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HomeMy WebLinkAboutREV1-PLANSSTRUCTURAL 2012-0722 DocuSign Envelope ID:4855FFCF-68EB-4FF3-A041-7D8267145250 STRUCTURAL DESIGN CRITERIA CV D-1 CODES: 2017 FLORIDA BUILDING CODE MASONRY STRUCTURAL STEEL RC-8 MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK-UP DATA IS AVAILABLE: N Q 0 D-2 DESIGN SUPERIMPOSED DEAD LOADS: o a. ROOF 5 PSF a) 3000 PSI, 28 DAY COMPRESSIVE STRENGTH; W/C RATIO 0.58 MAXIMUM M-1 MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE S-1 FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM o b. FLOOR (NON-AIR ENTRAINED), 0.47 MAXIMUM (AIR ENTRAINED) REQUIREMENTS FOR MASONRY STRUCTURES" (ACl/ASCE 530-02) AND TO THE AISC "MANUAL OF STEEL CONSTRUCTION," NINTH EDITION BATHROOMS, KITCHEN, UTILITY 20 PSF b) 5000 PSI, 28 DAY COMPRESSIVE STRENGTH; W/C RATIO 0.40 MAXIMUM "SPECIFICATIONS FOR MASONRY STRUCTURES" (ACl/ASCE 530.1-02) AND THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND LOFT, MEZZANINE, DECK 5 PSF (NON-AIR ENTRAINED), 0.35 MAXIMUM (AIR ENTRAINED) EXCEPT AS AMENDED BELOW. AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS," LATEST EDITION. o LOWER LEVEL 5 PSF N OTHER 10 PSF RC-9 FLYASH, WHEN USED, SHALL BE LIMITED TO 20% OF THE M-2 CONTRACTOR SHALL OBTAIN COPY OF MASONRY CODE AND S-2 ALL MISCELLANEOUS STEEL SHALL CONFORM TO A-36 WITH MINIMUM w CEMENTITIOUS MATERIAL. DO NOT USE FOR EXPOSED SLABS SPECIFICATIONS FOR REFERENCE AT THE JOBSITE. YIELD STRENGTH OF 36 KSI. ALL STRUCTURAL STEEL TO CONFORM DESIGN LIVE LOADS: o D- a. ROOF 20 PSF F b. FLOOR RC-10 SUBMIT COPIES OF CONCRETE MIX DESIGN TO ENGINEER FOR APPROVAL M-3 STRUCTURE HAS BEEN DESIGNED AS A BEARING WALL STRUCTURE. TO ASTM A572 GR 50 WITH A YIELD STRENGTH OF 50 KSI. z Oc BEDROOMS 30 PSF INFORMATION SHALL INCLUDE: ALL MASONRY UNITS SHALL BE LAID PRIOR TO CONCRETE S-3 UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE 3/4" DIAMETER O GARAGE 50 PSF a) INTENDED USAGE AND LOCATION FOR EACH TYPE PLACEMENT OF COLUMNS, BEAMS AND SLABS FOR THE SAME STORY. ui ASTM A325 AND SHALL BE BEARING TYPE CONNECTIONS INCLUDING. OTHER 40 PSF b MIX DESIGN FOR EACH TYPE D-3 ULTIMATE DESIGN WIND SPEED, Vult: 161 MPH (3 SECOND GUST) c CEMENT CONTENT IN POUNDS-PER-CUBIC YARD M-4 USE TYPE "M" MORTAR FOR ABOVE GRADE APPLICATIONS SUITABLE NUTS AND PLAIN HARDENED WASHERS. ALL BOLTS SHALL N NOMINAL DESIGN WIND SPEED, Vasd: 125 MPH (3 SECOND GUST) d� COARSE AND FINE AGGREGATE IN POUNDS/CUBIC YARD AND TYPE "S" MORTAR FOR BELOW GRADE APPLICATIONS. BE NUG TIGHT UNLESS NOTED OTHERWISE. RISK CATEGORY: II e) WATER CEMENT RATIO BY WEIGHT MORTAR SHALL CONFORM TO ASTM C270 (PROPORTION OR PROPERTY ui 5:WIND EXPOSURE CATEGORY: D f) CEMENT TYPE AND MANUFACTURER SPECIFICATION) S-5 ALL SHOP AND FIELD WELDING SHALL BE DONE BY CURRENTLY MEAN ROOF HEIGHT, H: 35.00 FT g) SLUMP RANGE CERTIFIED WELDERS IN ACCORDANCE WITH AWS D1.1 "STRUCTURAL ROOF PITCH: 2:12, 4:12 h)) AIR CONTENT M-5 MASONRY UNITS SHALL CONFORM TO ASTM C90 NORMAL WEIGHT WELDING CODE," LATEST EDITION. w o ENCLOSED BUILDING N INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18 i ADMIXTURE TYPE AND MANUFACTURER TYPE II. MINIMUM NET COMPRESSIVE UNIT STRENGTH OF 2000 PSI O 0 j PERCENT ADMIXTURE BY WEIGHT TO PROVIDE NET AREA COMPRESSIVE STRENGH OF MASONRY (Fm') co S-6 USE E70XX ELECTRODES FOR ALL WELDING UNLESS NOTED co N N ASSUMPTIONS: k) STRENGTH TEST DATA REQUIRED TO ESTABLISH MIX DESIGN OF 1500 PSI. o � a � �, N I COMPLETE DETAIL AND PLACING SHOP DRAWINGS FOR ALL REINFORCING OTHERWISE. GRIND SMOOTH ALL EXPOSED WELDS. z N A. BUILDING IS ASSUMED TO BE ENCLOSED AS DEFINED BY ) � a � SECTION 1606.1.5 FBC STEEL INCLUDING ACCESSORIES THAT HAVE BEEN REVIEWED AND STAMPED = o = M-6 COARSE GROUT SHALL CONFORM TO ASTM C476: S-9 SUBMIT STRUCTURAL STEEL SHOP DRAWINGS FOR REVIEW PRIOR TO �' W W B. ALL COMPONENTS AND CLADDING SUBJECT TO WIND LOADINGS, BY THE GENERAL CONTRACTOR Z Z I.E. DOORS, WINDOWS, JAMBS, ROOFING, ETC, SHALL BE DESIGNED a.) 2500 PSI AT 28 DAYS FABRICATION. CLEARLY SHOW ALL PIECE MARKS, CONNECTIONS AND 3 3 cY, W AND FASTENED TO RESIST DESIGN WIND PRESSURES FOR COMPONENTS b.) 1/4" MAXIMUM AGGREGATE SIZE ERECTION DRAWINGS. ANY SPLICES NOT SHOWN ON CONTRACT W i v Q AND CLADDING, AS SHOWN ON PLAN. RC-11 ALL REINFORCEMENT SHALL BE FASTENED AND SECURED TOGETHER c.) 8" TO 11" SLUMP DRAWINGS ARE TO BE CLEARLY NOTED FOR APPROVAL. o 0 o c, o TO PREVENT DISPLACEMENT BY CONSTRUCTION LOADS OR THE PLACING C. ALL PRE-MANUFACTURED MAIN WIND FORCE RESISTING COMPONENTS, �� 6 w I.E. TRUSSES SHALL BE DESIGNED TO RESIST MAIN WIND FORCE OF CONCRETE B�� a S-10 DO NOT WELD TO EMBEDS UNTIL CONCRETE HAS CURED AT LEAST 72 Z"-�� 8 RESISTING DESIGN FORCES, AS SPECIFIED ON PLAN AND M-7 A REINFORCED CONCRETE TIE BEAM OR MASONRY TIE BEAM w� wow R RC-12 THE USE OF JITTERBUGS TO CONSOLIDATE CONCRETE WILL NOT BE HOURS. USE APPROPRIATE WELDING PROCESSES TO LIMIT HEAT F-WW 03�Us SHALL BE IN AND SHALL BE INSTALLED IN ACCORDANCE WITH SHALL BE PROVIDED IN ALL WALLS SHOWN ON THE STRUCTURAL ww3 rWa� ow MANUFACTURER'S SPECIFICATIONS PERMITTED. BUILDUP IN EMBED TO AVOID PLATE EXPANSION AND CRACKING OF Iwo z�' � DRAWINGS AT EACH FLOOR AND THE ROOF. USE GALVANIZED MESH �a =moo a� D. ALL GLAZING IS TO HAVE EITHER IMPACT RESISTANT GLAZING OR BE CONCRETE. �ww%:w.IIwo5 TYPE CELL CAPS. PROVIDE CORNER BARS AT ALL BEAM CORNERS z0F_ o0 8 PROTECTED WITH AN IMPACT RESISTANT COVERING. RC-13 ALL PUMPED CONCRETE WITH #57 AGGREGATE IS TO CONTAIN A HIGH TO MATCH HORIZONTAL BARS. S-11 HEADED STUD ANCHORS SHALL BE A36 AND MANUFACTURED h0�o.=A.- 1. GLAZED OPENINGS LOCATED WITHIN 30 FT OF GRADE SHALL RANGE WATER REDUCING AGENT. MINIMUM SIZE OF DISCHARGE TO �a wL MEET THE REQUIREMENTS OF THE LARGE MISSILE TEST BE 4" I.D. BY NELSON STUD OR APPROVED EQUIVALENT. STUD WELDING SHALL 2Rf-8.L",w zvwiH 2. GLAZED OPENINGS LOCATED MORE THAN 30 FT ABOVE GRADE M-8 UNLESS NOTED OTHERWISE, TIE BEAMS SHALL BE EITHER CONFORM TO AWS D1.1 "STRUCTURAL WELDING CODE." �a33i5�N3w�ac� SHALL MEET THE REQUIREMENTS OF THE SMALL IMPACT TEST RC-14 A 2" 1.D. DISCHARGE MAY BE USED WITH #8 AGGREGATE. USE a. 8"X16" CONCRETE TIE BEAM E. OWNER OR CONTRACTOR SHALL OBTAIN NECESSARY INSTALLATION PLASTICIZER ADMIXTURE IF NECESSARY TO INCREASE SLUMPS REINFORCED WITH (2) #5 TOP AND BOTTOM AND SPECIFICATIONS AND INSPECTIONS REQUIRED TO COMPLY WITH BEYOND THAT NOTED ABOVE. S-12 SURFACE PREPARATION AND SHOP PAINTING OF ALL STRUCTURAL MANUFACTURERS RECOMMENDATIONS FOR INSTALLATION OF #3 STIRRUPS 18" OC STEEL MEMBERS SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF COMPONENTS AND CLADDING FOR HURRICANE PRONE REGIONS. b. (2) COURSES 8" MASONRY U-BLOCK THE "CODE OF STANDARD PRACTICE "OF AISC. FO RC-15 CHAMFER ALL EDGES OF EXPOSED CONCRETE 3/4" UNLESS NOTED D-4 SEISMIC: ZONE 0 REINFORCED WITH #5 EA COURSE FULLY GROUTED OTHERWISE. S-13 SHOP PAINT-METAL ALKYD-OIL PRIMER, ANY OF THE FOLLOWING: J C)D-5 FLOOD DESIGN DATA: 'VE' (ELEV 11), 'X' 23 N RC-16 ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND SEE ARCHITECT FOR PREFERRED COLOR. �u CO 0 D-6 GEOTECHNICAL REPORT INSTALLED IN ACCORDANCE WITH ACI 318 AND ACI DETAILING M-9 VERTICAL REINFORCING FOR FILLED CELLS SHALL CONFORM TO MANUFACTURER DESIGNATION J cn NO CHANGE TO EXISTING LOADING. MANUAL, ACI-315 LATEST EDITION. ASTM 615 PORTER N0. 296 .. Q a p RC-17 REINFORCEMENT WITH RUST, MILL SCALE OR A COMBINATION OF M-10 PROVIDE VERTICAL REINFORCEMENT IN GROUT FILLED CELLS: MOBILE NO. 13F812 0 W 0� D-7 THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH REQUIREMENTS BOTH SHALL BE CONSIDERED SATISFACTORY, PROVIDED THE MINIMUM A. AS SHOWN ON THE DRAWINGS TINEMIC NO. 1009 : OF SECTION 3109 OF THE 2017 FLORIDA BUILDING CODE, BUILDING. DIMENSIONS (INCLUDING HEIGHT OF DEFORMATIONS) AND AMERON NO. 5102 AMERCOAT Z LL in B. MAXIMUM 32" OC p -0 WEIGHT OF A HAND-WIRE-BRUSHED TEST SPECIMEN ARE NOT Q LESS THAN APPLICABLE SPECIFICATION REQUIREMENTS IN THE C. AT ALL CORNERS AND INTERSECTIONS Q DO _ GENERAL NOTES ASTM STANDARDS REFERENCE IN ACI 318 D. AT ANCHORAGE OF CONNECTIONS OR BEARING OF BEAMS S-14 SHOP PAINT ALL STEEL EXCEPT SURFACES TO BE EMBEDDED IN CONCRETE, 0 Z o U o FIELD WELDED, OR COVERED WITH SPRAY-ON FIRE PROOFING. APPLY PAINT W 0 Q G-1 REVIEW ALL PROJECT DOCUMENTS PRIOR TO FABRICATION AND START 0 Lu c RC-18 ALL SLABS ON GRADE SHALL REINFORCED WITH: IN ACCORDANCE WITH SSPC-PA1 SHOP FIELD AND MAINTENANCE PAINTING. OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO ARCHITECT OR M-1 1 REINFORCING BARS SHALL BE LAPPED 48 BAR DIAMETERS WHERE .. 00 J STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH WORK. SYNTHETIC FIBER. FIBER LENGTHS SHALL BE 1/2" TO 2" APPLY PAINT IN SUFFICIENT VOLUME OR COATS TO PROVIDE A MINIMUM DRY AMOUNTS SHALL BE 0.75 TO 1.5 POUNDS PER CUBIC YARD SPLICED AND SHALL BE WIRED TOGETHER. LAP VERTICAL O z O Q IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATION. REINFORCEMENT ABOVE GRADE BEAM AND ABOVE EACH FLOOR FILM THICKNESS OF AT LEAST 3 MILS BUT NOT MORE THAN 5 MILS. Z G-2 THE MASONRY WALLS ARE NOT DESIGNED TO WITHSTAND TEMPORARY UNLESS NOTED OTHERWISE. Z Zp LU Lu CONSTRUCTION LOADS. IT IS THE CONTRACTOR'S RESPONSIBILITY S-15 CLEAN ALL FIELD WELDS AND PRIME AND PAINT AFTER INSPECTION, � > AT ALL TIMES TO MAINTAIN WALL STABILITY DURING THE RC-19 LAP CONTINUOUS REINF. AS NOTED IN LAP SPLICE SCHEDULE OR Q Q M-12 PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH N CONSTRUCTION PHASE OF THIS PROJECT. MIN 40 BAR DIA. LAP CONT. BOTTOM STEEL OVER SUPPORT AND VERTICAL REINFORCING. o oN rn CONT. TOP STEEL AT MIDSPAN UNLESS OTHERWISE SPECIFIED. G-3 IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROTECT EXISTING M-13 PLACE ALL MASONRY IN RUNNING BOND WITH 3 8" MORTAR JOINTS. RC-20 TERMINATE ALL DISCONTINUOUS TOP BARS WITH STANDARD 90 / Z) I- o FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE DEGREE HOOK (PLACED VERTICALLY) UNLESS NOTED OTHERWISE. Q — ti DURING CONSTRUCTION. _ L, W M-14 PROVIDE HORIZONTAL WALL REINFORCEMENT 9 GA. LADDER TYPE Z ti G-4 NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE RC-21 PROVIDE THE FOLLOWING CONCRETE COVERAGES OVER REINFORCING: (DUR-O-WALL OR EQUAL) IN BED JOINTS AT 16" O.C. MEASURED L W REDUCED IN SIZE OR STRENGTH WITHOUT PRIOR APPROVAL IN FOOTINGS / GRADE BEAMS: BOTTOM AND UNFORMED EDGES VERTICALLY. r_ o j WRITING FROM THE STRUCTURAL ENGINEER. DIRECT CONTACT WITH SOIL 3" CLR. C� v J WITH VAPOR BARRIER 2" CLR. M-15 JOINT REINFORCEMENT SHALL BE LAPPED AT LEAST 6 AT SPLICES G-5 COORDINATE STRUCTURAL AND OTHER DRAWINGS THAT ARE PART OF AND SHALL CONTAIN AT LEAST ONE CROSS WIRE OF EACH PIECE THE CONTRACT DOCUMENTS FOR ANCHORED, EMBEDDED OR SUPPORTED BEAMS & COLUMNS: OF REINFORCEMENT IN THE LAPPED DISTANCE. LJ INTERIOR 1 ITEMS WHICH MAY AFFECT THE STRUCTURAL DRAWINGS (I.E. MECHANICAL, . W Q N ELECTRICAL, PLUMBING, DUCTWORK, ETC.) EXTERIOR 2" CLR. .CLR M-16 AT INTERSECTING WALLS FIFTY PERCENT OF THE MASONRY SHALL co m rn SLABS: INTERIOR 3/4" CLR. BE LAID IN OVERLAPPING MASONRY BONDING PATTERN J Q o G-6 ALL DETAILS AND SECTIONS ON THE DRAWINGS ARE INTENDED TO BE EXTERIOR 1 1/2" CLR. � � Es TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR Cr) Z SITUATION ELSEWHERE ON THE PROJECT EXCEPT WHERE A SEPARATE CONC. WALLS: AS NOTED BUT NO LESS THAN 1 1/2" CLR. M-17 REFER TO TYPICAL WALL SECTIONS FOR MAXIMUM CONSTRUCTION 2 — N DETAIL IS SHOWN. HEIGHT OF MASONRY WALLS. PROVIDE CLEAN-OUT HOLES AT BASE U ti ~ SLABS ON GRADE: SINGLE MAT TOP 1/2 TO 1/3 OF FILLED CELL WHEN THE CONCRETE POUR EXCEEDS 5 FEET IN j ti I J G-7 THE INTENTION OF THE PLANS AND SPECIFICATIONS IS TO PROVIDE OF THICKNESS HEIGHT. v H ALL NECESSARY DETAILS TO CONSTRUCT A COMPLETE STRUCTURE. WHEN SPECIFIC INFORMATION IS MISSING OR IS IN CONFLICT. THE RC-22 SLEEVE ALL PENETRATIONS THROUGH BEAMS AND SLABS M-18 GROUT FOR FILLED CELLS SHALL BE VIBRATED DURING CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE INDIVIDUALLY. CORE DRILLING WILL NOT BE PERMITTED. SUBMIT PLACEMENT USING A "PENCIL" TYPE VIBRATOR. ARCHITECT/ENGINEER. LOCATION AND SIZE OF SLEEVES THROUGH BEAMS TO ENGINEER FOR REVIEW PRIOR TO CASTING CONCRETE. M-19 VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP G-8 THE ENGINEER SHALL NOT BE RESPONSIBLE FOR LAYOUT, AND BOTTOM OF BAR AND AT 8'-0" OC MAXIMUM WITH A MINIMUM DIMENSIONAL ERRORS DISCREPANCIES RESULTING FROM THE RC-23 NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE CLEARANCE OF 1/2" FROM MASONRY. THE CLEAR DISTANCE BETWEEN REPRODUCTION AND USEE OF CONTRACT DRAWINGS FOR ERECTION AND SHOP DRAWINGS. USE OF CONTRACT DRAWINGS REPRODUCED IN INSTALLATION OF ANCHORS, EMBEDS OR OTHER ITEMS. BARS SHALL NOT BE LESS THAN ONE BAR DIAMETER OR 1". CENTER V) WHOLE OR ANY PART IN SHOP DRAWINGS SHALL NOT RELIEVE THE BARS IN WALLS UNLESS NOTED OTHERWISE. J Z CONTRACTOR NOR SUBCONTRACTORS FROM THEIR RESPONSIBILITY TO RC-24 USE THE STRUCTURAL DRAWINGS INCLUDING REVISIONS AND ADDENDA Q 0 ACCURATELY LAYOUT, COORDINATE, DETAIL, FABRICATE AND IN CONJUNCTION WITH REVIEWED SHOP DRAWINGS FOR PLACEMENT OF M-20 ALL REINFORCED CELLS ARE TO BE CLEAN AND FREE OF ANY FOREIGN — INSTALL A COMPLETE STRUCTURE. REINFORCING. MATERIAL OR DEBRIS. Q G-9 REVIEW ALL SHOP DRAWINGS FOR CONFORMANCE WITH THE CONTRACT RC-25 AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS & STRIP (-) DOCUMENTS AND FOR COMPLETENESS AND ANSWER ALL CONTRACTOR FOOTINGS, PROVIDE CORNER BARS OF SAME SIZE AND QUANTITY DRILL-IN BOLTS, SCREWS AND DOWELS U — RELATED QUESTIONS. STAMP AND INITIAL ALL SHEETS PRIOR TO UNLESS NOTED OTHERWISE AS HORIZONTAL STEEL. =) L.L_ DI-1 WEDGE BOLTS SHALL BE ITW RAMSET/REDHEAD BOLTS OR APPROVED SUBMITTING SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR RC-26 ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE PRIOR TO EQUIVALENT INSTALLED IN ACCORDANCE WITH MANUFACTURER'S LjJ REVIEW. NON-COMPLIANCE WITH THIS REQUIREMENT WILL RESULT IN CONCRETE PLACEMENT. RECOMMENDATIONS. DO NOT CUT EXISTING REINFORCING TO REJECTION OF SUBMITTAL. INSTALL. U) RC-27 THE GENERAL CONTRACTOR IS RESPONSIBLE FOR FOR PROVIDING THE (� CONSTRUCTION OF ALL FORMWORK IN ACCORDANCE WITH ACI 347. DI-2 MASONRY AND CONCRETE SCREWS SHALL BE MANUFACTURED BY REINFORCED CONCRETE RAMSET/REDHEAD "TAPCONS" OR APPROVED EQUAL INSTALLED IN RC-1 ALL CONCRETE DESIGN AND PLACEMENT SHALL BE IN STRICT RC-29 PLACE CONCRETE PER ACI USE INTERNAL MECHANICAL ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. ACCORDANCE WITH THE ACI "BUILDING CODE REQUIREMENTS FOR VIBRATION FOR ALL CONCRETTE.E. USE MAXIMUM FREE FALL DROP STRUCTURAL CONCRETE," ACI 318-99. OF CONCRETE TO 6'-0" FOR #57 AGGREGATE AND FOR #8 AGGREGATE. ALL PRECAUTIONS SHOULD BE TAKEN TOO AVOID DI-3 ANCHORING ADHESIVE SHALL BE A TWO-COMPONENT SOLID EPDXY-BASED AG A SEGREGATION OF CONCRETE DURING PLACEMENT. DISPENSED THROUGH A STATIC-MIXING NOZZLE SUPPLIED BY THE W RC-2 PROVIDE (4) TEST CYLINDERS FOR EACH 50 C.Y. OF CONCRETE MANUFACTURER. SYSTEM SUPPLIED IN MANUFACTURER'S STANDARD PLACED OR FRACTION THEREOF. SIDE-BY-SIDE CARTRIDGE AND EPDXY SHALL MEET THE MINIMUM o RC-30 FOOTING SIZES SHOWN ARE FOR FOOTINGS CONSTRUCTED WITH SIDE REQUIREMENTS OF ASTM C-881 SPECIFICATION FOR TYPE I, II, IV AND V, FORMS. IF SOIL MATERIAL CAN HOLD A VERTICAL SHAPE, IT CAN GRADE 3, CLASS B AND C AND MUST DEVELOP A MINIMUM 10,560 PSI cn W RC-3 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS BE USED AS AN EARTH FORM PROVIDED FOOTING WIDTH IS COMPRESSIVE YIELD STRENGTH AFTER 7-DAY CURE z Q AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE INCREASED 1" IN EACH HORIZONTAL DIRECTION. ALL SLOUGHED . 0 Q 0 STRENGTH AT 28 DAYS: MATERIAL SHALL BE REMOVED FROM EXCAVATION BEFORE AND DURING DI-4 GROUTED ANCHORS SHALL BE SIMPSON EPDXY-TIE ADHESIVE SYSTEM o W Q L` PLACEMENT OF CONCRETE. OR APPROVED EQUIVALENT INSTALLED IN ACCORDANCE WITH o Q'i SPREAD AND WALL FOOTINGS 3000 PSI Q COLUMNS AND WALLS 5000 PSI** RC-31 PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO MANUFACTURERS RECOMMENDATIONS. z BEAMS AND SLABS 5000 PSI** ACI 318, SECTION 6.3. DI-5 DRILL-IN REBAR DOWELS AND THREADED ROD ANCHORS (A307) SHALL z = o 0 PILECAPS 5000 PSI BE SET USING A TWO-PART EPDXY AS DESCRIBED ABOVE. Q z ALL OTHER CONCRETE 5000 PSI RC-32 CONSTRUCTION JOINTS NOT SHOWN ON THE DRAWINGS MUST BE a o w AND LOCATED TO LEAST IMPAIR THE STRENGTH OF THE STRUCTURE. ZO ►-� LO U ** SEE NOTE RC-4 a) NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN Q LO J b LOCATION OF ANY CONSTRUCTION JOINT NOT SHOWN IS SUBJECT RC-4 ALL STRCUTURAL CONCRETE EXPOSED TO DIRECT MARINE AIR TO REVIEW AND ACCEPTANCE BY ENGINEER. w ENVIRONMENT SHALL HAVE EITHER ONE OF THE FOLLOWING x c~n Q � a. 4.5 GAL/CY OF GRACE CONSTRUCTION PRODUCTS DCI-S CORROSION INHIBITOR ADMIXTURE. USE SUPERPLASTICIZER TO FOUNDATIONS & SITE PREPARATION MAINTAIN WATER/CEMENT RATIO EXISTING FOUNDATION. PILE CAPACITY 80 KIPS b. SIKA FERROGUARD 903 APPLIED 100 TO 150 SF/GAL TO EXPOSED CONCRETE SURFACES ENGINEER CERTIFICATION RC-5 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS ❑ FL RE W. . 4704E FL REG. N0. 47048 ❑ JODAH B. Br LE RC-6 USE REGULAR WEIGHT CONCRETE. IDS FL. REG. N0. 57396 )] VALLIAM P. STODDARD :3>!`°.,.80''�+e FL. REG. N0. 57605 RC-7 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 AND HAVE THE _ = DFL REGeaO. FOLLOWING SLUMPS & AGGREGATE REQUIREMENTS: , ;'W LOCATION SLUMP MAX. AGGREGATE FOOTINGS 4"f 1" ASTM 57 11/8/2021 COLUMNS 5"f1" ASTM #57 Sl .0 BEAMS AND SLABS 5"f 1" ASTM #57 PILECAPS 4"f 1" ASTM #57 PROJECT NO. 14-058 DocuSign Envelope ID:4855FFCF-68EB-4FF3-A041-7D8267145250 N O L \ O Ld J H Z � Q w 41 m w ui BEAM & COLUMN w U c N >T STEEL COLUMN SEE 0 0 REV 1 PLAN AND SCHEDULE co 0 N (J (n o Q D- U N uj Q 1Y2" 9" 1y2 BASE PLATE AND ANCHOR 3/16" FOR 1/4" WALL THICKNESS 3 3 J 8 STEEL COLUMN SCHEDULE BOLTS SEE SCHEDULE 1/4 FOR 5/16 WALL THICKNESS AND GREATER Q Q W Q � �1Y2" o 0 o cz, cn o — FIRST FLOOR w LLWo Eat rc� 'O w COLUMN MARK SCZ SC3 2 4 2 ----- 12" NON-SHRINK GROUT I wNwasw�o0N 3o1�s" w 8(4) wQTY: 1 QTY: 2 HOLES ROOF STEEL COLUMN, ZOc' j SEE SCHEDULE LEVELING NUT riW ; Zwawa�� w�a � 1/2 THICK STEEL EMBED PLATE a � — EXISTING CONCRETE BEAM DRILL AND EPDXY 6„ �1Y2" ANCHOR BOLTS 3/4" THICK 6, (MIN 8 EMBED) 2" 4" _ SECOND FLOOR STEEL PLATE 12„ r , INSIDE FACE OF V TIE BEAM STUDS S4 WELDED TOT �, N 0 cP� TYPICAL STEEL COLUMN J C� u N CAP PLATE AND BEAM DETAIL J Q 1/2 THICK STEEL U, N Q ai EMBED PLATE � C Q E •s TYPE "D 1 FIRST FLOOR _ Z -i c° LL in (2)1/2"OX6" HEADED mc STUDS WELDED TO It HSS, W12 STEEL BEAM 2c;: DO 2 CONNECTIONS TO COLUMN O Z o V o SEE SCHEDULE Q W o w c N „b„ m J TOP OF CONCRETE OR CMU O z z O < 19 �� GROUND FLOOR _ 1 �8" 1�8" Z z W W TYPE A BOTTOM OF BASE It ELEVATION 25.17' NAVD 25.17' NAVD aZ PLATE WASHER WITH HEAVY HEX NUT CO > TYPICAL BELOW JOIST * 06 � t�! ONco BEARING AT CMU WALL BASE PLATE SIZE (axbxt) 12 x6.5 x3/4 12 x6.5 x3/4" A * - COORDINATE LENGTH OF LU 0 3/16" FOR 1/4" WALL THICKNESS THREAD REQUIRED WITH PLATE 6„ ANCHOR BOLTS (4)3/4" BOLTS (4)3/4"x1 '-0" = a 1/4" FOR 5/16" WALL THICKNESS _ AND/OR GROUT THICKNESS. J wo U -1 Z CV Qc 2» 4> CAP PLATE HSS BEAM HSS BEAM w HOLE DIA= "L"- SEE SCHEDULE zo r- w BOLT DIA + Ys" — Za > INSIDE FACE OF TIE BEAM W REMARKS - - MM m IL Z 00 W w N ? TYPICAL FOR HSS W " > N CV EMBEDHICK PLATETEEL TYPICAL ANCHOR BOLT DETAIL J Z6 TYPICAL BASE PLATE DETAIL ati NOTES: Cr) N t if2 Z _I 1. SEE SECTION OR SCHEDULE FOR ANCHOR BOLT DIAMETER (3)1/2 OX8 HEADED AND EMBEDMENT LENGTH "L" U STUDS WELDED TO h' Lu 2. GRADE 5 FINE THREAD, THREADED ROD v N TYPE "B " TYPICAL BELOW DOUBLE JOIST DOUBLE CLIP ANGLE BEARING AT CMU WALL CONNECTION PER AISC DOUBLE CLIP ANGLE CONNECTION PER (n MANUAL FRAMED CONNECTION AISC MANUAL FRAMED CONNECTION W 10" I SEE PLAN SPLICE CONNECTION J STEEL BEAM AT ROOF ONLY 0 2" 6" 2" i DOUBLE CLIP ANGLE SEE PLAN Ld 10" STEEL BEAM CONNECTION PER AISC 3/8 STIFFENER = I SEE PLAN MANUAL FRAMED CONNECTION CONCRETE h' EACH SIDE 2" 6" 2" TIE BEAM U 1/2" THICK STEEL CONCRETE 4 3 4 b N EMBED PLATE TIE BEAM 1 ( ) / 'j. .� 1 -1/2" BOLTS f 71. 1/2" THICK STEEL . EMBED PLATE : I- . (4)3/4"OX5" HEADED EMBED PLATE, SEE ..r :. TYPICAL DETAILS STUDS WELDED TO 00 EMBED PLATE, SEE 3°° 3/4" STEEL CAP PLATE w N (2)3/4"OX5" HEADED TYPICAL DETAILS COPE BEAM END STUDS WELDED TO h' I CMU WALL PROVIDE HORIZ I SLOTTED HOLES F R 3/16" FOR 1/4" WALL THICKNESS W o 99 �� N PROVIDE HORIZ THERMAL MOVEME T 1/4" FOR 5/16" WALL THICKNESS AND GREATER Q TYPE C I SLOTTED HOLES FOR _ THERMAL MOVEMENT STEEL COLUMN I STEEL COLUMN - U� Q of TYPICAL AT W6 AND W8 „ „ CMU WALL CONTINUOUS TO I CONTINUOUS TO WIDTH OF CAP PLATE o W Q C I BOTTOM OF ROOF BOTTOM OF ROOF SHALL BE BEAM WIDTH OR Q STEEL BEAM CONNECTIONS TYPE I COLUMN WIDTH + 1/2" o E­, _ (WHICHEVER IS GREATER) Q = z o W U TYPICAL STEEL EMBED PLATES TYPICAL BEAM CONNECTION DETAIL TYPICAL CAP PLATE DETAIL z a LO 0 ►-a o c� LO NOTES: Q J rr 1 . ALL EXPOSED EMBED PLATES SHALL BE HOT DIPPED GALVANIZED. J ~ 2. THE CONTRACTOR SHALL COORDINATE AND INSTALL THE Q APPROPRIATE EMBED PLATE AT EACH JOIST AND BEAM CONNECTION TO MASONRY OR CONCRETE. ENGINEER CERTIFICATION ❑ JOSEPH W. SCHULKE FL REG. NO. 47048 IDS ❑ JODAH B. BITTLE FL. REG. NO. 57396 x❑ WILLIAM P. STODDARD = FL REG. NO. 57605 DDoocu�Sigynyedby: 11/8/2021 — S1 .3 PROJECT N0. 14-058 DocuSign Envelope ID:4855FFCF-68EB-4FF3-A041-7D8267145250 ti N O u) N O C7 Z_ Z 2 w o O 0' O O w w U N OO O � wI Z O +44.9 a o N -48.9 I � \ co N U 'i sll N +45.0 �_ a § N c� W-49.0 W 3 � x REVI ui ui xm30W �waw8CLQ800w wO 0. +45.0 R.F-p"o.zw;� wx � -49.0 Fa33�wwaovwwa 3w�a'wco rc REVI ow wrc Ni +47.1 +44.9 -51.1 -48.9 REVI Z U � J J Q- CO W^L'' Q 15.00' NA VD W 0 O z LL Q o00 O Z o V o Q Wows � 0 m J REVI EX/STING GROUND FLOOR p Q 15.08' NA VD �� � Z z � W /^ O + I v J Q- Q AX N W Z oC � W � ? W Q ~ ti `J U' LL. 1 O Z Q > +44.4 (o o W C� m IL -48.4 L- wLLI W � " >_ N 14.83' NA VD � (0 V Z (71 Qo Z CV Li rn � J EXISTING V ELEVATOR RECESS 15.00' NA VD 14.25' NA VD Z J + I *EXISTING GARAGE FLOOR 12.83' NA VD REVI 0 0 J ILL_ v V. 0 + I z DENOTES COMPONENT AND CLADDING DESIGN D WIND PRESSURES (TYP) 0 �o C) +47.1 +46.1 + 0 -51.1 -50.0 W U WALL LEGEND F- W o 15.29' NA VD LO Q + I FRANGIBLE FULL MASONRY INFILL WALL REINFORCED O Q O W/ 9GA HORIZONTAL REINF @ 16" OC AND #5 F- W Q LL VERTICAL REINF IN FULLY GROUTED CELLS AT THE o FOLLOWING LOCATIONS Q 1. ALL CORNERS AND INTERSECTIONS z 2. ADJACENT TO ALL OPENINGS zz 0 3. MAX 32" O.C. Q W z O 4. AT INTERSECTION WITH EXISTING MASONRY WALL cn a O w 5. AS SHOWN ON PLAN z LO - �LO - - LOD + J I FRANGIBLE PORTION OF MASONRY INFILL WALL UP TO of BOTTOM OF WINDOW REINFORCED W/ 9GA HORIZONTAL ui U~i REINF @ 16" OC AND #5 VERTICAL REINF IN FULLY Q GROUTED CELLS AT THE FOLLOWING LOCATIONS 1. ALL CORNERS AND INTERSECTIONS j 2. ADJACENT TO ALL OPENINGS 3. MAX 32" O.C. 4. AT INTERSECTION WITH EXISTING MASONRY WALL 5. AS SHOWN ON PLAN ENGINEER CERTIFICATION FULL 8" THICK CONCRETE INFILL WALL REINFORCED ❑ JOSEPH W. SCHULKE W/ #5 @ 12" OC VERTICAL AND HORIZONTAL FL REG. NO. 417046 ❑ JODAH B. Br LE PORTION OF 8" THICK CONCRETE INFILL WALL REINFORCED FL REG. NO. 57396 W/ #5 @ 12" OC VERTICAL AND HORIZONTAL IDS Xd WILLIAM P. STODDARD FL REG. NO. 57605 DocuSigned by: s s EXISTING MASONRY WALL TO REMAIN, FIELD VERIFY ; LOCATION OF EXISTING REINFORCED FILLED CELLS. IF ....." ,- UhlL:�n. S�,a�dw►SS DATE: MISSING, PROVIDE FULLY GROUTED CELLS REINFORCED W/" #5 VERTICAL IN ACCORDANCE WITH TYPICAL DETAIL AQ SHEET THE FOLLOWING LOCATIONS: S2.0 1. ADJACENT TO ALL OPENINGS 11/8/2021 2. AS SHOWN ON PLAN PROJECT N0. 14-058 DocuSign Envelope ID:4855FFCF-68EB-4FF3-A041-7D8267145250 CN CN \ O z Ld 2 0 O Ld v �J CIE, (J U HSS 2 2x2 x s )WIN01J BLOCKING �' +39.792' TYPE R6 TOF CHORD EXTENSION 6" TO 7" THICK �c CONCRETE SLAB uj HSS 2Y2x2Y2x3/1s" 5M12 8F16-X CB1 EMBED CB6 12X25 '• �r EL � o 39.521' N N ro Gi ci ui n N 21'-5" LO m 5M12 c� 0 3 a d \ Q 3 \ N G0 Z Z Z Y 4i HSS 2&2XxC/16" O O o �BLOKING y O 3 PACES @ 3'-11.5" rn s '0 W B +39.877' N S3. 1 WZ- i=�W�U�m�KW WW, H(L �yW 5T92' 15.03 EMBED 24K4 STEEL JOISTS N C64 (BELOW) } C77 TO io �oo o�mff TYPE R3 TOP CHORD EXTENSION ���aOffigg' a��3 L-L 88 o Wo5 cv 3 Sp C CB2 8F8-X 34.96' o W€ w rt: =S� � � U MD2 FS ® 4 TOW &a33��gIr 35.29' NAVD I o 18k3 S OPEN T FL O TO MD1 ® Mp/ �0/STS �Q BELOW ~ z*fs U z X S3. 1 25.17' o N oi0 NAVD 18 3 STEEL JOIST 1'-10" J � CX4p cM O TOP DECK J121- cn LOFT 35.83' NAVD T .. Q Q a)7 SPACES @ 4'- 2' 5" 8" Q E .s N 40.292' 8" A' O c HSS 2Y2X2Y2x3�6" _ , ' r J c BLOCKING L.L co N N TOP DECK < O � S3. 1 35.48' � 00 _ PREFERRED ALT RNATE-BLOCK VALL (n (n TOP DECK o U o W/ #5 VERT 2" OC Z o SA I O 3550 NAVD Lv o Q � 8x16" MIN DEEPRAKE BEAM N o w - TOW TOP EMB D N N TOW o . In J 35.92' J5.0j, 41„ I �1 8F8-X 35.02' NAVD HSS 2Xx2&N116" O z O Q 'QS G W -�3�3 LLI Lip BLOCKING Z SOW TOP EMBED �72XTOS �6 TpS S� 1,_6„ } C63 O w W 36.87 36.92' 39.467 ��06, ^ ON K3 STEEL JOISt i X V J N >p C4 20 " 06 z 0 c\ TOW TOP EMBED 'QS TOW N _ 36.68' 36.79' T S TOS , NAVD 35.83' �� N I W D ~ O 0 35.625 NAVD 35 g3 OK10 STEEL JOIST N 36..17' NAVD . m = I J� rD O \ 2 r _ti ao p m r 3�S W 0 p ti w ~ Lu > X 5-2 Q EMBED NA EL Jp1 TOp 5.625 2OK3 S TOW/EMBE •: Z m 35.02 a< Lu ILIw w 0-168 CB8 TOW/EMBED Q v > W � N HSS 4x4x0.120" Of c\1 TOP HSS 34.96' REVI o EDGE BEAM 42.79 o Z TOP EMBEDcn J Q O 35.625I Q ~ Z � ELEVATOR o WALL LEGEND N = � OPENING �,, OW / ti � a 1/r Of 5.83' °r 8"x16" MIN CONCRETE TIE BEAM REINF W/ �•J w w STAIR i1 N�' o OPEEN © (2) #5 TOP AND BOTT AND #3 STIRRUPS ® 18" OC V Q Q OPENING w~O rn N Z'fS BELOW IL N Ld r w r p w CONCRETE BEAM AS MARKED CBx PER S1.2 26K7 STEEL JOISTS 18K3 JOISTS D D r w A m TOW w E - © E ,P CONCRETE BEAM SCHEDULE S3. 1 35.83' x r F- c_ a 34'-8" TOP EMBED uj m 4k FULL 8" THICK CONCRETE WALL REINFORCED W/ o MD2 _ 35.625' w_ o #5 © 16" OC VERTICAL AND 12" OC HORIZONTAL I O J ~ z _ _ _ w Q l� ® R10 W12x30 TOS R10 w CONCRETE COLUMN REINFORCED W/ #5 VERTICAL 30.33 C) m AND #3 STIRRUPS PER S1.2 COLUMN AND BEAM 0 Q co TOP HSS r�o 0 o CONNECTION TO TIE BEAM O J M 42.79 I LANDING a J x TOP EMBED TOP EMBED 30.67' Cx HSS 4x4X3/ts" BLOCKING x 40.8 1' 42.58' aoLO Q � Z Z = TOP BEAM TOP BEA 8F8-X CB5 ■ 8F8-X . N O 40.81' 40.92' 3 co U Q HSS 2Y2x Y2x/,s" W [If■ � ■ x (/) LL_ 1%2" POCKET 3'-2" 3'-2" 2'-10,$ ■ -Dm`� 00 TOP EMBED TOP BEA H ■ ■ ■ ■ ■ Ls, S3.2 2 40.68' 40.79' HSS 4x4xY4" � °p ROOF AND FLOOR FRAMING NOTES W TOS raj (MATCH TOP 1. MD1 - DENOTES 1 1/2" DEEP, 22 GAUGE(MIN), TYPE "C" GALVANIZED G60(MIN) METAL DECK. OF HSS BEAMS) SEE DECK ATTACHMENT SCHEDULE ON SHEET S1.1 PROVIDE 4" (t=2-1/2") STD WEIGHT W Q 5000psi CONCRETE REINFORCED WITH 6"x6"-W2.9/W2.9 WELDED WIRE FABRIC Q 0 ALL JOIST DIMENSIONS ARE TO cn k 3 CENTER OF TOP CHORD. MD2 - DENOTES 1 1/2" DEEP, 18 GAUGE(22MIN), TYPE "B" GALVANIZED G60(MIN) METAL DECK zO Q OJ TOW P EMBED BHSS LOCKING ELEVATIONS ELEVATIONS XX.XXX' NAVD SEE DECK ATTACHMENT SCHEDULE ON SHEET S1.1 oCIO W Q 36.68' 6.79' HSS 2Y2x2Y2x3/1s" 2. CB-# DENOTES CONCRETE BEAM TYPE. SEE SCHEDULE ON SHEET S1.2 Q �+ 3. STAGGER OR SKEW STEEL JOISTS AS REQUIRED FOR MINIMUM BEARING. E = o 4. STEEL ROOF JOISTS SHALL BE DESIGNED FOR A NET WIND UPLIFT PRESSURE OF 55 PSF Q W Z U TOW TOP E MBED FOR ENCLOSED SPACE, 72 PSF FOR OVERHANG AND ANY CONCENTRATED LOADINGS z 0 w TOW TOW SHOWN ON PLAN. PROVIDE ADDITIONAL BRIDGING AS REQUIRED BY JOIST FABRICATOR DUE 36.81' 6,92 0.81' 40.9 o a o U TO WIND UPLIFT FORCES. Q J _ _IIIILli Fltl -ff P 5. * - DENOTES LOCATION OF BOTTOM CHORD JOIST EXTENSION TO BRACE BOTTOM FLANGE � 8F8 X OF BEAM. SEE TYPICAL DETAIL D/S3.5 V) HSS 2Y2X2Y2x3/16" HSS 2Y2X2Y2X3�'16" J TYPE R7 TOP CHORD EXTENSION 6. SJ - DENOTES SPECIAL BOTTOM CHORD JOIST EXTENSION AT COLUMN SUPPORT. °o SEE TYPICAL DETAIL K/S3.5 7. SEE DETAIL E/S3.5 FOR TYPICAL FLOOR OPENING FRAMING. O SEE DETAIL F/S3.5 FOR TYPICAL ROOF OPENING FRAMING. 8. JOIST BRIDGING SHALL BE CONTINUOUS, STRAIGHT AND AS EVENLY SPACED AS POSSIBLE. ENGINEER CERTOCATION THE CONTRACTOR SHALL COORDINATE ACCEPTABLE CONSTRUCTION TOLERANCES WITH ❑ JOSEPH W. SCHULKE ARCHITECT AND ENGINEER PRIOR TO FABRICATION. FL REG. No. 47048 ❑ JODAH B. BME 9. PROVIDE CONTINUOUS HORIZONTAL TOP AND BOTTOM CHORD JOIST BRIDGING PER SJI FL REG. NO. 57396 REQUIREMENTS. FIELD WELD BRIDGING TO TOP AND BOTTOM CHORD OF STEEL JOISTS. X] WILLIAM P. STODDARD VERIFY BRIDGING LOCATIONS DO NOT CONFLICT WITH MECHANICAL DUCTS AND ELECTRICAL FL REG. NO. 57605 FIXTURES. BRIDGING SIZES, LOCATIONS, AND CONNECTION DETAILS SHALL BE REVI S DocuSigned by: THE ARCHITECT AND ENGINEER PRIOR TO FABRICATION. YA.//.,.. 10. RXX DENOTES +/- REACTION LOAD AT END OF STEEL BEAMe; SHEET 11. JOIST SIZES SUBJECT TO CHANGE. DESIGN FOR JOIST WEB ACCESS NOT VERTICAL TO BE• S 2 3 ANALYZED BY OPEN WEB BAR JOIST MANUFACTURER. MANUFACTURER TO SPECIFY ADDITIONAL BRACING FOR BOTTOM CHORDS OF OPEN WEB BAR JOISTS. 11/8/2021 PROJECT NO. 14-058 DocuSign Envelope ID:4855FFCF-68EB-4FF3-A041-7D8267145250 CN CN \ O z 2 (w.� TYPE R6 TOP CHORD EXTENSION ~ D; 3 HSS 4x4x0.120" cy HSS 4x4x34r," BLOCKING EDGE BEAM TYPE R11 TOP TOS CHORD EXTENSION 57.340' Y HSS x4xNl " ® MAX 4'-0" OC �h TO W12x30 50.195 CB5 (BEL W) SS 4x4xO.120" EDGE BEAM z o R10 - - - - - - R10 � ' a o I c'j � � U N II N / \ o \ MD2 \ 3 a 3 \ N TOS - K y W 57279' W .og V3 gw C TOW WIi Rzu.w w co oyW w� Fco � iW a a DcN � o mo �N ? Oa x fRw0a 'o y�a33�� C)O Sc� © 241<5 JOIST 24 4 STEEL JOIST x C� a HSS 4x4x3/6" / 1 N :2BLOCKING �J C)N TOS c�v MD2 J Qr N 57.279' U) M HSS 4x4x0.120" C, CO � EDGE BEAM J vi J Q a) Q 0 a) � Q .� = 0 °' z 7 SPACES 4'- L O Go HSS 2Y2x2Y2xA9 ON TYPE < � 00 2 TOS A TOP OF TIE BEAM = CHORD 1EXTOENSION c W S Q 57279' TOW TOW Q . o W ' - 45.460' 45.238 C� .. m J 0 Z�- z0 < \ TOW ZzW \ \ CB W 36.58 v J g 0 > v' N T- \ MD2 4'-6" 2 SPACES 9 3'-11" 3'-10" 2'-0' w NO 0') 7 \ \ ~10K1 12K1 STEE JOISTS H W a \ \ STEEL JOISTS W Q F-- C:) \ \ MD2 \ \ J ZD 0 \ � ~ Q z �\ HSS 2Y2x2)W9 BLOCKING J Q Zq BETWEEN HSS LL- TYPE R4 TOP TO S 24�.488' 42.2405 4�.017 TOS REVI W F51.162' 47.51 36.810' wCHORD EXTENSION CB UW R 10 _ W8x18or24 w Q >51. W12x26 R10 R6 R R10 Wl x30 R10 TOW TOW TOW X TOW TOW V Z a45.71' 45.488' TOW WALL LEGEND J o 5 .385' 51.162' 47.296' N 42.017' NAt/D Q ti N C � 8"x16" MIN CONCRETE TIE BEAM REINF W/ N I 1OK1 I (2) #5 TOP AND BOTT AND #3 STIRRUPS ® 18" OC = z CV 1'-10" 3'-10" = STEEL JOISTS 20K3 STEEL JOISTS o ti o r CONCRETE BEAM AS MARKED CBx PER S1.2 J S 3 MD 8° I CONCRETE BEAM SCHEDULE U) V H S3.3 3 , ® FULL 8" THICK CONCRETE WALL REINFORCED W/ SS 2Y2x2Yzx/� HSS 2Y2x2Y2x-6" BLOCKING #5 ® 16" OC VERTICAL AND 12" OC HORIZONTAL �j D2 FBLOCKING 04 CONCRETE COLUMN REINFORCED W/ #5 VERTICAL S3.3 F 04 TOW AND #3 STIRRUPS PER S1.2 COLUMN AND BEAM Z x 14K1 STEEL JOISTS 10 1 I 3.3 can �J6.56CONNECTION TO TIE BEAM Q cy ( /M) = J HSS 2Y2x2Y2xN6" Z BLOCKING TOW TO VI, MD2 51.162' 45. 21' - a SFS-X � HSS 2Y2x2Y2x3�6" _0"_ MD2 BLOCKING COMPOSITE BEAM S 2Y2x2Y2x316 L.L_ SEE SECTION C 0 TOW 50.472' 46 217' TOW � 42.017' HSS 4x4xN6" EDGE BEAM TOS (MATCH TOP HSS 2Y2x2Y2x3/�s" / / ROOF AND FLOOR FRAMING NOTES W U ^� OF BAR 101ST) \ / 1. MD1 - DENOTES 1 1/2" DEEP, 22 GAUGE(MIN), TYPE "C" GALVANIZED G60(MIN) METAL DECK. O Z SEE DECK ATTACHMENT SCHEDULE ON SHEET S1.1 PROVIDE 4" (t=2-1/2") STD WEIGHT I- W Q \ / 5000psi CONCRETE REINFORCED WITH 6x6"-W2.9/W2.9 WELDED WIRE FABRIC N Q MD2 - DENOTES 1 1/2" DEEP, 18 GAUGE(22MIN), TYPE "B" GALVANIZED G60(MIN) METAL DECK O i--I O ALL JOIST DIMENSIONS ARE TO SEE DECK ATTACHMENT SCHEDULE ON SHEET S1.1 o w Q � CENTER OF TOP CHORD. L L 2. CB-# DENOTES CONCRETE BEAM TYPE. SEE SCHEDULE ON SHEET S1.2 Q �+ ELEVATIONS XX.XXX' NAVD TOW 38.484' 3. STAGGER OR SKEW STEEL JOISTS AS REQUIRED FOR MINIMUM BEARING. 40.376' Q Z O TYPE R3 TOP 4. STEEL ROOF JOISTS SHALL BE DESIGNED FOR A NET WIND UPLIFT PRESSURE OF 55 PSF W �) CHORD EXTENSION FOR ENCLOSED SPACE, 72 PSF FOR OVERHANG AND ANY CONCENTRATED LOADINGS Q, O w Mj SHOWN ON PLAN. PROVIDE ADDITIONAL BRIDGING AS REQUIRED BY JOIST FABRICATOR DUE O a o U TO WIND UPLIFT FORCES. Q � J 5. * - DENOTES LOCATION OF BOTTOM CHORD JOIST EXTENSION TO BRACE BOTTOM FLANGEQ:i OF BEAM. SEE TYPICAL DETAIL D/S3.5 J V) 6. SJ - DENOTES SPECIAL BOTTOM CHORD JOIST EXTENSION AT COLUMN SUPPORT. SEE TYPICAL DETAIL K/S3.5 7. SEE DETAIL E/S3.5 FOR TYPICAL FLOOR OPENING FRAMING. SEE DETAIL F/S3.5 FOR TYPICAL ROOF OPENING FRAMING. 8. JOIST BRIDGING SHALL BE CONTINUOUS, STRAIGHT AND AS EVENLY SPACED AS POSSIBLE. ENGINEER CERTIFlCATION THE CONTRACTOR SHALL COORDINATE ACCEPTABLE CONSTRUCTION TOLERANCES WITH ❑ JOSEPH W. SCHULxE ARCHITECT AND ENGINEER PRIOR TO FABRICATION. FL REG. NO. 47048 ❑ JODAH B. BME 9. PROVIDE CONTINUOUS HORIZONTAL TOP AND BOTTOM CHORD JOIST BRIDGING PER SJI FL REG. NO. 57396 REQUIREMENTS. FIELD WELD BRIDGING TO TOP AND BOTTOM CHORD OF STEEL JOISTS. WILI" P. STODDARD VERIFY BRIDGING LOCATIONS DO NOT CONFLICT WITH MECHANICAL DUCTS AND ELECTRIC FL REG. NO. 57605 FIXTURES. BRIDGING SIZES, LOCATIONS, AND CONNECTION DETAILS SHALL BE REV ED DocuSigned by: THE ARCHITECT AND ENGINEER PRIOR TO FABRICATION. 10. RXX DENOTES +/- REACTION LOAD AT END OF STEEL BEAM sa„o,;o,o p 0F7A57SC &5A- 1 1. JOIST SIZES SUBJECT TO CHANGE. DESIGN FOR JOIST WEB ACCESS NOT VERTICAL TO BE S2.5 ANALYZED BY OPEN WEB BAR JOIST MANUFACTURER. MANUFACTURER TO SPECIFY ADDITIONAL BRACING FOR BOTTOM CHORDS OF OPEN WEB BAR JOISTS. 11/8/2021 �11 ROJECT NO. 4-04