x8x3/8” HSS 8x8x3/8” gag" = a) =z g 8 3” g 8 O = a 4 O56 >Ze nam 22-10 aaa 24-4 aaa 24-4 aaa 22-10 aaa rd Ska a <t arg > An + oan YY) TW a 429 23-6 23'-6 Li Lo Bok eee rx 85s ~NEW STL. MEMBERS TO COURTYARE — NEW STL. MEMBERS T RTYARL 2 8 aN NEL VV _) : Ji EE |TV} EOE \ OOD Ne, Nee, —_ \ / — toc Og Lu fe <J 10” 7" 2) see “st . - 10” EXIST. HSS 8"x8"x1/4” @ e EXIST. HSS 8"x8"x1/4” 4 XS NEW HSS 4”x 4”x 1/4” % 4 XS woe FT| 1/4 ANCHOR HDG 1/4 7# " Y EXIST. HSS 8°x8"x1/4” NEW 6"x6"x1/4" ST. PN 1/4" NEW HSS 4”x 4” x 1/4” 7 Ny aaa PN HSS 6"x6"x1/4” EXIST. HSS 8"x8"x1/4" / Ny Zz if NEW HSS 4°x4"x1/4" aA NEW HSS 47x4"x1 /4” 4 vd u" NEW HSS 4"x4"x1/4" N NEW HSS 4"x4"x1/4” a EXTERIOR SIDE OF FRAME | a INTERIOR SIDE OF FRAME \ ae . a 1/4 1/4 <a i Yt NEW HSS 67x6"x1/4 EXTERIOR SIDE OF FRAME a INTERIOR SIDE OF FRAME a . “—\ a | _‘& \ EXISTING COMPOSITE CONCRETE ROOF of S 1/4 ye | “s Se wo] ™ | le USE 5/8” X 5-1/2” 7 ” a g J EXIST. HSS 8"x8"x1/4” L Ny J EXIST. HSS 8"x8"x1/4” EXISTING W 18x60 EXPANSION ANCHOR BOLTS as EXIST. HSS 8"x8"x1/4” L O r 4 r ‘ » WITH 4” EMBEDMENT r 4 — LI TOP VIEW OF TYP. NEW HSS 4X4x1 /4 TOP VIEW OF TYP. NEW HSS 6X6xX1 /4 TYPICAL NEW HSS 4X%4X1//4” MEMBER a ; 99 99 99 99 99 —_I — = TYPICAL NEW HSS AX4X1/4 MEMBER MEM. TO EXIST. HSS 8x8x1/4 CON. TYPICAL NEW HSS 6X6xX1 /4 MEMBER MEM. TO EXIST. HSS 8x8x1 /4 CON. TO EXIST. COMPOSITE CONCRETE FLOOR TYPICAL NEW HSS AX4X1/4 MEMBER — V2 Un Lo ~ TO EXIST. HSS 8x8x1 /4 CON. DET. DET. ~ TO EXIST. HSS 8x8x1 /4 CON. DET. DET. CON. DET. ~ TO EXIST. HSS 8x8x1 /4 CON. DET. © a= - SCALE 3/4” = 1'=0" "SCALE 3/4” = 1'=0" " SCALE 3/4” = 1'=0" SCALE 3/4” = 1'=0" SCALE 3/4” = 17=0" " SCALE 3/4” = 1'=0" = << a 7 SEAL D. CONCRETE EF. STEEL REINFORCEMENT n ® A. GENERAL 1. CONCRETE SHALL BE MIXED AND PLACED IN ACCORDANCE WITH ACI 318. USE G. STRUCTURAL STEEL earn 1. THESE GENERAL NOTES APPLY EXCEPT WHERE SPECIFICALLY OVERRIDDEN BY MIXES WITH MAXIMUM AGGREGATE SIZE APPROPRIATE FOR FORM SPACES AND 1. REINFORCING STEEL BARS SHALL CONFORM TO A.S.T.M. A615, GR 60 DEFORMED 1. STRUCTURAL STEEL SHALL BE SUPPLIED, DETAILED, FABRICATED AND ERECTED * Zz 4 NOTES ON DRAWINGS AND/OR DETAILS. REINFORCEMENT PLACEMENT REQUIRED IN THIS PROJECT. BARS. REINFORCEMENT DETAILED TO BE WELDED SHALL CONFORM TO A.S.T.M. IN ACCORDANCE WITH AI.S.C. CODE OF STANDARD PRACTICE FOR STEEL OZ A706. BUILDINGS AND BRIDGES, LATEST EDITION. Zuo 2. DESIGN, DETAILING AND CONSTRUCTION WORK SHALL COMPLY WITH THE 2. CONCRETE PROPORTIONS, INCLUDING WATER CEMENT RATIO, SHALL BE a REQUIREMENTS AND PROVISIONS TO THE FOLLOWING CODES AND SPECIFICATIONS, ESTABLISHED IN ACCORDANCE WITH SECTION 5.3 OF ACI-—318 ON THE BASIS OF 2. WELDED WIRE FABRIC SHALL CONFORM TO A.S.T.M. A185. 2. MEMBER /ELEMENT SPECIFICATION a THEIR COMMENTARIES AND THE STANDARDS REFERENCED THEREIN, LAST REVISION FIELD EXPERIENCE AND/OR TRIAL MIXTURES WITH MATERIALS PROPOSED FOR a. WF COLUMNS, BEAMS & GIRDERS ASTM A992 GR 50 Ll > (U.O.N.): USE IN THIS PROJECT. FOR EACH MIX SPECIFIED, SUBMIT DOCUMENTATION OF 3. REINFORCEMENT AND EMBEDMENT SHALL BE ACCURATELY POSITIONED AND b. STEEL TUBE ASTM ASOO GR B, FY = 46 KSI Fo a. INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. CONCRETE PROPORTIONS, REVIEWED AND APPROVED BY THE OWNER’S TESTING SECURED AGAINST DISPLACEMENT PRIOR TO PLACING CONCRETE. _ IF c. HOLLOW STRUCTURAL SECTIONS (HSS) ASTM A—S00 GRADE B uO b. AMERICAN CONCRETE INSTITUTE (ACI) AGENCY, TO THE ARCHITECT AT LEAST TWO WEEKS BEFORE CONCRETE IS TO CONSTRUCTION TRAFFIC WILL BE ALLOWED ON REINFORCEMENT, PROVIDE d. ANGLES, CHANNELS, MISC. SHAPES ASTM A36 — 4 x "AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM BE PLACED. THE CONTRACTOR IS RESPONSIBLE FOR ACHIEVING THE SPECIFIED SUFFICIENT SUPPORTS TO PREVENT DAMAGE OR MISPLACEMENT. e. x 3 : CONCRETE REINFORCING STEEL INSTITUTE (CRSI) ( ) OR REQUIRED STRENGTHS. 1) COLUMN BASE PLATES AND ALL OTHER PLATES NOT OTHERWISE SPECIFIED: ot, = AMERICAN WELDING SOCIETY (AWS) 4. WELDING (INCLUDING TACK WELDING) OF REINFORCING BARS, ONE TO ANOTHER ASTM A36 | ES 3. DELAYS CAUSED BY FAILURE TO CONFORM TO THE REQUIREMENTS IN 2, ABOVE, OR TO OTHER STEEL MEMBERS IS PROHIBITED EXCEPT WHERE DETAILED OR 2) PLATES 2” AND THICKER, EXCEPT BASE PLATES: ASTM A572 GR 50 OR Oo] OS f. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) WILL NOT BE ACCEPTED AS JUSTIFICATION FOR ADDITIONAL COMPENSATION OR OTHERWISE APPROVED IN WRITING BY THE ARCHITECT. A588 GR 50 Lo = & g. STEEL DECK INSTITUTE (SDI) EXTENSIONS OF TIME. 3) COLUMN SPLICE PLATES AND DOUBLERS PLATES: ASTM A572 GR 50 Oo rs h. STEEL JOIST INSTITUTE (Sul) 5. ALL REINFORCEMENT CROSSING CONSTRUCTION JOINTS SHALL BE CONTINUOUS, 4) CONTINUITY PLATES IN BEAM/COLUMN FRAME JOINTS: ASTM A572 GR 50 al Aw e& 4. SPECIFIED CONCRETE TYPES AND MINIMUM 28 DAY CONCRETE COMPRESSIVE OR SHALL BE MADE EFFECTIVELY CONTINUOUS BY THE USE OF FULLY 5) SHEAR TABS: ASTM A36 5. Se ON Waren TMCSE NRAWnIGe ea ONS (DIMENSIONS, ELEVATIONS, ETC.) STRENGTHS (f'c): . DEVELOPED LAPPED SPLICES, DOWELS, (WITH LAPPED SPLICES) OR APPROVED f. STEEL PENETRATION REINFORCEMENT MATCH GRADE OF MEMBER PENETRATED - | FOUNDATIONS 4006 PS| Maso! eee BoE Or ae fhe c a. ; aS 4. DETAILS ARE TYPICAL. FOR CONDITIONS NOT CLEARLY UNDERSTOOD SUBMIT b. CONCRETE FILL ON STEEL DECK 4000 PSI 0.45 6. PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE; SPLICE ONLY AS 1) FRAME BEAMS (NO SLOTTED HOLES) ASTM AS255C OR A4SOSC, - SKETCHES AND/OR REQUESTS FOR INFORMATION TO THE ARCHITECT FOR . . ) Ae A eae ASM KOZ ON ANCHOR BOLTS ASTM A507, ASTM a AND / Q A A c. EQUIPMENT PADS ON ROOF 4000 PSI 0.45 SHOWN OR APPROVED; STAGGER SPLICES. A354—BC ALL OTHER BOLTS, EXCEPT WHERE ASTM A307 NOTED OTHER = RESOLUTION. d. COL., BEAMS AND WALLS U.O.N. 4000 PSI 0.45 WISE : 88 e. STRUCTURAL SLABS 5000 PSI 0.45 7. REINFORCEMENT SHALL BE DETAILED AND PLACED TO ACHIEVE THE MINIMUM 2) WELDING ELECTRODES E70Xx Z Bd 5. OMISSIONS, CONFLICTS OR MISUNDERSTANDINGS BETWEEN THE VARIOUS ELEMENTS f. ALL OTHER CONCRETE, U.O.N. 4000 PSI 0.45 CONCRETE PROTECTION SPECIFIED IN ACI 318. THE INTENT IS TO HAVE 3) | ATERAL MOMENT CONNECTION (INCLUDING CONTINUITY PLATES): - a OF THE CONTRACT DOCUMENTS, IF ANY, SHALL BE BROUGHT TO THE ATTENTION REINFORCEMENT PLACED SO IT IS AS NEAR CONCRETE SURFACES AS POSSIBLE, ) CATER AL SENETRATION AND Y LINC BOTIOM ELANCE FILLET ae METAL — OF THE ARCHITECT FOR RESOLUTION BEFORE PROCEEDING WITH THE WORK. 5. SCHEDULING OF WORK MAY REQUIRE SPECIFIC CONCRETE DESIGN STRENGTHS IN WITHIN SPECIFIED TOLERANCES, WHILE MAINTAINING THIS MINIMUM PROTECTION. ron: LESS THAN 28 DAYS. SUBMIT REQUIREMENTS AND BACKUP DATA. SOMERS CN V-NOTCH VALUE OF 20 FT.—LBS. POUNDS AT ZERO (OF) Oo. # 6. REFER TO OTHER DISCIPLINES’ DRAWINGS AND COORDINATE INFORMATION 8. DETAIL REINFORCEMENT IN ACCORDANCE WITH A.C.I. STANDARD 315, "MANUAL 4 Ob S]k RELATED TO THOSE OTHER DISCIPLINES’ SYSTEMS, FOR ITEMS SUCH AS: FINISH 6. CONCRETE SECTIONS AT CONSTRUCTION JOINTS SHALL BE INTENTIONALLY OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES.” NIN LATERAL LOAD RESISTING FRAMES, WF COLUMN FLANGES, COLUMN SHAFT 122s - FLOOR ELEVATIONS, FLOOR DEPRESSIONS, SLOPES, DRAINS, CURBS, PADS, ROUGHENED BY SAND BLASTING AND CLEANED BEFORE SUBSEQUENT CONCRETE PLATE AND BRACE ELEMENTS 1 3/4" THICK AND THICKER SHALL BE FINE goo BS a. EMBEDDED ITEMS, OPENINGS, ETC. SIZE AND LOCATION OF ALL NON-BEARING PLACEMENT. 9. REINFORCE ALL ARCHITECTURAL CONCRETE FLOOR FILLS WITH 6x6—W1.4xW1.4 GRAINED KILLED STEEL, TOUGHNESS PROPERTY FOR ALL LATERAL FRAME fen 20s 8 PARTITIONS AND ALL DOOR AND WELDED WIRE FABRIC EXCEPT WHERE OTHERWISE NOTED OR DETAILED. COLUMN MATERIAL SHALL HAVE A CHARPY V-NOTCH VALUE OF 20 FT. /LBS. DO 5 b. WINDOW OPENINGS. STAIR FRAMING, HANGERS AND. DETAILS. 7. SUBMIT TO ARCHITECT PRIOR TO CONSTRUCTION, LOCATION PLAN FOR ALL AT 70 DEGREES F; TESTED IN ACCORDANCE WITH AISC SUPPLEMENT NO.2. - a 0 My c. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS. PROPOSED JOINTS NOT INDICATED ON DRAWINGS. 10. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR hem BS | ae d. WATERPROOFING AND WATERSTOPS. REINFORCING BARS, PRESTRESSING TENDONS, OR DUCTS. J. WELDING SHALL CONFORM TO A.W.S. SPECIFICATIONS AND BE PERFORMED BY >| <a 55 20 e. PIPE RUNS, SLEEVES, HANGERS, TRENCHES, WALL, ROOF AND FLOOR 8. CONCRETE SHALL BE REINFORCED UNLESS SPECIFICALLY NOTED "NOT CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH... ... 3” CERTIFIED WELDERS. O oe BS OPENINGS, ETC. NOT SHOWN OR NOTED. REINFORCED”. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER Ty Boo BRB f. ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS, ETC., IN WALLS AND SLABS. 49 THROUGH #18 BARS... ...... ee ee eee. oy” 4. BUTT WELDS SHALL BE COMPLETE PENETRATION WELDS EXCEPT WHERE - oO Be g- ANCHORAGE AND BRACING FOR MECHANICAL, ELECTRICAL AND PLUMBING 9. OUTSIDE DIAMETER OF CONDUIT OR PIPE TO BE EMBEDDED IN CONCRETE SLABS 8 BARS, % IN. WIRE, AND SMALLER... ... >” SPECIFIED AS PARTIAL PENETRATION. | ACL FILLET WELDS SHOWN ARE MINIMUM oI SAS ee h. EQUIPMENT. SIZE, LOCATION AND DETAILS OF EQUIPMENT ANCHORAGE AND OR STEEL DECK FILL SHALL NOT EXCEED 30% OF MINIMUM CONCRETE » 78 IN. » AND SMALLER «ww we ee REQUIRED BY STRESS. INCREASE WELDS TO A.I.S.C. MINIMUM SIZES BASED ON <j -~ 2 _i Sum | BSS NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND THICKNESS OF MATERIAL JOINED BASES. THICKNESS UNLESS SPECIFICALLY DETAILED OTHERWISE. STACKING OF CONDUITS S| ABS IN SLAB IS PROHIBITED. 14 AND #18 BARS We 7. OPENINGS REQUIRED BUT NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE if HIS BARS 2 2 5. STEEL FABRICATOR SHALL SUBMIT WELDING PROCEDURE TO OWNER’S TESTING SUBMITTED TO THE ARCHITECT FOR APPROVAL BEFORE THEY ARE CONSTRUCTED. 10. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED #I1 AND SMALLER © 2 2 AGENCY AND THE ARCHITECT FOR REVIEW BEFORE FABRICATION. WITH A 3/4 INCH CHAMFER, EXCEPT WHERE OTHERWISE NOTED ON Beene ee erUPS On SPIRALS > 8. MEMBERS REQUIRED TO SUPPORT EQUIPMENT FROM (OR ATTACH IT TO) THE ARCHITECTURAL DRAWINGS. » DHIRARKUPS UN SFIKRALS . . we eee . 6. WELDING OF ANYTHING TO ASTM A354 ANCHOR BOLTS WILL NOT BE PERMITTED. STRUCTURAL FRAMING SHOWN ON THE DRAWINGS SHALL BE DESIGNED AND OTHER © 2 PROVIDED BY THE CONTRACTOR SUPPLYING THE EQUIPMENT. 11. THICKNESSES OF CONCRETE FILL ON STEEL DECK INDICATED ON STRUCTURAL 7 STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSION POINTS OR GRID DRAWINGS ARE MINIMUM THICKNESSES. CONTRACTOR SHALL MAKE ALLOWANCE 11. ALL REINFORCING SHALL BE SUPPORTED IN FORMS USIGN STEEL CHAIRS, LINES WHERE NOT OTHERWISE DIMENSIONED. 7 9. PROVIDE AND MAINTAIN TEMPORARY BRACING, SHORING, GUYING, OR OTHER FOR ADDITIONAL FILL REQUIRED TO COMPENSATE FOR BEAM AND DECK SPACED WITH NECESSARY ACCESORIES AND SHALL BE SECURELY WIRED in TEMPORARY SUPPORT DURING CONSTRUCTION TO ASSURE CORRECT AND DEFLECTIONS AND TO MAINTAIN SPECIFIED SURFACE TOLERANCES. TOGETHER, IN ACCORDANCE WITH CRSI ’MANUAL OF STANDARD PRACTICE”. 8. DURING ERECTION, CONTRACTOR SHALL SUPPLY SURVEY TO ARCHITECT OF ~ ACCURATE STRUCTURE GEOMETRY, AND TO AVOID TEMPORARY OVERSTRESS. ERECTED STEEL SHOWING BOTH VERTICAL AND HORIZONTAL CONTROL FOR Z 12. ALL BEAMS SHALL BE CAST MONOLITHICALLY WITH THE SLABS. 12. CONTRACTOR SHALL SUBMIT, PRIOR TO INSTALLATION ALL REINFORCING STEEL EVERY TIER. NOTIFY THE ARCHITECT IMMEDIATELY IF THE DIFFERENCE BETWEEN 10.WALLS SHALL BE ADEQUATELY BRACED DURING CONSTRUCTION UNTIL WALL DESIGN SHOP DRAWINGS. SHOP DRAWINGS SHALL BE SEALED AND SIGNED BY A THE ACTUAL AND THEORETICAL VALUES EXCEEDS THE TOLERANCES PERMITTED STRENGTH HAS BEEN ATTAINED AND ALL PERMANENT SUPPORTS ARE IN PLACE. 13. CONSTRUCTOR SHALL PROVIDE CAMBER FOR INITIAL ELASTIC DEFLECTION OF PROFESSIONAL ENGINEER LICENSED IN PUERTO RICO. BY SPECIFICATIONS AND MAY NOT BE CORRECTABLE. SLABS AND BEAMS. 11.THE USE OF NEW CONSTRUCTION FOR TEMPORARY SUPPORT OR STORAGE OF 13. ALL BENT AND OFFSET BARS SHALL BE BENT COLD AND BEFORE THEY ARE 9. QUALI TY CONTROL FOR MOMENT RESISTING SF Ace SR AMES oe CONSTRUCTION EQUIPMENT OR MATERIALS IS RESTRICTED TO THE DESIGN 14. SLAB TEMPERATURE STEEL, NORMAL TO MAIN REINFORCEMENT, SHALL BE AS PLACED IN FORMS. a. CAPACITY OF THE NEW CONSTRUCTION AT THE TIME IT IS TO BE USED. FOLLOWS: MOMENT—RESISTING SPACE FRAMES SHALL BE TESTED AND INSPECTED BY FQUIPMENT OR MATERIALS SHALL BE PLACED SO AS NOT TO EXCEED THE SLAB THICKNESS 4” 5” 6” 3” 3” 14. UNLESS OTHERWISE SHOWN ON DRAWINGS ALL BEAM REINFORCEMENT SHALL NONDESTRUCTIVE METHODS FOR COMPLIANCE WITH AWS D1.1. ALL COMPLETE CAPACITY OF INDIVIDUAL ELEMENTS. PROVIDE ADEQUATE, ENGINEERED PFINFORCEMENT 43@12" 43@10" 4309" 44014" 44@12" TERMINATE IN STANDARD HOOKS. JOINT PENETRATION GROOVE WELDS CONTAINED IN JOINTS AND SPLICES WILL BE wae SHORING/BRACING WHERE DESIGN CAPACITY IS NOT SUFFICIENT. TESTED 100% BY ULTRASONIC AND VISUAL TESTING. REFER TO THE | re 15. PROVIDE DOWELS IN PEDESTALS AND/OR WALL FOOTINGS EQUAL IN GRADE, SPECIFICATIONS FOR MORE DETAILED REQUIREMENTS. 7 ca 15. MAXIMUM WATER SOLUBLE CLORIDE ION (CL) IN CONRETE, PERCENT BY WEIGHT S| 4 = 12.CONSTRUCTION LOADS SHALL NOT BE PLACED ON NEW CONCRETE CONSTRUCTION, OF CEMENT SHALL BE 0.15 SPACING, SIZE AND NUMBER TO VERTICAL REINFORCEMENT, EXTENDING A a Cele INCLUDING CONCRETE FILL ON DECK, FOR AT LEAST 7 DAYS AFTER CONCRETE ~ TENSION SPLICE LENGTH INTO THE PEDESTAL AND/OR WALL AND 40 BAR 10. THE FABRICATOR IS RESPONSIBLE FOR THE SHOP DRAWINGS OF ALL we 16. THE SLUMP OF CONCRETE CONTAINING A HIGH RANGE, WATER—REDUCING 2) Sx ds ‘ INCORPORATED INTO FABRICATOR’S CONNECTION SHOP DRAWINGS. ALL SHOP OD) zor ADMIXTURE SHALL NOT EXCEED 8”. HIGH RANGE, WATER-REDUCING ADMIXTURE NECESSARY TO PROVIDE A MINIMUM HORIZONTAL LEG RESTING ON FOOTING ; Z| a age SHALL CONFORM TO ASTM C494, TYPE F. THE ENGINEER'S SEAL : oe SIZE. = 14.SHOP DRAWINGS SHALL NOT BE REPRODUCTIONS, IN WHOLE OR IN PART, OF © > DRAWINGS PREPARED BY THIS OFFICE BUT SHALL BE PREPARED ENTIRELY BY eee ED AND IN OLACE GECORE CONCRETE 1S SOURED SHALL BE WELL 16. STANDARD HOOKS AND BENDS SHALL BE AS FOLLOWS: 11. SEE ARCHITECTURAL DRAWINGS FOR FIRE PROTECTION DETAILS. USE CARBOLINE woe MANUFACTURER, FABRICATOR OR INSTALLER BASED ON INFORMATION WITHIN THESE TYPE NULLFIRE S605 DESIGN NO. N609. MEMBERS SHALL BE PRIMED WITH A nie © 3 DRAWINGS. 18. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL SO AS TO MAIN REINFORCEMENT STIRRUPS AND TIES RED OXIDE SING PHOSPHATE PRIMER, ZO ok 15.THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO SAUTES OR TRUNIS SHALL GE USED. THE REE UNCONSNED PALL OR Gd or | 4 STEEL JOIST Z| Si THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. WHERE A CONCRETE SHALL NOT EXCEED THE ABOVE REQUIREMENTS DISCREPANCY OCCURS BETWEEN THESE DRAWINGS, THE GENERAL NOTES AND THE ‘of ‘of “ of 1. STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE — 7 SPECIFICATIONS, THE MORE RESTRICTIVE SHOULD APPLY. 19. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE OF THE STEEL JolsT INSTITUTE (Sd). FOR OPEN WEB STEEL JOISTS, “KSERIES - BEFORE PLACING. DO NOT CUT ANY REINFORCEMENT BAR WHICH MAY nc oS O B. DESIGN DATA CONFLICT. CORING IN CONCRETE IS NOT PERMITTED U.O.N. br 3” MIN. ~ 2. STEEL JOISTS SHALL BE DESIGNED BY THE MANUFACTURER. THE ~ MANUFACTURER’S ENGINEER SHALL BE RESPONSIBLE FOR THE DESIGN, 1. STRUCTURAL DESIGN CODES := iBC, 2018, ASCE 7-16, ACI 318-14 D=6d UP TO #8 BARS ADEQUACY AND SAFETY OF ALL STEEL JOISTS. ALL SHOP DRAWINGS SHALL BE 8” or 6” 8” or 6” SIGNED AND SEALED BY THE MANUFACTURER’S ENGINEER WITH THE ENGINEER’S 2. SUPERIMPOSED DESIGN LIVE LOADS. (PSF) 6 SEAL. a. ROOFS 40 1 Ca b. PUBLIC AREAS, STAIRS, CORRIDORS 100 . > __ ————h 3. UNLESS OTHERWISE NOTED, STEEL JOISTS SHALL BE DESIGNED AS SIMPLY c. OFFICE 50 _\ SUPPORTED, UNIFORMLY LOADED TRUSSES WITH THE TOP CHORD BRACED MAXIMUM OFFSET BEND AGAINST LATERAL BUCKLING. THE UNIFORM DESIGN LOAD SHALL BE THE TOTAL 3. SUPERIMPOSED DESIGN DEAD LOADS (PSF) 7 SAFE UNIFORMLY DISTRIBUTED LOAD AS SHOWN IN THE Sul STANDARD LOAD - a. PARTITIONS (OFFICE FLOORS ONLY) 25 yo IL HN D=4d UP TO #5 BARS TABLE. 5 8 CER STORAGE MSEEEEANEOMS 1 ° 4. WHEN NET UPLIFT FORCES DUE TO WIND ARE SHOWN ON THE DRAWINGS, THE S c. HEAVY STORAGE 150 . , 7 F. CONCRETE MASONRY MANUFACTURER SHALL DESIGN THE JOISTS FOR THE NET UPLIFT. A SINGLE LJ STANDARD 1. CONCRETE BLOCK, GRADE N—1 UNITS CONFORMING TO ASTM C90 MINIMUM ar 4. WIND LOAD: - COMPRESSIVE STRENGTH OF 1500 PSI. REFER TO ARCUMECTURAL DRAWINGS LINE OF BOTTOM CHORD BRIDGING MUST BE PROVIDED NEAR THE FIRST BOTTOM a. BASIC WIND SPEED: 180 MPH DUR—O-WALL@8 x KOR FINISH CHORD PANEL POINTS WHENEVER UPLIFT DUE TO WIND FORCED IS SHOWN ON b. EXPOSURE: C ____— Ke ; Hoy THE DESIGN DRAWINGS. 5. SEISMIC DESIGN: wa Noe va PN rail ee NCS OF 100 DML AT oe OAYS Me 4 DART PORTLAND CEMENT. 1/2 | WHEN NONUNIFORM OR CONCENTRATED LOADS ARE SHOWN ON THE DRAWINGS, a. DESIGN CATEGORY (Sds) = JU > = = = PART LIME PUTTY, 4 1/2 PARTS SAND (BY VOLUME)” IF PLASTIC TYPE CEMENT ae NAOH UT OD THE STANDARD SPECIFICATION FOR OPEN WEB oy b. DESIGN COEFFICIENTS AND FACTORS TABLE 12.2—1 5 S USED. OMIT OME SUT TY PARAGRAPH 4.1 OF THE STANDARD SPECIFICATION FOR OPEN WEB STEEL c. SPECTRAL RESPONSE (0.2 S)(% OF G) 135% 344 344 : : JOISTS, K~SERIES. d. SPECTRAL RESPONSE (1-0 5% OF G) 40% 4208" 42@8" 3. GROUT, CONFORMING TO ASTM C476 MINIMUM COMPRESSIVE STRENGTH OF 2000 STEEL JOIST BRIDGING SHALL BE PROVIDED IN ACCORDANCE WITH THE Sui <- 8” 8” ROA VEL OO OL OF UID COMNISTENCY CROLL ALL OELI'S Sony PEA SPECIFICATION. ALL BRIDGING AND BRIDGING ANCHORS SHALL BE PLACED AND ; STEEL JOIST ENDS FIXED PRIOR TO THE APPLICATION OF ANY LOADS. LOGGING C. JESTING AND INSPtC HON MIN, MIN. 4. PROVIDE TEST AS MAY BE REQUIRED BY THE BUILDING OFFICIAL THAT TERMINATES AT, OR IS INTERRUPTED BY, STRUCTURAL STEEL BEAMS, ; MASONRY WALLS OR CONCRETE WALLS SHALL BE ATTACHED THERE TO. COMPRESSIVE STRENGTH TESTS OF CYLINDRICAL CONCRETE SAMPLES SHALL Se eee "T/” BE Sh) PABA TEL RENEGRGNG Gage t MECHANICAL, ELECTRICAL AND FIRE PROTECTION EQUIPMENT. - dg. SHALL BE NOT LESS THAN 1/2” BETWEEN PARALLEL REINFORCING BARS, NOT * ROD ONAL STRENGTH TEST SHAT RE MADE AT SC pave UM Tle. AN TYPICAL BLOCK WALL CONNECTIONS DETAILS LESS THAN 3/4”. _ MINIMUM BEARING REQUIREMENTS, UNLESS NOTED OTHERWISE: a : SCALE: 3/4”=1-0" 6. IF WORK IS STOPPED ONE (1) HOUR OR LONGER, PROVIDE HORIZONTAL A. 4” ON STRUCTURAL STEEL — >. SPECIAL INSPECTION REQUIRED FOR: CONSTRUCTION JOINTS BY STOPPING THE GROUT 1 1/2” BELOW THE TOP OF B. 6” ON STEEL BEARING PLATES OVER MASONRY OR CONCRETE CO : THE BLOCK. — z 5 Soho INSTALLED IN. CONCRETE . UNLESS NOTED OTHERWISE, STEEL JOISTS SHALL BE ATTACHED TO SUPPORTING a s o. REINFORCING STEEL 7. CONTINUOUS INSPECTION BY AN INSPECTOR APPROVED BY THE ARCHITECT (OR) STEEL WORK OR STEEL BEARING PLATES WITH (2) 1/4” FILLET WELD (ONE EACH 4S - d. WELDING ENGINEER AND THE BUILDING DEPARTMENT IS (OR) IS NOT REQUIRED. SIDE) 2” LONG, OR WITH (2) 3/4” DIAMETER BOLTS. a - e. HIGH STRENGTH BOLTING Oo F : f. MAXIMUM WATER SOLUBLE CLORIDE ION CONTENT 8. DUR-—O—WAR MESH: WIRE SHALL CONFORM TO ASTM A-—82. INSTALLATION 9. HOLES IN STEEL JOIST CHORDS WILL NOT BE PERMITTED, EXCEPT FOR BOLTED =e VY - g. SPECIAL CASES AS REQUIRED BY THE BUILDING OFFICIAL SWINGS IN ACCORDANCE WITH MANUFACTURERS DETAILS AND STRUCTURAL CONNECTIONS AT THE BEARING END OF THE STEEL JOIST. < = - 3. GROUT MANUFACTURER’S REPRESENTATIVE SHALL BE PRESENT AT THE JOB 10. ALL ITEMS SUCH AS MECHANICAL EQUIPMENT, DUCT WORK, PIPE, CEILING, SITE TO SUPERVISE THE FIRST SETS OF COLUMN BASE PLATE GROUTING. 9. SEE REINFORCING STEEL NOTES AND STANDARD DETAILS FOR REBAR FIXTURES, ETC. THAT ARE TO BE SUPPORTED OR HUNG FROM THE STEEL JOIST REQUIREMENTS. LAP ALL BARS 40 BARS DIAMETERS. SHALL BE FRAMED WITH AUXILIARY FRAMING TO THE PANEL POINTS OF THE 4. THE INSPECTOR SHALL NOTIFY THE ARCHITECT OF ANY CONSTRUCTION THAT IS STEEL JOIST. NOT IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. THIS NOTIFICATION 10. BEFORE BLOCK IS PLACED ON CONCRETE, THOROUGHLY CLEAN CONCRETE OF SHALL BE BY TELEPHONE, INCLUDING LEAVING A MESSAGE AT THE OFFICE OF ALL LAITANCE AND ALL LOOSE MATERIAL. ROUGHEN AS IN A CONCRETE CONST. . STEEL JOISTS AND/OR JOIST GIRDERS SHALL CONFORM STRICTLY TO STEEL , THE ARCHITECT AS TO THE NATURE OF THE SITUATION, WITH FOLLOW UP JOINT. JOIST INSTITUTE SPECIFICATIONS. : CONFIRMATION IN WRITING. CONTRACTOR SHALL BE IMMEDIATELY ADVISED OF 1. CLEAN OUT OPENINGS SHALL BE PROVIDED AT THE BOTTOMS OF ALL CELLS TO y 2 ANY CONSTRUCTION WHICH, IN THE INSPECTOR’S OPINION, IS NOT IN . 12. HORIZONTAL BRIDGING AND/OR DIAGONAL BRIDGING SHALL BE PROVIDED AS = GROUT IS IN EXCESS OF 4’—0” IN HEIGHT. ANY OVERHANGING MORTAR OR 5. ALL SPECIAL INSPECTION AGENCIES /INDIVIDUALS AND SHOP FABRICATORS OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM INSIDE OF SUCH CELLS. THE CLEANOUTS SHALL BE SEALED AFTER INSPECTION AND BEFORE SHALL BE APPROVED BY THE BUILDING DEPARTMENT PRIOR TO ANY WORK CROUTING.. VIBRATE AND REVIBRATE EACH LIET BEING PERFORMED. SUBMIT ALL DOCUMENTATION FOR APPROVAL. 12. UNLESS NOTED ON PLANS WALL REBAR SHALL BE #5 @ 16”0.c. VERTICAL AND #5 @ 24”0.c. HORIZONTAL. NOTED ADDED BARS AT JAMBS AND HEADERS. |. COLD=FORMED METAL FRAMING © 1. ALL STUD NOMENCLATURE AND PROPERTIES MAY BE FOUND IN THE STEEL FRAMING MANUALS OF THE METAL STUD MANUFACTURER’S ASSOCIATION. CENTER 2. ALL MATERIAL AND WORKMANSHIP SHALL CONFORM WITH THE LATEST EDITION OF THE A.I.S.l. "SPECIFICATION FOR THE DESIGN OF COLD—FORMED STEEL STRUCTURAL MEMBERS”. JUSTICE VIR 5. METAL STUDS, RUNNER TRACK AND ALL MANUFACTURED MISCELLANEOUS ITEMS FOR STUD CONSTRUCTION SHALL BE MANUFACTURED BY A MEMBER COMPANY OF THE METAL STUD MANUFACTURER’S ASSOCIATION. STUDS OF OTHER MAKE MAY BE SUBSTITUTED WITH WRITTEN APPROVAL BY STRUCTURAL ENGINEER. JURT OF THE SHILL, KINGS 4. ALL LIGHT GAGE STUDS, TRACK, BRIDGING AND ACCESSORIES SHALL BE GALVANIZED AND SHALL MEET THE REQUIREMENTS OF ASTM A653, STRUCTURAL QUALITY, GRADE 50, CLASS 1 (FY = 50 ksi) FOR STEELS THICKER THAN 43 MIL AND ASTM A653, STRUCTURAL QUALITY, GRADE 33 (FY = 33 ksi) FOR 43 MIL AND THINNER STEELS FOR THE ITEM AND USE INTENDED. AMPHLETT LEADER JEC SUPERIOR CC RR1T 9OOO PRO RH. S. ALL MEMBERS SHALL BE CUT SQUARELY OR AS REQUIRED, FITTED AND SEATED PROPERLY TO ABUTTING MEMBERS. STUDS SHALL BE PLUMBED, ALIGNED AND SECURELY ATTACHED AT FLANGES OR WEBS OF TRACKS. 6. PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT NECESSARILY LIMITED TO, TRACKS, CLIPS, WEB STIFFENERS, ANCHORS, FASTENING DEVICES, RESILIENT CLIPS, AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATION, AND AS RECOMMENDED BY THE MANUFACTURER FOR THE STEEL MEMBERS USED. INC M 7. FASTENING OF COMPONENTS SHALL BE WITH TEKS SCREWS OR EQUIVALENT SELF DRILLING, SELF TAPPING SCREWS OR WELDING. SCREWS OR WELD SIZES SHALL BE AS SHOWN ON THE DRAWINGS. ARCHITECTS, STED 8. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS AND IN ACCORDANCE WITH THE LATEST EDITION OF AWS D1.3. TLUIN WITH \ CHRISTIAN STREET | 9. PROVISIONS FOR POSSIBLE VERTICAL MOVEMENT OF FLOORS AT WALLS SHALL BE BY USE OF "SLIDE CLIPS”. WHERE WALLS GO TO UNDERSIDE, USE SLIP TRACKS. 10. TEMPORARY BRACING SHALL BE PROVIDED AS REQUIRED UNTIL ERECTION IS COMPLETE AND SAFELY SECURED TO STRUCTURE. J. STEEL DECK THESE CONSTRUCTION DOCUMENTS ARE THE SOLE PROPERTY OF TALLER LARJAS, LLC. ANY REPRODUCTION OR USE OF THESE DRAWINGS WITHOUT THE CONSENT AND AUTHORIZATION BY TALLER LARJAS, LLC IS STRICTLY PROHIBITED. ALL CONSTRUCTION DOCUMENTS ARE COPYRIGHTED AND ALL RIGHTS RESERVED. TALLER LARJAS, LLC ARCHITECTURE: IN if 1. DECK PANELS SHALL BE CONTINUOUS OVER THREE SPANS WHEREVER POSSIBLE, ONE SPAN ONLY WHERE UNAVOIDABLE. DECKING AND ALL ACCESSORIES SHALL BE FORMED FROM STEEL SHEETS CONFORMING TO ASTM A446, GRADE A. THE STEEL SHALL HAVE A METAL PROTECTIVE COATING OF ZINC CONFORMING TO ASTM A 9525, CLASS G60. 2. DECK SECTIONS, EDGE FORMS AND FLASHINGS ARE DESIGNED TO SPAN WITHOUT SHORING FOR THREE SPAN CONDITIONS. FOR ONE AND TWO SPAN CONDITIONS WHERE CONCRETE FILL IS PLACED ON DECK, PROVIDE SHORING OR USE HEAVIER GAUGE DECK. SUBMIT CALCULATIONS FOR SUBSTITUTE DECK. SEE ALSO NOTE E.11 3. WELD STEEL DECK TO SUPPORTS AS FOLLOWS (PROPERLY INSTALLED SHEAR STUDS MAY BE SUBSTITUTED FOR WELDS ON A ONE-TO-ONE BASIS): a. PLUG WELDS WITH EFFECTIVE FUSION DIAMETER OF 1/2” AT EACH FLUTE AT EACH SUPPORT INCLUDING END SUPPORTS. b. 1 1/2” SEAM WELDS AT 24” ON CENTER AT DECK SIDE SEAMS. BUTTON PUNCHING AT 12” 0.C. PERMITTED AS ALTERNATE AT DECK SIDE SEAMS. c. PLUG WELDS WITH EFFECTIVE FUSION DIAMETER OF 1/2” AT 12” 0.C. AT ALL PANEL EDGE FLUTES LANDING ON BEAMS PARALLEL TO FLUTES. WHERE FLUTES DO NOT LAND ON SIDE SUPPORTS, CUT SHEET AND PROVIDE CLOSURE PLATES WITH SAME WELDS —— DECK TO CLOSURE PLATE AND CLOSURE PLATE TO BEAM. STED M 4, ALL EDGE FORMS, CLOSURE PLATES, FLASHINGS, ETC., NOT OTHERWISE NOTED, SHALL BE 16 GAUGE MINIMUM. SEE STEEL DECK DETAILS. @GMAIL.CONK S. MINIMUM BEARING OF STEEL DECK ON SUPPORTS SHALL BE 2 INCHES. CHRISTIAN HECTOR M. RIVERA, PE 6. PROVIDE CLOSURE ANGLES (16 GA MINIMUM) AROUND ALL COLUMNS AS NECESSARY TO SUPPORT STEEL DECK AND CONCRETE FILL. HECKEYSEO STEEL STRUCTURES TABLE J3.3 NOMINAL HOLE DIMENSIONS DATE: HOLE DIMENSION BOLT DIAMETER | STANDARD | OVERSIZE | SHORT—SLOT (WIDTH |LONG-SLOT (WIDTH X (DIA.) (DIA.) X LENGHT) LENGHT) 1/2 9/16 5/8 ax wX1 4 5/8 11/16 13/16 x § zgX1% 3/4 13/16 15/16 BX 1 ex 1 4 7/8 15/16 11/16 Byx14 RxX24 1 11/16 11/4 14xX1% 14x24 >14 d+ + d+ *& (d+) X (d+8) (d+ 7) X (2.5 x d) ONS TABLE J3.4 MINIMUM EDGE DISTANCE, © in. (CENTER OF STANDARD HOLE TO EDGE OF WV) CONNECTED PART) AT ROLLED EDGES OF NOMINAL RIVET OR BOLT PLATES, SHAPES OR DIAMETER (IN.) AT SHEARED EDGES Bars, OR GAS CUT EDGES [c] 1/2 7/8 3/4 5/8 1 1/8 7/8 3/4 11/4 1 7/8 1 4d] 1 1/8 1 1 [Ld] 11/4 11/8 2 11/2 11/4 21/4 1 5/8 OVER 1 1/4 1 3X DIAMETER 1 4X DIAMETER ~ VL) >” >” CONCRETE — 10,—O 10 —O WALL aan CHKD BY: —— "STANDARD DUR-—O—WALL”@8” —— 2#4 "STANDARD DUR—O-—WALL’@8” —1#4—— BSA x2—1/2" CONT. KEY 42@8” TITLE: 2H4 e A AA N Poo UP) ye \/* iH } 6; OR 4” } Z A Va io a iva DRAM 43@16” ANCHORED 3/4 NOTED | DWN SCALE: AS , #3@8" , IN 1/2”D.x4”DRILLED . — 6 DOOR OPENING 10 HOLES FILLED WITH 6 4 ~ MIN. OR END OF WALL EPOXY COMPOUND MIN. BMIN ao AT TIE COLUMN @10'—O” C.C. SEC TION SECTION SEC TION a SCALE: 3/4” = 1’-0” SCALE: 3/4” = 17-0” SCALE: 3/4” = 1’-0” J J NAME: