Loading...
HomeMy WebLinkAboutS S2_01 Notes & Details - Maverick - Rev 2 N n ON a m y - a 0-) N N STRUCTURAL NOTES =a- o � o 0 m o N m 0 o p o 0 L� U � J 2o ' o CONTRACTOR NOTE: STEEL CONCRETE COVER SCHEDULE WIND LOAD SCHEDULE (ASD) BEAM SCHEDULE oa �_ Ye � m THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING AND SUPERVISING ALL SAFETY 1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE 9Tx Ed. N .E a 2 PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. WIEDER ENGINEERING, INC. IS NOT OF THE AISC CODE. STRUCTURAL STEEL SHALL CONFORM TO: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" ROOF WIND LOADS WALL WIND LOADS SIZE WxH REINFORCING STIRRUPS m C RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION OR FOR RELATED SAFETY A. ASTM A992 GRADE 50 FOR ALL WIDE FLANGE BEAMS MARK REMARKS a w CONCRETE EXPOSED TO EARTH OR WEATHER: COMPONENTS (SEE NOTE 1) (inches) BOTT TOP INT TIES SPACING o m PRECAUTIONS AND PROGRAMS. B. ASTM A36 FOR MISCELLANEOUS STEEL SHAPES (ANGLES, PLATES, CHANNELS, ETC.) #6 OR LARGER 2" & ROOF AREA z C. SQUARE OR RECTANGULAR HSS SHALL CONFORM TO ASTM A500 GRADE B (FY=46 KSI). #5 OR SMALLER 1 1/2" CLADDING WALL AREA BB-1 8 x 16 1 #5 1 #5 - _ _ MASONRY BOND =3 m o � o = CODES AND STANDARDS D. ROUND HSS SHALL CONFORM TO ASTM A500, GRADE B (FY=42 KSI). ROUND HSS WITH A BEAM T a� � Q z CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: 1 2 3 4 5 _ g WALL THICKNESS GREATER THAN 5/8, SHALL CONFORM TO ASTM A53, GRADE B (FY=35 KSI) SLABS, WALLS, JOISTS (#11 AND SMALLER) 3/4" _ MASONRY BOND = N � z 1. WIND LOADS ARE PER ASCE 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER E. ALL STEEL SHALL BE HOT DIP GAVANIZED PRESSURE (PSF) +16.1 +16.1 +16.1 +36.2 +36.2 BB-2 8 x 8 - - 1 #5 - BEAM o p w BEAMS, COLUMNS (PRIMARY REINF., TIES, STIRRUPS, SPIRALS) 1 1/2" STRUCTURES FOR A 160 MPH WIND SPEED (124 MPH NOMINAL WIND SPEED) EXPOSURE C F. ALL MILL CAMBER TO BE ORIENTED UPWARD DURING FABRICATION AND ERECTION m T_ O ENCLOSED BUILDING (+/-0.18 INTERNAL PRESSURE COEFFICIENT)AND RISK CATEGORY II G. STEEL BEAMS INSTALLED IN PARALLEL WITH STEEL BAR JOISTS MUST HAVE CAMBER CONCRETE FOR COASTAL CONSTRUCTION EXTERIOR CONDITIONS SUCTION (PSF) -39.5 -66.3 -99.8 -39.2 -48.2 PRECAST LINTEL t w WALL & SLABS 2" L-1 8F18 1 #5 1 #5 - - - BY CASTCRETE a m M v o EQUAL TO BAR JOISTS. OTHER MEMBERS 2 1/2" 1. EXTERIOR GLAZED OPENINGS IN BUILDINGS SHALL COMPLY WITH 7th EDITION FBC 2020 BY EITHER (SEE SECT. 1/S3.01) 2. THE PROJECT WAS DESIGNED IN ACCORDANCE WITH THE: BEING DESIGNED FOR IMPACT RESISTANCE OR BEING PROTECTED BY IMPACT PROTECTIVE SYSTEMS. 2 z O A. FLORIDA BUILDING CODE 7TH EDITION (2020) 2. ALL WELDING SHALL BE PERFORMED BY WELDERS QUALIFIED, AS DESCRIBED IN "AMERICAN 2. CORNER DISTANCE, A - ACT FEET ASSUMED TRIBUTARY AREA = 10 C MRH I 33 FEET TB-1 8 x 16 2 #6 2 #6 2 #6 #3 @ 8" O.C. CONC. 0 B. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318) WELDING SOCIETY'S STANDARD QUALIFICATION PROCEDURE" (AWS D1.1), TO PERFORM THE TYPE *ADD (2) #5 SIDE C. SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301) OF WORK REQUIRED. A A TB-2 8x12/26 5/8 2 #5 2 #5 * #3 @ 24" O.C. BARS WHEN BEAM D. MANUAL OF STD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES (ACI 315) �`� �`� U E. SPECIFICATION FOR THE DESIGN, FABRICATION & ERECTION OF STRUCTURAL STEEL FOR 3. ALL BOLTED CONNECTIONS SHALL USE 3/4" DIAMETER,A325 HIGH STRENGTH BOLTS UNO MASONRY WALL SCHEDULE I I EXCEEDS 16" TALL BUILDINGS. AMERICAN INSTITUTE OF STEEL CONSTRUCTION - (AISC)ASD/9TH EDITION F. BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 4. ALL CONNECTIONS SHALL BE FULL DEPTH DOUBLE CLIP ANGLE CONNECTIONS UNO (BOLTS TO BE 530, 530.1/ASCE 5, 6/TMS 402, 602) AT 3-INCH O/C VERTICAL UNO) MARK THICKNESS REINFORCING 3. THE STRUCTURAL DRAWINGS ARE PART OF THE CONTRACT DOCUMENTS AND DO NOT BY 5. ALL CONNECTIONS TO HOLLOW STRUCTURAL(HSS) COLUMNS ARE TO BE THRU-PLATE UNO 3 FOOTING SCHEDULE z THEMSELVES PROVIDE ALL THE INFORMATION REQUIRED TO PROPERLY COMPLETE THE PROJECT MW-1 8" CMU #5 @ 48" O.C. A A 0 STRUCTURE. THE GENERAL CONTRACTOR SHALL CONSULT THE SIGNED AND SEALED 6. ALL ALUMINUM AND STEEL MEMBERS TO BE TREATED OR PROPERLY SEPARATED TO PREVENT O#6 @ 24" O.C. C)SIZE PRE-ENGINEERED METAL BUILDING SHOP DRAWINGS AS WELL AS THE ARCHITECTURAL, GALVANIC AND CORROSIVE EFFECTS. MW-2 8" CMU MECHANICAL AND ELECTRICAL DRAWINGS AND COORDINATE THE INFORMATION CONTAINED IN (ALL CELLS GROUTED SOLID) 2 MARK (W x L x D) REINFORCING REMARKS THESE DRAWINGS WITH THE STRUCTURAL DRAWINGS TO PROPERLY CONSTRUCT THE PROJECT. 7. ALL ANCHOR BOLTS SHALL BE ASTM A36 THREADED ROD (OR EQUAL) DIAMETER, SPCING AND 0 IT LOCATION SHALL BE PER THE SIGNED AND SEALED PRE-ENGINEERED MATAL BUILDING ® F40 4'-0" x 4'-0" x 18" (5) #6 EACH WAY BOTT. PAD LL_ � 4. REFER TO ARCHITECTURAL, MECHANICAL OR ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS, ENGINEERS APPROVED SHOP DRAWINGS 5 2 F50 5'-0" 5'- 4" 6) 7 EACH WAY BOTT. PAD DEPRESSIONS, FINISHES, INSERTS, BOLTS SETTINGS, DRAINS, REGLETS, ETC. 8. ALL STEEL WELDING RODS SHALL BE E70XX ELECTRODES 1 ui 5. BEFORE ORDERING ANY MATERIALS OR DOING ANY WORK, THE CONTRACTOR SHALL VERIFY ALL (STRUCTURAL WELDING CODE-STEEL AWS D1.1) MASONRY WALL NOTES: PLAN ELEVATION MEASUREMENTS TO PROPERLY SIZE OR FIT THE WORK. NO EXTRA CHARGE OR COMPENSATION 1. WALL SEGMENTS SHALL BE REINFORCED WITH 9 GA. GALVANIZED F70 7'-0" x 7'-0" x 2'-6" (7) #7 EACH WAY TOP & BOTT. P U) WILL BE ALLOWED BY THE OWNER RESULTING FROM THE CONTRACTOR'S FAILURE TO COMPLY 9. SHEAR CONNECTORS TO BE HEADED STUD TYPE (BY NELSON OR EQUAL), ASTM A/108, GRADE 1015 J WITH THIS REQUIREMENT. OR 1020, COLD FINISHED CARBON STEEL, WITH DIMENSIONS COMPLYING WITH AISC LATERAL REINFORCING @ 16" O.C. RO N EXTEND REINFORCING PAD W/ON HELICAL 6" INTO POURED ELEMENTS AND AROUND ENCASED STEEL. (9) #7 SHORT WAY TOP & BOTT. & TENSION PILES, Q SPECIFICATIONS. F6080 6'-0" x 8'-0" x 2'-6" 6. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER 2. ADJACENT TO ANY EXTERIOR WALL OPENING AND AT CORNERS (7) #7 LONG WAY TOP & BOTT. U.N.O. ON PLAN & WALL INTERSECTIONS, PLACE (1) SCHEDULED VERTICAL (SEE DETAILS) BEFORE PROCEEDING WITH ANY WORK. REINFORCING IN CELL GROUTED SOLID, FULL HEIGHT, U.N.O. PAD W/(2) HELICAL CC STEEL STAIRS 3. ALL MASONRY REINFORCED CELLS SHALL BE FILLED WITH 2500 TENSION PILES, G 7. ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE VERIFIED PSI GROUT MIX. F8080 8-0" x 8'-0" x 2'-6' (9) #7 EACH WAY TOP & BOTT. U.N.O. ON PLAN m AND COORDINATED WITH THE PRE-ENGINEERED METAL BUILDING AND ARCHITECTURAL ENGINEERED CONCRETE FILLED STEEL STAIR SYSTEM AND ALL CONNECTIONS OF THE SAME TO THIS (SEE DETAILS) DRAWINGS BY THE CONTRACTOR BEFORE PROCEEDING WITH THE CONSTRUCTION. STRUCTURE SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF FLORIDA. SUBMIT ^ DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT IN WRITING BEFORE SHOP DRAWINGS BEARING THE EMBOSSED SEAL AND THE SIGNATURE OF THE ENGINEER FOR REVIEW 1 (9) #7 LONG WAY TOP & BOTT. & PAD W/(4) HELICAL PROCEEDING WITH ANY WORK. PRIOR TO FABRICATION. THE CONFIGURATION OF THE STEEL STAIR SYSTEM SHALL BE SHOWN ON THE 2" DEEP SAWCUT (OR 1/3 x SLAB F80100 8-0" x 10'-0" x 2'-6" TENSION PILES 2x4 x CONT. (11) #7 SHORT WAT TOP & BOTT. SEE DETAILS ARCHITECTURAL DRAWINGS. STEEL STAIR SYSTEM AND ALL CONNECTIONS SHALL BE DESIGNED FOR THICKNESS) WITHIN 24 HOURS OF WWF OR REINFORCING BARS 2 ( ) 0 8. ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL ALL APPLICABLE LOADS AS INDICATED ON THE PLANS AND IN ALL APPLICABLE BUILDING CODES. THE KEY JOINT CONTINUOUS THRU POUR (DO NOT INTERRUPT MESH) ::�� CONSTRUCTION JOINT TS24.24 2'-0" x CONT. x 2'-0" (3) #5 CONT. TOP & BOTT. & THICKENED SLAB � � AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS OTHERWISE SHOWN. LOADS SHALL BE CLEARLY INDICATED ON ALL SHOP DRAWINGS. SHOP DRAWINGS SHALL SHOW AND #3 STIRRUPS @ 16" O.C. � 00 SPECIFY ALL CONNECTIONS UTILIZED WITHIN THE STEEL STAIR SYSTEM AS WELL AS CONNECTIONS TOI I r, Lu - (3) #5 CONT. TOP & BOTT. & �"I M CD AND LOADS IMPOSED UPON THESTRUCTURAL SYSTEM SHOWN OF THESE PLANS. x x x x TS28.24 2'-4" x CONT. x 2'-0" THICKENED SLAB #3 STIRRUPS @ 16" O.C. � _J m SPECIALTY ENGINEERED PRODUCTS Q u- ::� TS48.18 4'-0" x CONT. x 1'-6" (5) #6 CONT. TOP & BOTT. & THICKENED SLAB w (z ti 1. THE GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE THE PROPER SUBMISSION OF JOISTS #3 STIRRUPS @ 18" O.C. SEE 2/S6.01 Q m r­ SPECIALTY ENGINEERED SHOP DRAWINGS WHICH SHALL BE SIGNED AND SEALED BY AN THICKENED SLAB N [� U ENGINEER REGISTERED IN THE STATE OF FLORIDA. IT IS THE GENERAL CONTRACTOR'S 1. ALL JOISTS SHALL HAVE A SHOP COAT OF RUST INHIBITIVE NON-BITUMINOUS PAINT. CONTROL JOINT CONSTRUCTION JOINT TE-1 12" x CONT. x 12" (2) #5 CONT. BOTT. EDGE z _0 LL RESPONSIBILITY TO ASSURE THAT THE SPECIALTY ENGINEERED SHOP DRAWINGS ARE SUBMITTED (2) #5 CONT. BOTT. & THICKENED SLAB p m IN A TIMELY MANNER SO AS TO ALLOW REVIEWS AND RESUBMISSIONS AS REQUIRED. ALL 2. JOIST FABRICATOR SHALL HAVE A SPECIALTY ENGINEER REGISTERED IN THE STATE OF FLORIDA TE-2 12" x CONT. x 24" OO _ 1 5 CONT. TOP EDGE O � N SPECIALTY ENGINEERED PRODUCTS SHALL BE DESIGNED FOR THE APPROPRIATE GRAVITY LOADS SIGN AND SEAL ALL STEEL JOIST SHOP DRAWINGS. THESE SHOP DRAWINGS SHALL CONTAIN A TYPICAL SLAB- ON - GRADE ( ) # O N (4) #5 CONT. BOTT. & � AND WIND LOADS INCLUDING UPLIFT AND LATERAL LOADS. INTERIOR SPECIALTY PRODUCTS STATEMENT CERTIFYING THAT THE STEEL JOISTS CAN SAFELY RESIST THE WIND UPLIFT FORCES F30.14 3'-0" x CONT. x 14" AT TRUCK WELL w Q 0 N NOTE: CONTROL JOINTS SHALL CREATE N.T.S. #5 @ 24" O.C. TRANSV. BOTT. ,�/ ,,��// N SHALL BE DESIGNED FOR LATERAL LOADS TO ASSURE STABILITY. AS NOTED. O P4 F-�-I z w PANELS OF 625 SQ. FEET (MAXIMUM) w U) 3. STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED TO THE REQUIREMENTS OF THE L Q ^ CO N I— FOUNDATION SPECIFICATIONS OF THE STEEL JOIST INSTITUTE FOR K SERIES. MANUFACTURER SHALL BE A LAP MEMBER OF THE STEEL JOIST INSTITUTE. PROVIDE BRIDGING IN ACCORDANCE WITH SJI 16" 1. ALL SITE PREPARATION AND EXCAVATION WORK IS TO BE PERFORMED IN STRICT ACCORDANCE STANDARDS UNLESS NOTED OTHERWISE ON THE DRAWINGS. 2'-6" WITH THE SUBSURFACE SOIL EPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION HORIZONTAL JOINT REINFORCING VERTICAL REINFORCING CONCRETE PIER SCHEDULE REPORT PREPARED BY ANDERSON ANDRE CONSULTING ENGINEERING, INC, DATED NOVEMBER 4, NOT SHOWN - DISCONTINUOUS EACH SIDE OF JOINT 2020 (AACA File No. 20-249) DECK 0p AT JOINT, TYPICAL 00 • / / / / 2'-0" 2. BOTTOM OF FOOTINGS TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING 2500 PSF 1. FLOOR DECK TO BE: GALVANIZED; 0.6 C (9/16")22 GAGE FORM DECK 00, AS MANUFACTURED BY VULCRAFT/NUCOR OR APPROVED EQUAL. FLOOR DECK MUST COMPLY 3. SOILS SUPPORTING ALL FOOTINGS MUST BE INSPECTED AND APPROVED BY A REGISTERED SOILS WITH STEEL DECK INSTITUTE STANDARDS. ALL FLOOR DECK SHALL BE CONTINUOUS OVER A ~ ENGINEER BEFORE COMMENCING WORK. APPROVAL IN WRITING MUST INDICATE THE SOIL IS MINIMUM OF THREE SPANS. \ BARS TO MATCH 2 ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE. �LAP FOOTING BARS PREFORMED GASKET 4. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MIN. OF 18" BELOW EXTERIOR FINISH GRADE. SHOP DRAWINGS 2 _6 T (MIN.) 1/2"f BACKER BAR & CAULK 0 1'-4" SEE PLAN AND FOOTING SCHEDULE JOINT EACH SIDE / 5. ALL EXCAVATION SHALL BE KEPT DRY. EXCAVATE TO DEPTHS AND DIMENSIONS INDICATED. TAKE 1. SHOP DRAWINGS SHALL BE SUBMITTED IN COMPLETE PACKAGES FOR THE FOLLOWING: N FOR SIZE AND REINFORCING PLAN VIEW I / I EVERY PRECAUTION TO GUARD AGAINST ANY MOVEMENT OR SETTLEMENT OF ADJACENT A. CONCRETE MIX DESIGNS I / I (S- __V) Q STRUCTURES, UTILITIES, PIPING, ETC. B. CONCRETE REINFORCING STEEL AND WELDED WIRE FABRIC �_� r / _j __ 00 C. CONCRETE MASONRY UNIT SUBMITTALS AND OTHER MASONRY ACESSORIES (MCJ) MASONRY CONTROL JOINT DETAIL '` 0 6. PROVIDE ANY BRACING OR SHORING NECESSARY TO AVOID SETTLEMENT OR DISPLACEMENT OF D. STRUCTURAL STEEL TYPICAL STEP Scale: N.T.S. "P-1" "C-1 n (� `'- EXISTING FOUNDATION OR STRUCTURES. E. PRE-ENGINEERED STEEL JOISTS NOTES:. N m F. STEEL DECK. FOOTING DETAIL 1) TIE BEAMS CONTINUOUS OVER JOINT, TYPICAL U.N.O. 24"x24" CONCRETE PIER 8"x16" CONCRETE COLUMN J 0 7. CENTERLINE OF FOOTINGS: SHALL COINCIDE WITH CENTERLINE OF COLUMNS UNO G. PRE-ENGINEERED STEEL STAIRS. 2) MCJ TO ALIGN W/ SLAB EXPANSION JOINT W/(8) #6 VERTICAL & W/(4) #5 VERTICAL & 0 H. PRE-ENGINEERED METAL BUILDINGS. N.T.S. #3 TIES @ 6" O.C. #3 TIES @ 8" O.C. m 8. ALL PILES SHALL BE HELICAL ANCHOR TYPE WITH A MINIMUM ALLOWABLE TENSION CAPACITY OF m m °' 45 KIPS (ASD w/A FACTOR OF SAFETY OF 2) 2. PRE-ENGINEERED ITEMS SHALL BE SUBMITTED SIGNED AND SEALED BY A SPECIALTY ENGINEER U i U- REGISTERED IN THE STATE OF FLORIDA (D U CONCRETE A > O HELICAL PILES 1 -2' 4" (� o L 1. ALL CONCRETE SHALL BE READY MIX AND MEET THE FOLLOWING REQUIREMENTS: EDGE OF SLAB (� cy) LL A. A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI @ 28 DAYS FOR FOUNDATIONS] 1. ALL MATERIALS USED FOR THE HELICAL PILES SHALL BE HOT DIP GALVANIZED B. A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI @ 28 DAYS FOR SLABS ON GRADE & PER ASTM A153 CLASS B-1 -- T) SHALL HAVE SRA ECLIPSE ADMIXTURE AT MINIMUM OF 1 '/2 GAL/CY U C. SLUMPS SHALL BE 5 INCHES +/- 1 INCH 2. HELCAL PILES SHALL BE INSTALLED BY A QUALIFIED INSTALLER APPROVED BY THE PRODUCT 0 D. CONCRETE SHALL HAVE 2% +/-1.5% ENTRAPPED AIR MANUFACTURER(CHANCE HELICAL PILES OR APPROVED EQUAL) I F E. ALL CONCRETE TO HAVE MAXIMUM WATER/CEMENT RATIO OF 0.40 F. JOBSITE WATER SHALL NOT BE ADDED 3. HELICAL PILES SHALL BE SS200 AND INSTALLED BY A QUALIFIED INSTALLER APPROVED BY THE PRODUCT MANUFACTURER. EDGE OF SLAB 0 .� 2. FLY ASH AND SLAG SHALL BE LIMITED TO A MAXIMUM OF 25% OF THE CEMETICIOUS MATERIAL IN ANY CONCRETE MIX AND SHALL NOT BE USE TOGETHER. FLY ASH AND/OR SLAG SHALL NOT 4. MATERIAL SHALL COMPY WITH THE FOLLOWING SPECIFICATIONS: co BEUSED UNLESS DOCUMENTATION IS PROVIDED THAT THESE PRODUCTS ARE COMPATIBLE WITH A. SHAFT: ROUND-CORNERD SQUARE SOLID STEEL BAR PER ASTM A29 Fy= 90 KSI ® (2) #7 HAIRPIN BARS THE SRA ECLIPSE ADMIXTURE PRODUCT SPECIFIED ABOVE B. COUPLING BOLTS: ASTM A193 GRADE B7 HEX BOLTS (TYPE X) ANCHOR BOLTS BY Lu C. HELIX PLATES: ASTM A656 OR A1018 Fy= 80 KSI @ METAL BUILDING - 3. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS REQUIRED BY ACI SPECIFICATIONS. D. BRACKET BODY: ASTM A36 AND ASTM 570 GRADE 50 ANCHOR BOLTS BY �yQ• MANUFACTURER - METAL BUILDING 0 4. LAP ALL BARS PER ACI MINIMUM REQUIREMENTS FOR TENSION LAP SPLICE BUT NOT LESS THAN 5. THE HELICAL PILES SHALL BE INSTALLED TO DEVELOP THE MIN. TENSILE LOAD OF: MANUFACTURER (n 48 BAR DIAMETERS. LAP ALL WWF A MINIMUM OF 12 INCHES TENSION (T) =90 KIPS (ULTIMATE) T=45 KIPS (WORKING) 35 m z (2) #7 HAIRPIN BARS EDGE OF SLAB 5. ALL HOOKS SHOWN IN STEEL REINFORCING BARS SHALL BE PER ACI RECOMMENDATIONS (NOT 6. THE INSTALLER SHALL REVIEW THE GEOTECHINCAL ENGINEERING REPORT TO DETERMINE THE 30. 0- 0 LESS THAN 12 BAR DIAMETERS PAST BEND) UNO REQUIRED MINIMUM DEPTH AND/OR TORQUE NEED TO ACHIEVE THE RATED CAPCITIES INDICATED. 30� F-- (1) #7 HAIRPIN BAR ,gam,, Q Q 6. WELDED WIRE FABRIC SHALL COMPLY WITH ASTM A185. PLACE FABRIC (OR REINF.) IN THE 7, INSTALLATION SHALL BE MONITORED AND CERTIFIED BY AN INDEPENDENT ENGINEER STATING CENTER OF THE SLAB ON GRADE AND SUPPORT ON SLAB BOLSTERS SPACED AT X-0" O.0 THAT THE INSTALLATION IS IN COPLIANCE WITH THE DESIGN DOCUMENTS. SUBMIT PILE LOG ANCHOR BOLTS BY 0 � -56 Cp 0 C) WITH CERTIFICATION PRIOR TO PLACING FOUNDATIONS. �i��Q' METAL BUILDING 00 J73 Q 7. ALL REINFORCING STEEL SHALL COMPLY WITH ASTM A615 GRADE 60 0-0 MANUFACTURER a-- z 8. THE CAPCITY OF THE HELICAL SYSTEM IS A FUNCTIO OF MAY ELEMENTS NOT LIMITED TO THE - (� 0 8. AT CORNERS OF CONCRETE WALLS, BEAMS, TIE BEAMS, BOND BEAMS AND CONTINUOUS WALL CAP BRACKET, PIER SHAFT, HELIXES AND BEARING STRATA AS WELL AS THE QUALITY OF PIER - - - - 0 - (It 9 FOOTINGS, PROVIDE (1) MATCHING HORIZONTAL BARS X 5'-0" BENT BAR FOR EACH HORIZONTAL INSTALATION. m _0 m BAR SCHEDULED AT EACH FACE. 1 M Q m Cl) 9. THE CAP PLATE SHALL BE WELDED TO THE HELICAL PILE SHAFT TO DEVELOP THE RATED 12" 4" U L LL DESIGN TENSION LOAD (FULL PENETRATION WELD) .� z _j L) MASONRY EDGE OF SLAB E > a 1. MASONRY UNITS SHALL BE, LOAD BEARING ASTM C90 AND SHALL BE TESTED IN ACONFOMANCE z CCm WITH ASTM C140. MASONRY SHALL BE LAID IN A FULL BED OF MORTAR IN RUNNING BOND (UNO) G LL u- 0 L 2. THE COMPRESSIVE STRENGTH OF MASONRY (F-M) SHALL BE 1,500 PSI AS CALCULATED IN a ACCORDANCE WITH ASTM C1314. �E 3. ALL MORTAR SHALL BE TYPE M OR S ONLY, IN ACCORDANCE WITH ASTM C270 4. GROUT SHALL BE A HIGH SLUMP MIX IN ACCORDANCE WITH ASTM C476 AND HAVING A MINIMUM O O A O COMPRESSIVE STRENGTH OF 2,500 PSI AND HAVE A SLUMP OF 9" +/-2" HAIRPIN BAR DETAL HAIRPIN BAR DETAL HAIRPIN BAR DETAL 5. PROVIDE HOT DIPPED GALVANIZED LADDER TYPE HORIZONTAL JOINT REINFORCEMENT (9 GA.) AT 3/4"=V-0" 3/4"=V-0" 3/4"=V-0" 16" ON CENTER VERTICAL IN ALL MASONRY WALLS USING PREFABRICATED CORNER AND T INTERSECTIONS. 7. PROVIDE EXPANSION JOINTS IN MASONRY WALLS AT LOCATIONS OF FLOOR EXPANSION JOISNTS. TIE BEAM AT TOP OF WALL SHALL NOT HAVE ANY EXPANSION JOINTS 1' Q (2) #7 HAIRPIN BARS J (1) #7 HAIRPIN BAR Q H A Lu ANCHOR BOLTS BY 0 METAL BUILDING ANCHOR BOLTS BY 06 ® ® MANUFACTURER METAL BUILDING ® MANUFACTURER Cn _4ai W LA - E l­- ®-® (1) #7 HAIRPIN BAR o Digitally signed by Allen Wieder, 1'-2" 4" 12" 4" Allen PE FL 43444 N DN:cn=Allen Wieder, PE FL o 72 Wieder, PE 43444,o=Wieder Engineering, EDGE OF SLAB EDGE OF SLAB Inc,oU, ANCHOR BOLTS BY METAL BUILDING email=awieder@wiederengineeri 12" 4" MANUFACTURER FL 43444 ng.com,c-US o EDGE of SLAB Date:2021.05.06 15:55:01 -04'00' O o N o N � > NC f T L ineepifLq inc. N owilpCIPP Q 0 0 0 STRUCTURAL ENGINEER U) z 6 m HAIRPIN BAR DETAL HAIRPIN BAR DETAL HAIRPIN BAR DETAL #28036 _ o N 3/4"=V-0" 3/4"=V-0" 3/4"=V-0" 11 HOBEESO NED,AFLH 3455 73 FAX:7(77)4545-3734 Cn 0- a: