14.3 - 1301 Shoal Creek Blvd - House Park - Site Plan and Drawings (4)

Historic Landmark Commission – April 2, 2025

14.3 - 1301 Shoal Creek Blvd - House Park - Site Plan and Drawings (4) — original pdf

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1/2" TYP. SUPPORTING MEMBER . I N M " 2 / 1 E P O C O T 2" 3 1/2" MIN. 1/4 STEEL BEAM - SEE PLAN BEAM "N" "L" (INCHES) WELD SIZE PLATE THICKNESS " 2 / 1 1 " 2 / 1 1 S T L O B " N " S W O R . . C O " 3 @ " L " " 2 / 1 1 VIEW A-A 3/8" SHEAR PLATE W/ 3/4" Ø A325N THRU BOLTS WITH STD. HOLES - SEE NOTE 6 MINIMUM REQUIRED BOLT ROW SCHEDULE W8 - W10 W12 - W14 W16 - W18 W24 - W27 W21 W30 W30 - W36 2 3 4 5 6 7 8 6" 9" 12" 15" 18" 21" 24" 3/8" 3/8" 3/8" 3/8" 5/16" 5/16" 5/16" CAPACITY (LRFD) 24.8 KIPS 43.4 KIPS 62.5 KIPS 81.3 KIPS 89.1 KIPS 108 KIPS 127 KIPS 1/4" 1/4" 1/4" 1/4" 1/4" 1/4" 1/4" NOTES: 1. THIS CONNECTION DETAIL IS PROVIDED TO ASSIST THE DETAILER WHERE THIS CONNECTION DETAIL IS USED. NO CALCULATIONS ARE REQUIRED TO BE SUBMITTED FOR REVIEW, PROVIDED THAT ALL ASPECTS OF THE CONNECTIONS CONFORM TO THIS DETAIL. 2. ALL CONNECTIONS IN THE DRAWINGS WHICH ARE NOT COVERED BY THIS CONNECTION DETAIL MUST BE DESIGNED BY THE DETAILER. SIGNED AND SEALED DESIGN CALCULATIONS MUST BE SUBMITTED BY A REGISTERED ENGINEER FOR SUCH CONNECTION CONDITIONS. 3. AT THE DETAILER'S OPTION, ALTERNATE CONNECTION DETAILS MAY BE SUBMITTED FOR USE ON THIS PROJECT. ALTERNATE CONNECTION DETAILS MUST BE ACCOMPANIED BY DESIGN CALCULATIONS THAT ARE SIGNED AND SEALED BY A REGISTERED ENGINEER. 4. THE TABULATED CAPACITIES ARE FACTORED LOADS (LRFD) 5. THE TABULATED CAPACITIES ARE BASED ON GRADE 50 BEAMS, A36 PLATES AND ANGLES, A325N BOLTS, AND E70XX ELECTRODES. 6. HORIZONTALLY SHORT SLOTTED HOLES MAY BE USED IN LIEU OF STANDARD HOLES EXCEPT FOR BEAMS WITHIN BRACED FRAMES, AT MOMENT CONNECTIONS, OR WITH HORIZONTAL FORCES NOTED ON PLAN. WF BEAM - SEE PLAN HSS COLUMN - SEE PLAN W/ 3/8" CAP PLATE WF BEAM COPED AS NECESSARY- SEE PLAN SEE TYPICAL SINGLE SHEAR PLATE CONNECTION DETAIL WF BEAM - SEE PLAN SEE TYPICAL SINGLE SHEAR PLATE CONNECTION DETAIL 1 TYPICAL SINGLE SHEAR PLATE CONNECTION 1 1/2" = 1'-0" TYPICAL WIDE FLANGE BEAM TO WIDE FLANGE BEAM SHEAR CONNECTION 1 1/2" = 1'-0" 2 TYPICAL BEAM TO HSS COLUMN CONNECTION 1 1/2" = 1'-0" 3 TYPICAL BEAM TO BEAM MOMENT CONNECTION (MC) 1" = 1'-0" 4 COL. COL. COL. COL. COL. BOLTED M.C. WELDED M.C. HSS COLUMN - SEE PLAN WF BEAM - SEE PLAN WF COLUMN - SEE PLAN WF BEAM - SEE PLAN WF COLUMN - SEE PLAN WF BEAM - SEE PLAN REMOVE BACKER BAR AND GRIND SMOOTH AT VISIBLE CONNECTIONS WF COLUMN - SEE PLAN STEEL PLATES AT EACH BEAM FLANGE TO MATCH OR EXCEED FLANGE THICKNESS WEB STIFFENERS AT EACH BEAM FLANGE TO MATCH OR EXCEED BEAM FLANGE THICKNESS SEE TYPICAL SINGLE SHEAR PLATE CONNECTION DETAIL TYP. EXTENDED SINGLE SHEAR PLATE CONNECTION TYP. EXTENDED SINGLE SHEAR PLATE CONNECTION WF BEAM - SEE PLAN WF BEAM - SEE PLAN AT FLANGE AT WEB AT FLANGE AT WEB 5 TYPICAL WIDE FLANGE BEAM TO WIDE FLANGE COLUMN SHEAR CONNECTION 1 1/2" = 1'-0" 6 TYPICAL WIDE FLANGE BEAM TO WIDE FLANGE COLUMN MOMENT CONNECTION 1 1/2" = 1'-0" TYPICAL WIDE FLANGE BEAM TO HSS COLUMN MOMENT CONNECTION 1 1/2" = 1'-0" 7 WF COLUMN - SEE PLAN STEEL PLATES AT EACH BEAM FLANGE TO MATCH OR EXCEED FLANGE THICKNESS WF BEAM - SEE PLAN TYP. SEE TYPICAL SINGLE SHEAR PLATE CONNECTION DETAIL COL. COL./BEAM 3/8" CONNECTOR PLATE - SEE TYPICAL HSS BEAM SHEAR CONNECTION HSS COLUMN - SEE PLAN HSS COLUMN OR BEAM - SEE PLAN 1/2" 3" HSS BEAM - SEE PLAN HSS BEAM - SEE PLAN M A E B " 1 P Y T TYP. HSS COLUMN - SEE PLAN 1/4" WF BEAM - SEE PLAN HSS COLUMN - SEE PLAN 1/4" 5/16 U.N.O. 3/4" BEARING PLATE W/ (4) 3/4" Ø ERECTION BOLTS WF BEAM - SEE PLAN ELEVATION ELEVATION 3/8" CONNECTOR PLATE EACH SIDE OF BEAM 3/8" STIFFENER PLATE EACH SIDE TYP. 3/8" STIFFENER PLATE EACH SIDE TYPICAL HSS BEAM TO HSS COLUMN MOMENT CONNECTION 1 1/2" = 1'-0" 8 TYPICAL HSS BEAM TO HSS COLUMN SHEAR CONNECTION 1 1/2" = 1'-0" 9 10 COLUMN ON BEAM CONNECTION 1 1/2" = 1'-0" 11 COLUMN ABOVE AND BELOW BEAM CONNECTION 1 1/2" = 1'-0" 5/16 U.N.O. 3/4" BEARING PLATE W/ (4) 3/4" Ø ERECTION BOLTS TYP. HSS COLUMN BELOW - SEE PLAN - ATTACHMENT SIM TO COLUMN ABOVE M A 7 4 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES TYPICAL STEEL CONNECTIONS S5.01 05/10/2024NOTES: 1. SEE ROOF PLAN FOR ROOF SLOPE. SLOPE CAP PLATES ACCORDINGLY. 2. STIFFENER PLATE SHALL BE EQUAL IN THICKNESS TO THE COLUMN WALL THICKNESS OR BEAM WEB THICKNESS, WHICHEVER IS GREATER. 3. CONNECT INTERSECTING BEAMS TO STIFFENER PLATES USING BOLTS IN SINGLE SHEAR DESIGNED FOR ECCENTRIC BEAM REACTION. WF BEAM - SEE PLAN 3/16 WF BEAM - SEE PLAN 3/16 STIFFENER PLATE - SEE NOTE 2 3" TYP. 3/16 3/16 HSS COLUMN - SEE PLAN STIFFENER PLATE - SEE NOTE 2 3" TYP. (2) 3/4" Ø ERECTION BOLTS STAGGERED ON EACH SIDE OF BEAM WEB 3/16 1/2" CAP PLATE CENTERED ON COLUMN AND BEAM - WIDTH SHALL MATCH BEAM FLANGE 3 SIDES 3/16 3/16 HSS COLUMN - SEE PLAN (2) 3/4" Ø ERECTION BOLTS ON EACH SIDE OF BEAM WEB 3/16 1/2" CAP PLATE CENTERED ON COLUMN AND BEAM - WIDTH SHALL MATCH BEAM FLANGE BEAM CONTINUOUS BEAM ONE SIDE CMU WALL - SEE PLAN PL. 1/2"X12"X1'-8" W/ (6) 1/2" Ø THREADED RODS EMBEDDED 4 1/2" INTO CMU USING HILTI HIT- HY 70 EPOXY WF BEAM - SEE PLAN A A NOTE: A MINIMUM OF 4 VERTICALLY GROUTED CELLS MUST BE PROVIDED AT CONNECTION 1' - 0" 8" 2" TYP. 4" MIN. TO EDGE OF CMU OR VERTICALLY GROUTED CELL " 2 " 8 " 8 " 2 " 8 - ' 1 EQ EQ SEE TYPICAL SINGLE SHEAR PLATE CONNECTION DETAIL SECTION A-A NOTE: 1. FLOOR SLAB AND CONNECTING BEAMS NOT SHOWN FOR CLARITY MIN 1/4 3/4" CAP PLATE WF COLUMN BELOW - SEE PLAN " 0 - ' 1 HSS COLUMN ABOVE - SEE PLAN 3/4" BEARING PLATE W/ (4) 3/4" DIA A325 THRU BOLTS T.O. SPLICE = FF ELEVATION 1/4 3/4" STIFFENER EACH SIDE OF COLUMN WEB (MATCH COLUMN FLANGE WIDTH) 1 TYPICAL CONT. BEAM OVER COLUMN CONNECTION 1 1/2" = 1'-0" 2 TYPICAL POST-INSTALLED STEEL BEAM TO MASONRY CONNECTION 1 1/2" = 1'-0" 3 WIDE FLANGE TO HSS COLUMN SPLICE 1 1/2" = 1'-0" 1/2" EOD SEE PLAN FULLY GROUTED CMU WALL - SEE PLAN AND SCHEDULE FLOOR SLAB - NO FLOOR AT SIM SEE PLAN FOR DECK DIRECTION 3/16 3/16 2-6 2-6 1/2" CONT. BENT PLATE PL3/8X6X(AS REQ'D) (LLH) -ATTACH TO FULLY GROUTED CMU WALL W/ (1) 3/4" DIA. A325 THREADED ROD IN VERT. SLOTTED HOLE @ 16" O.C. FULL LENGTH OF CMU WALL -SET ANCHOR 6" INTO CENTER OF CMU CELL W/ HILTI HIT-HY 200-A V3 EPOXY -PROVIDE 1/4" STIFFENER @ 16" O.C. BETWEEN ANCHORS L6X4X5/16X0'-4" EACH SIDE OF CMU WALL -PROVIDE 3/4" DIA. A325 THRU BOLT IN VERTICALLY SLOTTED HOLE BOND BEAM -SEE TYP. DETAIL CMU WALL -SEE SCHEDULE PL3/8X12X1'-10" @ 48" O.C. -ATTACH TO UNDERSIDE OF DECK W/ (4) 5/8" DIA. EXPANSION ANCHORS CENTERED IN BOTTOM FLUTE 2" TYP. " 2 . P Y T 3/16 3 SIDES 4 STEEL ATTACHMENT TO CMU SHEAR WALL 1 1/2" = 1'-0" 5 ATTACHMENT OF STRUCTURAL CMU WALL BELOW FLOOR SLAB 1 1/2" = 1'-0" M A 8 4 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES TYPICAL STEEL CONNECTIONS S5.02 05/10/2024SHEAR STUD HEIGHT SCHEDULE DECK HEIGHT TOTAL SLAB THICKNESS SHEAR STUD HEIGHT 2" 2" 3" CONCRETE SLAB ON STEEL DECK - SEE PLAN 5" 6" 6" CL I N M " 2 / 1 D U T S O T R L C 4" 5" 5" 3/4" Ø SHEAR STUDS WELDED THROUGH DECKING TO BEAM OR GIRDER (SEE PLAN FOR NUMBER OF STUDS) TOC = SEE PLAN " 1 R L C WF BEAM - SEE PLAN NOTES: 1. 1/2 OF TOTAL NUMBER OF SHEAR STUDS MUST BE SPACED EACH SIDE OF MID SPAN OF BEAM, UNLESS NOTED OTHERWISE ON PLAN. 2. BEGIN SPACING AT BEAM SUPPORTS AND PLACE ONE SHEAR STUD IN EACH DECK VALLEY UNTIL REACHING MID SPAN OF BEAM. 3. IF THERE ARE REMAINING SHEAR STUDS, BEGIN AGAIN AT BEAM SUPPORTS AND PLACE ANOTHER SHEAR STUD IN EACH DECK VALLEY UNTIL TOTAL NUMBER OF STUDS HAVE BEEN SPACED OUT ON BEAM. 4. DETERMINE WHERE ALL STUDS ARE TO BE LOCATED PRIOR TO WELDING TO BEAM TOTAL NUMBER OF SHEAR STUDS SHOWN ON PLAN 1/2 OF TOTAL NUMBER OF SHEAR STUDS 1/2 OF TOTAL NUMBER OF SHEAR STUDS SHEAR STUDS STEEL DECK - SEE PLAN WF BEAM - SEE PLAN BEAM MID SPAN BEAM SUPPORT; BEGIN SPACING FIELD WELD SHEAR STUDS THROUGH DECK TO WF BEAM IN VALLEY OF DECK WHERE SPACING REQUIRES TWO STUDS PER VALLEY STAGGER ABOUT CENTERLINE OF BEAM . I N M " 3 Q E Q E 4 1/2" MIN. 1'-6" MAX. BEAMS PERPENDICULAR OR PARALLEL TO DECK SPAN BEAM PLAN CENTERLINE OF INTERMEDIATE SUPPORT 5/8" Ø PUDDLE WELDS AT FLUTES NOT HAVING STUDS 1/2" SEAM WELDS @ 24" O.C. (MAX.) OR # 10 TEK SCREWS @ 12" O.C. AT SIDELAPS 5/8" Ø PUDDLE WELDS @ 12" O.C. AT PERIMETER CENTERLINE OF END SUPPORT 1 TYPICAL COMPOSITE BEAM SECTION 1 1/2" = 1'-0" 2 TYPICAL STUD PLACEMENT DETAIL 1" = 1'-0" 3 TYPICAL COMPOSITE DECK ATTACHMENT DETAIL 1" = 1'-0" C L BEAM 1/2" Ø x 2'-0" D.B.A. @ 18" OC OVERHANG " 2 / 1 1 CONT 1/4" BENT PLATE C L BEAM OVERHANG 3/16 2-12 3/16 1/2" Ø x 2'-0" D.B.A. @ 18" O.C. C L BEAM OVERHANG 3/16 3/16 3 1 1/2" MIN. SEE PLAN FOR DECK DIRECTION 3" 1/2" SEE PLAN FOR DECK DIRECTION 1/2" Ø x 2'-0" D.B.A. @ 18" OC " 2 / 1 1 CONT. 1/4" BENT PLATE X L3X3X1/4" @ 3'-0" O.C. 3/16 3/16 CONT 1/4" BENT PLATE X SEE PLAN FOR DECK DIRECTION 3" 1/2" L3X3X1/4" @ 3'-0" O.C. 3/16 3/16 3/16 OVERHANG < 6" FOR 6" < OVERHANG < 1'-0" FOR 1'-0" < OVERHANG < 2'-0" 4 TYPICAL EXTERIOR SLAB EDGE DETAIL 1 1/2" = 1'-0" 5 TYPICAL BEAM BOTTOM FLANGE BRACE DETAIL 1 1/2" = 1'-0" C L BEAM STEEL ANGLE BRACE L3X3X1/4 FOR L<8'-0" L4X4X1/4 FOR 8'-0" <L<12'-0" C L BEAM R L C " 1 2 " M I N I M U M PL1/4X4X0'-4" 3/16 3/16 DETAIL B 3/16 3/16 3/16 3/16 3/16 L4X4X1/4 X 1'-4" W/(2) 5/8" Ø EXPANSION ANCHORS CENTERED IN BOTTOM FLUTE PL1/4X4X0'-4" ATTACH TO BEAM FLANGE AND WEB, CLIP PLATE TO CLEAR BEAM FILLET 2 " M I N I M U M DETAIL A 1/2" Ø X 2'-0" D.B.A. @ 18" O.C. 1/4 2-8 L4X4X3/8 ELEVATOR SILL ANGLE - GC TO COORDINATE WITH ELEVATOR MFR DECK EDGE - SEE TYPICAL SLAB EDGE DETAIL C L BEAM 3/16 2-12 PLATE TO BEAM SEE PLAN FOR DECK DIRECTION WF BEAM - SEE PLAN C L BEAM " 4 / 3 R L C R L C " 1 F W W O T #4 X 6'-0" @ 18" O.C. CENTERED OVER BEAM CONCRETE SLAB ON STEEL DECK - SEE PLAN CONCRETE SLAB ON STEEL DECK -SEE PLAN WF BEAM - SEE PLAN TYPICAL FLOOR SYSTEM VENTED FLOOR SYSTEM BEAM . I N M " 2 / 1 D U T S O T R L C "Ld" R L C " 1 3/4" DIA. SHEAR STUDS (SEE PLAN FOR NUMBER OF STUDS) WELDED WIRE FABRIC TO BE CONTINUOUS AT DECK TRANSITIONS TOC = SEE PLAN BOTTOM MAT OF REINFORCING -SEE STRUCTURAL NOTES WF BEAM - SEE PLAN BOTTOM MAT OF REINFORCING -SEE STRUCTURAL NOTES BEAM CONCRETE SLAB ON STEEL DECK -SEE PLAN TOC = SEE PLAN SLOPE R L C " 1 L4X4X1/4 SHELF ANGLE 3/16 3/16 2-6 2-6 L2X2X1/4 @ 48" O.C. 3/16 WF BEAM - SEE PLAN TYPICAL EDGE CONDITION AT ELEVATOR SILL DETAIL 1 1/2" = 1'-0" 6 ADDITIONAL SLAB REINFORCEMENT AT COMPOSITE GIRDER 1 1/2" = 1'-0" 7 8 DECK TRANSITION AT VENTED FLOOR SYSTEM 1 1/2" = 1'-0" 9 TRANSITION AT STEPPED DECK ELEVATION 1 1/2" = 1'-0" NO. DESCRIPTION Revisions: DATE . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES TYPICAL COMPOSITE STEEL DETAILS S5.10 M A 8 4 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A 05/10/2024NOTE: REINFORCING NOT REQUIRED AT OPENINGS LESS THAN 6" WIDE UNLESS DETAILED OTHERWISE FOR OPENINGS LARGER THAN 2'-0" WIDE, SEE TYPICAL LARGE SLAB OPENING IN COMPOSITE SLAB DETAIL 1' - 6" 1' - 6" STEEL BEAM - SEE PLAN (1) #3 X 3'-0" AT EACH CORNER IN CENTER OF SLAB, TYPICAL 2' - 0" MAX. A " 6 C L BEAM (1) #5 EACH SIDE C L BEAM " 6 NOTE: ADDITIONAL STEEL FRAMING NOT REQUIRED FOR OPENINGS LESS THAN 2'-0" WIDE UNLESS DETAILED OTHERWISE. FOR OPENINGS SMALLER THAN 2'-0" WIDE SEE TYPICAL SMALL SLAB OPENING IN COMPOSITE SLAB DETAIL B BLOCKOUT FOR OPENING PRIOR TO POURING DECK SLAB (1) #5 IN BOTTOM OF FIRST FLUTE ON EACH SIDE OF OPENING PLAN A STEEL BEAM BELOW - SEE PLAN 5'-0" MAX. 3/16 SECTION "A" BLOCKOUT FOR OPENING PRIOR TO POURING DECK SLAB PLACE C6 TIGHT TO DECK C6X8.2, TYP REMOVE DECK AFTER SLAB HAS CURED C6X8.2, TYP SLAB REINF. - SEE PLAN E E S N A L P CLOSURE STRIP, PROVIDE SIDE LAPS PER TYPICAL COMPOSITE DECK ATTACHMENT DETAIL (ONE SIDE ONLY) BEAM 1" R L C " 1 F W W O T " 4 / 3 6" MIN. #4 X 6'-0" @ 18" O.C. CENTERED OVER BEAM TOC = SEE PLAN STEEL DECK - SEE PLAN WF BEAM - SEE PLAN SECTION "A" REMOVE DECK AFTER SLAB HAS ACHIEVED 75% OF SPECIFIED STENGTH PLAN SECTION "B" 1 SMALL SLAB OPENING IN COMPOSITE SLAB 1" = 1'-0" 2 LARGE SLAB OPENING IN COMPOSITE SLAB 3/4" = 1'-0" 3 STEEL DECK SPAN TRANSITION 1 1/2" = 1'-0" M A 9 4 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A NOTES: 1. OUTSIDE DIAMETER OF CONDUIT SHALL NOT EXCEED 1" NOR 1/3 "T". 2. CROSSOVERS OF CONDUIT ARE NOT PERMITTED. 3. MAINTAIN 3/4" MINIMUM CLEAR COVER. 4. CONDUITS GROUPED TOGETHER NEAR JUNCTION BOXES SHALL BE REINFORCED AS SLAB OPENINGS. 1' - 6" MIN. - TYP. " T " TOC = SEE PLAN CONDUIT BELOW REINFORCEMENT COMPOSITE DECK - SEE PLAN SEE PLAN MOMENT CONNECTION - SEE S5.01 -DO NOT WELD UNTIL CONCRETE HAS BEEN POURED AT ALL FLOORS STEEL COLUMN - SEE PLAN METAL GRATING -SEE PLAN HSS BEAMS -SEE PLAN, TYP. T.O. GRATING SEE PLAN 1/4 STOREFRONT - REF ARCH DECK EDGE ANGLE CONCRETE OVER STEEL DECK - SEE PLAN WF BEAM - SEE PLAN HSS6X6X5/15 HANGER 1/4 1/4 4 CONDUIT IN COMPOSITE SLAB 1 1/2" = 1'-0" 5 FLOOR FRAMING SECTION 1 1/2" = 1'-0" 6 MEZZANINE FRAMING SECTION 1 1/2" = 1'-0" EOD = SEE PLAN 1/8 CONT. L3X3X1/4 L3X3X1/4 OUTRIGGER @ 48" O.C. 3/16 MECH MEZZ = SEE PLAN GRATING - SEE PLAN WF BEAM - SEE PLAN NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES TYPICAL COMPOSITE STEEL DETAILS S5.11 . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A 05/10/2024CONT HSS6X2X3/16 (LSH) EOD SEE PLAN 3/16 CONCRETE SLAB ON METAL DECK - SEE PLAN BOTTOM FLANGE BRACE AT 6'-0" OC MAX - SEE TYP DETAILS WF BEAM - SEE PLAN 1/2" 1/2" 3/16 3/16 3/16 EOD SEE PLAN 1/2" 1/2" BOTTOM FLANGE BRACE AT 6'-0" OC MAX - SEE TYP DETAILS WF BEAM - SEE PLAN CFMF BY CFMF ENGINEER - NO WALL ABOVE AT SIM CONDITION TOC = SEE PLAN 3/16 3/16 2-6 2-6 CONT 3/8" PLATE SLIP TRACK TO ALLOW FOR 1" VERT MOVEMENT CFMF BY CFMF ENGINEER CONCRETE SLAB ON METAL DECK - SEE PLAN EOD SEE PLAN CONCRETE SLAB ON METAL DECK - SEE PLAN EOD SEE PLAN CONCRETE SLAB ON METAL DECK - SEE PLAN BOTTOM FLANGE BRACE AT 6'-0" OC MAX - SEE TYP DETAILS WF BEAM - SEE PLAN 1/2" 3/16 1/2" 1/2" BOTTOM FLANGE BRACE AT 6'-0" OC MAX - SEE TYP DETAILS WF BEAM - SEE PLAN STOREFRONT - REF ARCH CONT L3X3X1/4 STOREFRONT SUPPORT ANGLE TOC = SEE PLAN 1/4" FULL DEPTH STIFFENER AT EACH VERT CHANNEL " 4 / 1 3/16 3/16 2-6 2-6 CONT 3/8" PLATE C6X8.2 @ 48" OC CONT HSS6X2X3/16 (LSH) T.O. STOREFRONT = REF ARCH " 2 / 1 1 STOREFRONT - REF ARCH - CFMF WALL AT SIM NOTE: SEE 3/S5.12 FOR INFO NOT SHOWN TOC = SEE PLAN CONT L3X3X1/4 STOREFRONT SUPPORT ANGLE CFMF BY CFMF ENGINEER STAIR LANDING BY STAIR MANUFACTURER TOC = SEE PLAN 3/16 3/16 2-6 2-6 CONT 3/8" PLATE SLIP TRACK TO ALLOW FOR 1" VERT MOVEMENT CFMF BY CFMF ENGINEER NOTE: SEE 4/S5.12 FOR INFO NOT SHOWN TOC = SEE PLAN NOTE: SEE 2/S5.12 FOR INFO NOT SHOWN EOD SEE PLAN TOC = SEE PLAN EOD SEE PLAN EOD SEE PLAN 1 SECOND FLOOR FRAMING SECTION 1" = 1'-0" 2 SECOND FLOOR FRAMING SECTION 1" = 1'-0" 3 SECOND FLOOR FRAMING SECTION 1" = 1'-0" 4 SECOND FLOOR FRAMING SECTION 1" = 1'-0" 5 FIRST FLOOR FRAMING SECTION 1" = 1'-0" 6 FLOOR FRAMING SECTION 1" = 1'-0" 7 FLOOR FRAMING SECTION 1" = 1'-0" 8 FIRST FLOOR FRAMING SECTION 1" = 1'-0" M A E B F O L C M A E B F O L C " 2 / 1 1 " 2 / 1 1 " 2 / 1 1 PL3/8X6X0'-10" -ATTACH TO SLAB W/ (2) 3/4" DIA. A325 THREADED RODS -PROVIDE NUT AT TOP OF EDGE ANGLE TO SECURE DURING CONCRETE POUR -MAR EXPOSED THREADS AFTER INSTALLATION STOREFRONT - REF ARCH B.O. STOREFRONT = REF ARCH C6X8.2 @ 48" OC TOC = SEE PLAN 2" Q E Q E " 6 10" L3X3X1/4 AT EACH VERT C6 C6X8.2 @ 48" OC CONT HSS6X2X3/16 (LSH) T.O. STOREFRONT = REF ARCH STOREFRONT - REF ARCH NOTE: SEE 1/S5.12 FOR INFO NOT SHOWN B.O. STOREFRONT = REF ARCH TOC = SEE PLAN M A 9 4 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES FLOOR FRAMING DETAILS S5.12 05/10/2024NOTE: SEE 1/S5.12 FOR INFO NOT SHOWN STOREFRONT BEYOND B.O. STOREFRONT = REF ARCH " 2 / 1 1 TOC = SEE PLAN M A E B F O L C " 4 CONCRETE CURB -REINF. W/ (1) CONT. #4 & #3 @ 18" O.C. 1'-6" EOD SEE PLAN TYPICAL SHEAR PLATE CONNECTION NOTE: SEE 2/S5.12 FOR INFO NOT SHOWN 1/2" SHEAR PLATE 1/2" END PLATE HSS BEAM -SEE PLAN 1/4 1 FLOOR FRAMING SECTION 1" = 1'-0" 2 FLOOR FRAMING SECTION 1" = 1'-0" M A 0 5 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES FLOOR FRAMING DETAILS S5.13 05/10/2024NOTE: AT THE CONTRACTOR'S OPTION, AN ANGLE MAY BE USED IN LIEU OF THE BENT PLATE PROVIDED IT MEETS THE MINIMUM DIMENSIONS SHOWN EQ EQ 3 SIDES - TYP. 1/4 L3X3X1/4 EDGE ANGLE 3/16 ANGLE TO ANGLE L3X3X1/4 EDGE ANGLE SEE PLAN SEE PLAN SEE PLAN 3/16 ANGLE TO ANGLE 3/16 2-12 PLATE TO BEAM SEE PLAN SJI STANDARD WELD, U.N.O. L3X3X1/4 @ 5'-0" O.C. MAX. 3/16 " 3 STEEL ROOF DECK - SEE PLAN CONT 1/4" BENT PLATE 2" TOS = SEE PLAN STEEL ROOF DECK - SEE PLAN STEEL ROOF DECK - SEE PLAN SPLICE PLATE 1/2" X 2 1/2" X 0'-9" SPLICE PLATE STEEL DECK - SEE PLAN 3/16 CONT L3X3X1/4 TOS = SEE PLAN 1/2" TYP. JOIST EXTENSION TO BE DESIGNED BY JOIST SUPPLIER FOR 25 PSF DEAD AND 20 PSF LIVE OR 300 LBS CONCENTRATED LIVE LOAD AT END OF JOIST WF BEAM - SEE PLAN NOTE: FOR 18" < OVERHANG <24" NOTE: FOR 9" < OVERHANG <18" NOTE: FOR OVERHANG < 9" STEEL JOIST - SEE PLAN EDGE ANGLE/ DIAPHRAGM CHORD SECTION A-A 1 TYPICAL ROOF EDGE DETAIL 1 1/2" = 1'-0" 2 TYPICAL ROOF EDGE SECTION 1 1/2" = 1'-0" 3 TYPICAL DIAPHRAGM CHORD SPLICE DETAIL 3" = 1'-0" SJI STANDARD WELD, U.N.O. 1/2" 1/2" STEEL ROOF DECK - SEE PLAN SJI STANDARD WELD U.N.O. 2-1/2" MIN BRG 3" 3" 3" STEEL ROOF DECK - SEE PLAN SEE 1/S5.0 TOS = SEE PLAN 3/8" CAP PLATE W/ ERECTION BOLTS AS REQ'D (COORDINATE BOLT HOLES W/ JOIST SUPPLIER) DO NOT WELD SJI STANDARD WELD, U.N.O. 3/8" CAP PLATE W/ ERECTION BOLTS AS REQ'D (COORDINATE BOLT HOLES W/ JOIST SUPPLIER) TOS = SEE PLAN STEEL JOIST - SEE PLAN DO NOT WELD PL 3/8"X6"X0'-6" MIN W/ 13/16" Ø HOLE COORD REQMTS W/ JOIST SUPPLIER 3/16 HSS COLUMN - SEE PLAN HSS COLUMN - SEE PLAN " 3 3/16 STEEL JOIST - SEE PLAN PL 3/8"X6"X0'-6" MIN W/ 13/16" Ø HOLE COORD REQMTS W/ JOIST SUPPLIER 4 TYPICAL INTERIOR JOIST BEARING SECTION 1 1/2" = 1'-0" 5 TYPICAL INTERIOR JOIST TO HSS OR PIPE COLUMN SECTION 1 1/2" = 1'-0" 6 TYPICAL JOIST TO HSS COLUMN DETAIL 1 1/2" = 1'-0" NOTE: PROVIDE 3/16" FILLET WELDS AT ALL STEEL CONTACT AREAS U.N.O.,TYP. " 3 L3X3X1/4 @ 5'-0" O.C. NOTE: FOR CONDITIONS WHERE BEAM FLANGE WIDTH IS LESS THAN 5-1/2”, STAGGER JOIST END BEARING. COORDINATE WITH STEEL FABRICATOR AND DECK SUPPLIER STEEL ROOF DECK - SEE PLAN TOS = SEE PLAN STEEL JOIST - SEE PLAN WF BEAM - SEE PLAN M A 0 5 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES TYPICAL STEEL ROOF DETAILS S5.20 05/10/2024TOP OF FLOOR SLAB OR ROOF ASSEMBLY C L BEAM LC STEEL JOIST PL1/4X4X0'-4" ATTACH TO BEAM FLANGE AND WEB, CLIP PLATE TO CLEAR BEAM FILLET 1 MAX 1 STEEL ANGLE BRACE L3X3X1/4 FOR L < 8'-0" L4X4X1/4 FOR 8'-0" < L < 12'-0" 1 MAX 1 STEEL ANGLE BRACE L3X3X1/4 FOR L < 8'-0" L4X4X1/4 FOR 8'-0" < L < 12'-0" 1 TYPICAL BEAM BOTTOM FLANGE BRACE 1 1/2" = 1'-0" 2 " M I N . PL 1/4 X 4" X 0'-4" 3/16 3/16 3/16 3/16 DETAIL B " M I N . 2 3/16 3/16 3/16 3/16 3/16 2 " M I N . DETAIL A C L PANEL POINT " M I N . 2 3/16 3/16 3/16 DETAIL C PL1/4 X 4" X 0'-4" ATTACH TO STEEL JOIST TOP CHORD AT A TOP CHORD PANEL POINT C L PANEL POINT L4X4X1/4 BETWEEN JOISTS ATTACH TO STEEL JOIST TOP CHORD AT TOP CHORD PANEL POINT 3/16 3/16 3/16 NOTE: SEE PLAN FOR LOCATIONS. BRACE LOCATIONS INDICATED AS ** ON PLAN STEEL DECK - SEE PLAN TOS = SEE PLAN STEEL JOIST - SEE PLAN PL 5/16" X 5" X 0'-5" 3/16 3/16 L2 1/2X2 1/2X1/4 BRACE STEEL BEAM - SEE PLAN 2 TYPICAL BEAM BOTTOM FLANGE BRACE DETAIL 1" = 1'-0" NOTES: 1. REFER TO ARCHITECTURAL AND MEP DRAWINGS FOR ROOF OPENING LOCATIONS AND SIZES. 2. SEE TYPICAL SMALL OPENING DETAIL FOR OPENINGS LESS THAN 12" AND WEIGHTS LESS THAN 50 LBS. 3. PROVIDE L3X3X1/4 AS SHOWN FOR WEIGHTS LESS THAN 500 LBS. COORDINATE WITH ENGINEER FOR WEIGHTS GREATER THAN 500 LBS. STEEL BEAM OR TOP CHORD OF JOIST STEEL BEAM OR TOP CHORD OF JOIST STEEL DECK - SEE PLAN STEEL JOIST - SEE PLAN JOIST BRIDGING "X" BRACE END BAYS - TYP. WF BEAM - SEE PLAN SEE PLAN SEE PLAN STEEL DECK - SEE PLAN TOS = SEE PLAN OPEN . X A M " 0 - ' 6 I G N N E P O E Z S I OPEN REINFORCE METAL DECK W/ L2X2X1/4X3'-0" LONG. EACH SIDE OF OPENING. WELD EACH FLUTE ENLARGED VIEW L3X3X1/4 AT ROOF OPENINGS (6'-0" MAX SPAN) - PROVIDE 1/2" Ø HOLES AT 24" O.C. IN VERTICAL LEG FOR PREFAB CURB OR BLOCKING ATTACHMENT AS REQ'D BY MEP STEEL DECK - SEE PLAN JOIST BRIDGING "X" BRACE END BAYS - TYP. L2X2X3/16 @ 8'-0" O.C. AT WIND BRACING ONLY SMALL OPENING OPENING SMALLER THAN 12" SQ. & LARGER THAN 6" SQ. COPE ANGLE, TYP. 3/16 TYP. OPENING SIZE (6'-0" MAX) LARGE OPENING LARGER THAN 12" SQ. OR ROUND REQUIRED AT ALL DRAIN LOCATIONS ROOF OPENING SECTION A L3X3X1/4 TYP. FOR WEIGHTS GREATER THAN 50 LBS. AND LESS THAN 500 LBS. (SEE NOTE) COPE ANGLE @ JOIST TYP. 3/16 3/16 TYP. 3/16 L3X3X1/4 TYP. OR AS REQ'D BY ARCH OR MEP TYPICAL JOIST REINFORCEMENT AS REQ'D 3 TYPICAL INTERIOR JOIST BRIDGING DETAIL 1 1/2" = 1'-0" 4 SMALL ROOF DECK OPENING 1 1/2" = 1'-0" 5 LARGE ROOF DECK OPENING 1 1/2" = 1'-0" NOTES: 1. WHERE CONCENTRATED LOADS ARE SUPPORTED BY JOIST CHORDS AND ARE LOCATED MORE THAN 4" FROM A PANEL POINT CENTER LINE REINFORCE THE JOIST WITH AN ADDED ANGLE (EACH SIDE OF JOIST) EXTENDING FROM THE POINT LOAD TO THE NEAREST PANEL POINT ON THE OPPOSITE CHORD. 2. DO NOT PLACE LOADS ON JOIST UNTIL ANGLE REINFORCEMENT IS INSTALLED. 3. P = CONCENTRATED LOAD GREATER THAN 100 LBS. (MAXIMUM OF 3 CONCENTRATED LOADS PER JOIST) C L PANEL POINT CONCENTRATED LOAD (P) C L PANEL POINT ADDITIONAL L2X2X1/4 EACH SIDE GREATER THAN 4" CAP PLATE, U-BAR AND DAVIT SYSTEM TO BE SPECIFIED BY OTHERS 3 1/2" STD PIPE (GALV) STEEL ROOF DECK - SEE PLAN 5/16 " 6 - ' 1 TOS = SEE PLAN BOD = SEE PLAN GREATER THAN 4" CONCENTRATED LOAD (P) 1/8 EACH END - TYP. STEEL BEAM - SEE PLAN - PROVIDE 1/4" FULL DEPTH STIFFENERS BOTH SIDES OF BEAM WEB BOTTOM FLANGE BRACE BOTH SIDES OF BEAM - SEE TYPICAL DETAILS 6 JOIST REINFORCEMENT AT POINT LOADS 1 1/2" = 1'-0" 7 ROOF DAVIT SYSTEM DETAIL 1 1/2" = 1'-0" . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES TYPICAL STEEL ROOF DETAILS S5.21 M A 1 5 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A 05/10/2024EOD SEE PLAN STEEL ROOF DECK - SEE PLAN EOD SEE PLAN STEEL ROOF DECK - SEE PLAN EOD SEE PLAN STEEL ROOF DECK - SEE PLAN 3/16 3/16 1/2" 3/16 STEEL JOIST - SEE PLAN BOTTOM FLANGE BRACE AT 6'-0" OC MAX - SEE TYP DETAILS 1/2" " 6 - ' 1 3/16 STEEL JOIST - SEE PLAN BOTTOM FLANGE BRACE AT 6'-0" OC MAX - SEE TYP DETAILS STEEL ROOF DECK - SEE PLAN 3/16 3/16 EOD SEE PLAN 1" MIN. 3/16 3 SIDES BOTTOM FLANGE BRACE AT 6'-0" OC MAX - SEE TYP DETAILS SLIP TRACK TO ALLOW FOR 1" VERT MOVEMENT 1/2" 1/2" 3/16 3/16 2-6 2-6 STEEL JOIST - SEE PLAN L3X3X1/4 STEEL JOIST - SEE PLAN BOTTOM FLANGE BRACE AT 6'-0" OC MAX - SEE TYP DETAILS 1/2" BOD = SEE PLAN STEEL BEAM - SEE PLAN CONT 3/8" PLATE EJ = REF ARCH CFMF BY CFMF ENGINEER STEEL BEAM - SEE PLAN LADDER BY OTHERS -REF. ARCH. VERT. HSS4X4X1/4 AT EACH LADDER ATTACHMENT LOCATION -PROVIDE 1/4" END PLATE, TYP. BOD = SEE PLAN CONNX ELEV. REF. ARCH. HORIZ. HSS4X4X1/4 AT EACH LADDER ATTACHMENT LOCATION -PROVIDE MIN. 1/4" PLATE AT END (COORDINATE W/ LADDER CONNECTION REQUIREMENTS) CONNX ELEV. REF. ARCH. TYP. 3/16 B.O. DECK = SEE PLAN B.O. STEEL = SEE PLAN HSS BEAM SEE PLAN STOREFRONT - REF ARCH SEE PLAN 1/2" 1" 1 ROOF FRAMING SECTION 1" = 1'-0" 2 ROOF FRAMING SECTION 1" = 1'-0" 3 ROOF FRAMING SECTION 1" = 1'-0" 4 ROOF FRAMING SECTION 1" = 1'-0" 1/4" FULL DEPTH STIFFENER AT EACH VERT CHANNEL BOD = SEE PLAN 3/16 3/16 2-6 2-6 CONT 3/8" PLATE 3/16 STEEL BEAM - SEE PLAN C6X8.2 @ 48" OC CONT HSS6X2X3/16 (LSH) EJ = REF ARCH SLIP TRACK TO ALLOW FOR 1" VERT MOVEMENT BOTTOM FLANGE BRACE AT 6'-0" OC MAX - SEE TYP DETAILS STEEL ROOF DECK - SEE PLAN STEEL JOIST - SEE PLAN WF BEAM - SEE PLAN CONT 3/8 PLATE BOTTOM FLANGE BRACE AT 6'-0" OC MAX - SEE TYP DETAILS C6X8.2 @ 48" OC CONT HSS6X2X3/16 (LSH) STOREFRONT - REF ARCH 3/16 1/2" TOP CHORD JOIST EXTENSION L3X3X1/4 AT EACH VERT C6 BOD = SEE PLAN L3X3X1/4 AT EACH VERT C6 STEEL BEAM - SEE PLAN C6X8.2 @ 48" OC CONT HSS6X2X3/16 (LSH) T.O. STOREFRONT = REF ARCH " 2 / 1 1 STOREFRONT - REF ARCH T.O. PARAPET = REF ARCH BOD = VARIES CFMF AND ATTACHMENT TO STRUCTURE BY THE CFMF ENGINEER T.O. STOREFRONT = REF ARCH EOD = SEE PLAN 6" 3/16 " 2 / 1 1 BOD = VARIES WF BEAM - SEE PLAN BOTTOM FLANGE BRACE AT 6'-0" OC MAX - SEE TYP DETAILS CFMF AND ATTACHMENT TO STRUCTURE BY THE CFMF ENGINEER 7 ROOF FRAMING SECTION 1" = 1'-0" M A 1 5 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A 5 ROOF FRAMING SECTION 1" = 1'-0" 6 ROOF FRAMING SECTION 1" = 1'-0" T.O. PARAPET = REF ARCH EOD = SEE PLAN SEE PLAN STEEL ROOF DECK - SEE PLAN STEEL JOIST - SEE PLAN WF BEAM - SEE PLAN BOTTOM FLANGE BRACE AT 6'-0" OC MAX - SEE TYP DETAILS T.O. PARAPET = REF ARCH BOD = VARIES CFMF AND ATTACHMENT TO STRUCTURE BY THE CFMF ENGINEER T.O. STOREFRONT = REF ARCH M A E B F O L C 6" EOD = SEE PLAN L4X4X3/8 BTWN STEEL BEAMS - COPE ENDS AND SET HORIZ LEG ON TOP OF BEAM FLANGE - ATTACH WITH 3/16 FILLET WELD TO TOP FLANGE OF BEAM ON 3 SIDES 3/16 3/16 3/16 " 2 / 1 1 CONT L4X4X3/8 C6X8.2 @ 48" OC CONT HSS6X2X3/16 (LSH) STOREFRONT - REF ARCH STEEL ROOF DECK - SEE PLAN STEEL JOIST - SEE PLAN WF BEAM - SEE PLAN . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES ROOF FRAMING DETAILS S5.23 05/10/2024STEEL ROOF DECK - SEE PLAN CMU WALL - SEE PLAN TYP. EDGE ANGLE STEEL ROOF DECK - SEE PLAN B.O. DECK = 532'-8" B.O. DECK = SEE PLAN 1/2" E.O.D. SEE PLAN CONT. PL1/4X8 -FASTEN TO CMU W/ 5/8" THREADED RODS SET 5" INTO W/ HILTI HIT-HY270 EPOXY SEE 2/S5.02 FOR CONNECTION TO CMU WALL . I N M " 2 HOIST BEAM -SEE PLAN T.O. STEEL = COORD. W/ ELEVATOR MANUF. SEE 5/S5.02 FOR ATTACHMENT OF STEEL BEAM TO CMU WALL 1 SECTION AT ELEVATOR OVER-RUN 1 1/2" = 1'-0" SEE 1/S5.24 FOR INFORMATION NOT SHOWN STEEL ROOF DECK - SEE PLAN CMU WALL - SEE PLAN 2 SECTION AT ELEVATOR OVER-RUN 1 1/2" = 1'-0" " 2 . I N M 1/2" E.O.D. SEE PLAN HOIST BEAM -SEE PLAN B.O.D. = 532'-8" CMU WALL - SEE PLAN STEEL ROOF DECK - SEE PLAN BOD = SEE PLAN STEEL JOIST - SEE PLAN BOTTOM FLANGE BRACING AT EACH JOIST STEEL BEAM - SEE PLAN SEE 5/S5.02 FOR ATTACHMENT OF STEEL BEAM TO CMU WALL M A 2 5 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES STAIR FRAMING DETAILS S5.24 05/10/2024S1 S2 S2 S1 SEE PLAN SEE PLAN B.O.D. = SEE PLAN B.O.D. = SEE PLAN 1 S5.31 2 S5.31 T.O.S. = SEE PLAN T.O.S. = SEE PLAN 1 S5.31 2 S5.31 2 S5.31 T.O.S. = SEE PLAN 1 S5.31 2 S5.31 1 S5.31 T.O.S. = SEE PLAN 4 S5.01 T Y P. T.O.S. = SEE PLAN T.O.S. = SEE PLAN 1 S5.31 2 S5.31 2 S5.31 T.O.S. = SEE PLAN 2 S5.31 1 S5.31 T.O.S. = SEE PLAN 4 S5.01 T Y P. 4 S5.01 T Y P. 2 S5.31 1 S5.31 T.O.S. = SEE PLAN 1 S5.31 4 S5.01 T Y P. 5 S3.00 TOC = SEE PLAN STAIR NOTES: 1. PRIMARY COLUMNS AND STRINGERS HAVE BEEN DESIGNED BY THE EOR TO PROVIDE THE OVER-ALL STABILITY OF THE STAIR STRUCTURE. ALL OTHER MISC STEEL SHALL BE DESIGNED AND DETAILED BY THE DELEGATED STAIR ENGINEER. 1 STAIR FRAMING ELEVATION 1 3/8" = 1'-0" 2 STAIR FRAMING ELEVATION 2 3/8" = 1'-0" 1 S5.31 2 S5.31 4 S5.01 T Y P. 1 S5.31 2 S5.31 1 S5.31 2 S5.31 T.O.S. = SEE PLAN T.O.S. = SEE PLAN T.O.S. = SEE PLAN . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES STAIR FRAMING ELEVATIONS S5.30 M A 2 5 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A 05/10/2024CJP HSS BEAM - SEE PLAN STAIR LANDING AND ATTACHMENT TO STRUCTURAL STRINGER BY THE DELEGATED STAIR DESIGNER " 6 HSS STAIR COLUMN - SEE PLAN 3/16 HSS STAIR STRINGER - SEE PLAN 1" OFFSET TYP. 1/4 HSS STAIR STRINGER - SEE PLAN EXTERIOR FINISHES - REF ARCH PL1/2X8X0'-8" VERIFY W/ ARCH FINISHES STAIR LANDING AND ATTACHMENT TO STRUCTURE BY DELEGATED STAIR DESIGNER 1/4 1/4 L3X3X5/16 ERECTION ANGLE HSS6X6X5/16 OUTRIGGER STEEL COLUMN - SEE PLAN 1 TYPICAL STAIR TOWER STRINGER TO STRINGER CONNECTION 1 1/2" = 1'-0" 2 TYPICAL STAIR TOWER STRINGER TO COLUMN CONNECTION 1 1/2" = 1'-0" 3 STAIR ATTACHMENT DETAIL AT MID LANDING 1 1/2" = 1'-0" GUARD RAIL AND ATTACHMENT TO STRUCTURAL STAIR STRINGER BY OTHERS STEEL STRINGER -SEE PLAN STAIR LANDING AND ATTACHMENT TO STRUCTURAL STRINGER BY THE DELEGATED STAIR DESIGNER " 2 " 4 " 6 PER STAIR DESIGNER 4 TYPICAL STAIR TOWER SECTION AT STAIR STRINGER 1 1/2" = 1'-0" M A 3 5 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES STAIR FRAMING DETAILS S5.31 05/10/2024BRACE FRAME NOTES: 1. THE FABRICATOR SHALL HAVE A REGISTERED PROFESSIONAL ENGINEER PREPARE THE CONNECTION DESIGN. THE CALCULATIONS SHALL BEAR THE SEAL OF THIS RESPONSIBLE PROFESSIONAL ENGINEER. THE DESIGN AND RESULTING DETAILS SHALL BE IN COMPLIANCE WITH PART 13 OF THE AISC STEEL CONSTRUCTION MANUAL, 13TH ED. USING THE UNIFORM FORCE METHOD. 2. ALL BOLTED CONNECTIONS BETWEEN COLUMNS, BEAMS AND/OR DIAGONAL MEMBERS OF BRACES SHALL BE DETAILED USING ASTM A325 BOLTS IN FRICTION-TYPE CONNECTIONS OR WELDED AS INDICATED IN DETAILS. (+/- 50K), FOR EXAMPLE, INDICATES DESIGN ULTIMATE FACTORED TENSION/COMPRESSION FORCE IN A MEMBER, IN KIPS. 3. THE CENTER OF GRAVITY OF MEMBERS AT A JOINT SHALL INTERSECT. 4. 5. PROVIDE ANGLES, PLATES, BOLTS AND WELDS TO RESIST FORCES SHOWN. 6. DESIGN SHALL CONSIDER ALL CONCENTRIC AND ECCENTRIC FORCES. THE FABRICATOR SHALL HAVE A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE OF TEXAS. PREPARE THE CONNECTION DESIGN. THE CALCULATIONS SHALL BEAR THE SEAL OF THIS RESPONSIBLE PROFESSIONAL ENGINEER. 7. SEE PLAN FOR COLUMN AND BEAM SIZES. . P Y T " 1 TYP. W.P. 3/8" STIFF. PLATE (NS / FS) Q E Q E GUSSET PLATE 1/2" THICK MIN. TYP. TYP. SINGLE SHEAR SINGLE PLATE CONNECTION - SEE 1/S501 5" MIN. W.P. 5" MIN. 1" TYP. W.P. W.P. 1 " M I N . G.C. TO COORDINATE COLUMN BASE PLATES TO BE LEVEL AND ALLOW FOR EASE OF COLUMN AND GUSSET CONNECTIONS WITHIN BUILDING TOLERANCES GUSSET PLATE 1/2" THICK MIN. . I N M " 2 W.P. T.O. SLAB T.O. FOUNDATION 7" MIN. 7" MIN. 1 TYPICAL BRACE CONNECTION DETAIL 1" = 1'-0" M A 3 5 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES TYPICAL BRACED FRAME DETAILS S6.00 05/10/20242 1 20' - 1" S S H 3 / 8 X 6 X 6 R = + /- 2 S 0 K I P R = +/- H S S 6 X 6 X 3/8 2 0 KIP S T.O.S. = SEE PLAN T.O.S. = SEE PLAN T.O.S. = SEE PLAN T.O.S. = SEE PLAN A B 10' - 0" 3 / 8 X 6 X 6 S S H R = + /- 2 S 0 K I P H S S 6 X 6 X 3/8 R = +/- 2 0 KIP S 1 2 20' - 1" T.O.S. = SEE PLAN T.O.S. = SEE PLAN HSS6X6X3/8 R = +/- 30 KIPS H S S 6 R = + / - X 6 X 3 / 8 3 0 K I P S H S S 6 X 6 X 3/8 R = +/- 30 KIP S R H S S 6 = +/- X 6 X 3 / 8 3 0 K I P S 3 / 8 X 6 X S 0 K I P 2 6 S S H R = + /- H S S 6 X 6 X 3/8 R = +/-20 KIP S H S S 6 X 6 X 3 / 8 R = + / - 2 0 K I P S HSS6X6X3/8 R = +/-20 KIPS T.O.S. = SEE PLAN T.O.S. = SEE PLAN 3 / 8 X 6 X 6 S H S S 0 K I P 2 R = + /- HSS6X6X3/8 R = +/-20 KIPS 3 / 8 X 6 X 6 S S H S 0 K I P 2 R = + /- HSS6X6X3/8 R = +/-20 KIPS 1 - SAFE ACCESS LEVEL 482' - 0" 1 - SAFE ACCESS LEVEL 482' - 0" 1 BRACE 1 3/8" = 1'-0" 2 BRACE 2 3/8" = 1'-0" 3 BRACE 3 3/8" = 1'-0" M A 4 5 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES BRACE FRAME ELEVATIONS S6.01 05/10/2024B A 10' - 0" MOMENT CONNECTION - SEE TYPICAL DETAIL T.O.S. = SEE PLAN C SA SC 9' - 2" SEE PLAN SB SA SEE PLAN T.O.S. = SEE PLAN T.O.S. = SEE PLAN T.O.S. = SEE PLAN 2 BRACE 6 3/8" = 1'-0" HS S6X6X3/8 30 KIPS R = +/- H S S 6 R = + / - X 6 X 3 / 8 3 0 K I P S HSS6X6X3/8 30 KIPS R = +/- H S S 6 X 6 X 3 / 8 R = + / - 3 0 K I P S T.O.S. = SEE PLAN T.O.S. = SEE PLAN T.O.S. = SEE PLAN T.O.S. = SEE PLAN T.O.S. = SEE PLAN 6 S S H 3 / 8 X 6 X R = + /- 1 S 5 K I P H S S 6 X 6 X 3/8 R = +/-15 KIP S H S S 6 X 6 X 3/8 R = +/-15 KIP S H S S 6 R = + /- 1 X 6 X 3 / 8 5 K I P S H S S 6 X 6 X 3/8 R = +/-15 KIPS R = + /- H S S 6 1 5 K I P S X 6 X 3 / 8 25 KIPS HSS6X6X3/8 R = +/- H S S 6 R = + / - X 6 X 3 / 8 2 5 K I P S EQ EQ H S S 6 X 6 X 3/8 R = +/-25 KIPS R = + /- 2 H S S 6 5 K I P S X 6 X 3 / 8 T.O.S. = SEE PLAN T.O.S. = SEE PLAN T.O.S. = SEE PLAN T.O.S. = SEE PLAN 3/8 X 6 X 6 S S H S 1 5 KIP R = +/- 3/8 X 6 X 6 S S H S 1 5 KIP R = +/- H S S 6 X 6 X 3 / 8 R = + / - 1 5 K I P S H S S 6 X 6 X 3 R = + / - 1 / 8 5 K I P S 1 - SAFE ACCESS LEVEL 482' - 0" 1 - SAFE ACCESS LEVEL 482' - 0" 1 BRACE 5 3/8" = 1'-0" 3 STAIR BRACE 1 3/8" = 1'-0" 4 STAIR BRACE 2 3/8" = 1'-0" 0 - GRADE 474' - 4 59/64" 0 - GRADE 474' - 4 59/64" T.O.S. = SEE PLAN T.O.S. = SEE PLAN T.O.S. = SEE PLAN H SS6X6X3/8 35 KIPS R = +/- R = + / - X 6 X 3 / 8 H S S 6 3 5 K I P S H S S6X6X3/8 R = +/-35 KIPS R = + /- 3 X 6 X 3 / 8 H S S 6 5 K I P S H S S 6 X 6 X 3/8 R = +/-35 KIP S R H S S 6 X 6 X 3 / 8 = + /- 3 5 K I P S M A 4 5 : 0 2 : 0 1 4 2 0 2 / 8 / 5 I t v r . l a r t n e C _ R T S _ k r a P e s u o H _ D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o t u A . 3 7 5 1 7 8 4 3 1 7 . : f 3 8 5 1 . 7 8 4 . 3 1 7 : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 . 3 5 4 6 4 2 2 0 1 2 . : f 2 3 0 6 . 4 2 2 . 0 1 2 : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 . 1 4 4 7 8 7 4 2 1 5 . : f 6 8 2 7 . 8 7 4 . 2 1 5 : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H , 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS 4315 GUADALUPE ST AUSTIN, TX 78751 PHONE: (512) 499 0919 WWW.STRUCTURESTX.COM FIRM NO.: F-3323 STRUCTURES BRACE FRAME ELEVATIONS S6.02 05/10/2024. C N I , N O S T R E B O R L L E N N O C O 3 2 0 2 © ' M P 0 0 : 5 4 : 1 4 2 0 2 / 0 1 / 5 t v r . H C R A _ 1 e s a h P I - k r a P e s u o H D S A _ 2 2 _ 0 0 . 3 3 0 2 / 1 e s a h P - s t n e m e v o r p m I i m u d a t S k r a P e s u o H D S A I / / : s c o D k s e d o u A t PLUMBING FIXTURES ARCHITECTURAL SYMBOLS ARCHITECTURAL LINETYPES ARCHITECTURAL ABBREVIATIONS ABV ACOUS ADJ AFF ALUM ALT ANOD APPROX AWP ABOVE ACOUSTICAL ADJUSTABLE ABOVE FINISH FLOOR ALUMINUM ALTERNATE ANODIZED APPROXIMATELY ACOUSTICAL WALL PANEL BOARD BUILDING BOTTOM BOTH WAYS BENCH MARK BD BLDG BOT BW BM C CC CK CAB CB CFCI CFOI CFT CG CL, CLG CI CLO CLR CMP CMS CMT CMTB CMTW CMU CO COL CONC CONST CR CORR CPT CPTB CT CTB CTW CTSK CYD CHANNEL CUBICAL CURTAIN CORK CABINET CHALK BOARD CONTRACTOR FURNISH CONTRACTOR INSTALL CONTRACTOR FURNISH OWNER INSTALL CUBIC FOOT CORNER GUARD CENTER LINE CEILING CAST IRON CLOSET CLEAR CROWN MOLDING PAINTED CROWN MOLDING STAINED CERAMIC MOSAIC TILE CERAMIC MOSAIC TILE BASE CERAMIC MOSAIC TILE WALL CONCRETE MASONRY UNIT CASED OPENING COLUMN CONCRETE CONSTRUCTION CHAIR RAIL CORRIDOR CARPET CARPET BASE CERAMIC TILE CERAMIC TILE BASE CERAMIC TILE WALL COUNTERSINK CUBIC YARD D DBL DEMO DEPT DF DIA or Ø DIM DIV DL DN DS DSP DTL DWG E EA EF EFB EJ EG EL ET ETB ELECT EM EMER ENCL EP EQ EQUIP EWC EXP EXIST EXT FA FBO FD FE FEC FFE FHC FHVC FE FLR FOC FOF FOM FOS FPRF DRAIN DOUBLE DEMOLISH, DEMOLITION DEPARTMENT DRINKING FOUNTAIN DIAMETER DIMENSION DIVISION DEAD LOAD DOWN DOWN SPOUT DRY STAND PIPE DETAIL DRAWING EAST EACH EPOXY FLOOR EPOXY FLOOR BASE EXPANSION JOINT END GUARD ELEVATION EPOXY TERRAZZO FLOOR EPOXY TERRAZZO BASE ELECTRICAL ENTRANCE MAT EMERGENCY ENCLOSURE EPOXY PAINT EQUAL EQUIPMENT ELECTRIC WATER COOLER EXPANSION EXISTING EXTERIOR FIRE ALARM FURNISHED BY OTHERS FLOOR DRAIN FIRE EXTINGUISHER FIRE EXTINGUISHER CABINET FINISH FLOOR ELEVATION FIRE HOSE CABINET FIRE HOSE VALVE CABINET FINISHED END FLOOR FACE OF CONCRETE FACE OF FINISH FACE OF MASONRY FACE OF STUDS FIREPROOFING FRT FT FURR FWC GA GALV GB GC GCLU GI GL GLB GMT GMTW GR GYP GYP BD HC HDR HDW HDWD HGT HM HORIZ HP HR HVAC ID INCL INSUL INT IPS J JAN JT KIT KO L LAB LAM LH LI LIB LIT LL FIRE RESISTANT TREATED FOOT FURRING FABRIC WALL COVERING GAUGE GALVANIZED GRAB BAR GENERAL CONTRACTOR GLAZED CMU GALVANIZED IRON GLASS GLASS BLOCK GLASS MOSAIC TILE GLASS MOSAIC TILE WALL GRADE GYPSUM GYPSUM BOARD HOLLOW CORE HEADER HARDWARE HARDWOOD HEIGHT HOLLOW METAL HORIZONTAL HIGH POINT HANDRAIL HEATING VENTILATION AIR CONDITIONING INSIDE DIAMETER INCLUDING INSULATION INTERIOR IRON PIPE SIZE JOIST JANITOR JOINT KITCHEN KNOCKOUT LENGTH/LONG LABORATORY LAMINATE LEFT HAND LINOLEUM LINOLEUM COVED BASE LINOLEUM TILE LIVE LOAD M MAS MAX MDF MED MEMB MTL MFGR MH MIN MISC MM MO MOD MTD MUL N NAT NIC NO or # NOM NRC NTS OC OD OFD OFF OFOI OFCI OVH OH OPNG OPP P PARA PBD PCF PERF PERI PFL PL PLAM PLAS PLYWD PP PPB PPW PR METER MASONRY MAXIMUM MEDIUM DENSITY FIBER BOARD MEDIUM MEMBRANE METAL MANUFACTURER MANHOLE MINIMUM MISCELLANEOUS MILLIMETER MASONRY OPENING MODULAR MOUNT(ED) (ING) MULLION NORTH NATURAL NOT IN CONTRACT NUMBER NOMINAL NOISE REDUCTION COEFFICIENT NOT TO SCALE ON CENTER OUTSIDE DIAMETER OVERFLOW ROOF DRAIN OFFICE OWNER FURNISH OWNER INSTALL OWNER FURNISH CONTRACTOR INSTALL OVERHEAD OPPOSITE HAND OPENING OPPOSITE PAINT(ED) PARALLEL PARTICLE BOARD POUNDS PER CUBIC FOOT PERFORATED PERIMETER POUNDS PER LINEAR FOOT PLATE PLASTIC LAMINATE PLASTER PLYWOOD PORCELAIN PAVER PORCELAIN PAVER BASE PORCELAIN PAVER WALL PAIR PSF PSI PT QT QTB RI R RB RCP RD REF REFR REINF REQ REV RH RM ROW RVWC S SB SC SCHED SECT SHR SIM SPECS SPK SQ SS ST STC STW STB STC STD STL STO STRUCT SV SVB SYM SYS POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH PRESSURE TREATED QUARRY TILE QUARRY TILE BASE RISER RADIUS RUBBER BASE REFLECTED CEILING PLAN ROOF DRAIN REFERENCE REFRIGERATOR REINFORCING REQUIRE(D) (ING) REVISION RIGHT HAND ROOM(S) RIGHT OF WAY RIGID VINYL WALL COVERING SOUTH SPLASH BLOCK SOLID CORE SCHEDULE SECTION SHOWER SIMILAR SPECIFICATION(S) SPEAKER SQUARE STAINLESS STEEL STONE STONE COUNTERTOP STONE WALL STONE BASE STAINED CONCRETE STANDARD STEEL STORAGE STRUCTURAL SHEET VINYL SHEET VINYL COVED BASE SYMMETRICAL SYSTEM TACK BOARD TOP OF CURB TOP OF STRUCTURAL STEEL TELEPHONE THICK TOP OF BEAM TOP OF PAVEMENT TOP OF MASONRY TOP OF STEEL (BOTTOM OF ROOF DECK) TOILET PARTITION TELEVISION TYPICAL TERRAZZO TERRAZZO BASE TB TOC TOSC TEL THK TOB TOP TOM TOS TP TV TYP TZ TZB UC UNO USC VAR VB VB VCT VERT VEST VT VTR VWC UNDERCUT UNLESS OTHERWISE NOTED UNDER SEPARATE CONTRACT VARNISH VAPOR BARRIER VINYL BASE VINYL COMPOSITION TILE VERTICAL VESTIBULE VINYL TILE VENT THROUGH ROOF VINYL WALL COVERING WEST WITH WOOD BASE PAINTED WOOD BASE STAINED WATER CLOSET WOOD WOOD STAINED WINDOW WITHOUT WOOD PANELING PREFINISHED WOOD PANELING PAINTED WOOD PANELING STAINED WATER STOP W W/ WBP WBS WC WD WDS WIN W/O WP WPP WPS WS WSCT WAINSCOT WT WWF WEIGHT WELDED WIRE FABRIC COUNTER MOUNTED DROP-IN SINK COUNTER MOUNTED UNDER MOUNT SINK COUNTER MOUNTED INTEGRAL SINK WALL MOUNTED SINK FLOOR MOUNTED TOILET WALL MOUNTED TOILET FLOOR MOUNTED REAR DISCHARGE TOILET ACCESSIBLE LOCATION NON-ACCESSIBLE LOCATION CHILD LOCATION PRE-K LOCATION HANDS FREE OPERATION USE ON PLANS EXAMPLE ROOM NAME # 150 SF# ROOM NAME ROOM NUMBER REFER TO ROOM NUMBER FOR TYPICAL INFORMATION PARTITION TYPES <TS1> ACCESSORY/SPACE TYPE A123 DOOR NUMBER KEY NOTE (NEW) KEY NOTE (DEMO) EQUIPMENT WINDOW TAG A.F.F. 0'-0" COLUMN GRID ELEVATION HEIGHT # # # # # # # # N REVISION ELEVATION SIM SECTION NORTH NEW CONSTRUCTION EXISTING CONSTRUCTION DEMOLITION HIDDEN LINE FIRE/SMOKE BARRIERS 1 HOUR FIRE BARRIER SMOKE/FIRE BARRIER 2 HOUR FIRE BARRIER FIRE/SMOKE PARTITIONS 1 HOUR FIRE PARTITION SMOKE PARTITION FIRE WALLS 2 HOURS 3 HOURS 1FB 1SB 2FB 1FP 0SP 2FW 3FW ARCHITECTURAL MATERIALS BRICK CONCRETE CONCRETE BLOCK EARTH INSULATION, BATT INSULATION, RIGID METAL PLYWOOD FINISH GRADE HARDWOOD WOOD FRAMING THROUGH MEMBER WOOD FRAMING INTERUPTED MEMBER . C N I , N O S T R E B O R L L E N N O C O 3 2 0 2 © ' 3 7 5 1 . 7 8 4 . 3 1 7 : f 3 8 5 1 7 8 4 3 1 7 . . : p 2 0 0 7 7 s a x e T , n o t s u o H , 0 0 3 1 e t i u S , m a l i M 0 0 7 3 5 4 6 . 4 2 2 . 0 1 2 : f 2 3 0 6 4 2 2 0 1 2 . . : p 9 0 2 8 7 s a x e T , i o n o t n A n a S , 0 0 3 e t i u S , y a w d a o r B 0 4 0 4 1 4 4 7 . 8 7 4 . 2 1 5 : f 6 8 2 7 8 7 4 2 1 5 . . : p 4 0 7 8 7 s a x e T , n i t s u A , 0 0 9 e t i u S , d a o R s g n i r p S n o t r a B 1 1 8 n i t s u A n o t s u o H i o n o t n A n a S S T N E M E V O R P M I I M U D A T S K R A P E S U O H 1 0 7 8 7 , X T , N I T S U A , D V L B K E E R C L A O H S 1 0 3 1 K P E S H 4 3 0 0 - 1 2 . D . S . I N I T S U A NO. DESCRIPTION Revisions: DATE 05/10/2024 Project No. 2033.00 CONTRACT DOCUMENTS ARCHITECTURAL NOTES, SYMBOLS AND ABBREVIATIONS A0.1 05/10/2024