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12_101566 PLANSCONCRETE CONTINUED STRUCTURAL STEEL It GENERAL 1. THE STRUCTURAL NOTES ARE INTENDED TO COMPLEMENT THE PROJECT SPECIFICATIONS. SPECIFIC NOTES AND DETAILS IN THE DRAWINGS SHALL GOVERN OVER THE STRUCTURAL NOTES AND TYPICAL DETAILS. 2. TYPICAL DETAILS AND SECTIONS SHALL APPLY WHERE SPECIFIC, DETAILS ARE NOT SHOWN 3. THE CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS AND DIMENSIONS. IF ACTUAL CONDITIONS DIFFER FROM THOSE 5HOWN IN THE CONTRACT DRAWINGS, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER BEFORE PROCEEDING WITH THE FABRICATION OR CONSTRUCTION OF ANY EFFECTED ELEMENTS. 4. OMISSIONS OR CONFLICTS BETWEEN THE CONTRACT DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH ANY WORK INVOLVED. IN CASE OF CONFLICT, FOLLOW THE M05T STRINGENT REQUIREMENT AS DIRECTED BY THE ENGINEER AT NO ADDITIONAL COST TO THE OWNER. 5. THE CONTRACTOR 5HALL SUBMIT A WRITTEN REQUEST TO THE ENGINEER BEFORE PROCEEDING WITH ANY CHANGES, SUBSTITUTIONS OR MODIFICATIONS. ANY WORK DONE BY THE CONTRACTOR BEFORE RECEIVING WRITTEN APPROVAL WILL BE AT THE CONTRACTOR'S RISK. 6. THE CONTRACTOR SHALL COORDINATE WITH ALL TRADES ANY ITEMS THAT ARE TO BE INTEGRATED INTO THE STRUCTURAL SYSTEM SUCH AS OPENINGS, PBJETRATION5, MECHANICAL AND ELECTRICAL EQUIPMENT, ETC. SIZES AND LOCATIONS OF MECHANICAL AND OTHER EQUIPMENT THAT DIFFERS FROM THOSE SHOWN ON THE CONTRACT DRAWINGS SHALL BE REPORTED TO THE ENGINEER. 1. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING AS REQUIRED FOR HIS METHOD OF ERECTION. SHORING AND BRACING SHALL REMAIN IN PLACE UNTIL FINAL CONNECTIONS FOR THE PERMANENT MEMBERS ARE COMPLETED. THE BUILDING SHALL NOT BE CONSIDERED STABLE UNTIL ALL CONNECTIONS ARE COMPLETED. WALLS SHALL NOT BE CONSIDERED SELF SUPPORTING AND SHALL BE BRACED UNTIL THE FLOOR/ROOF SYSTEM 15 COMPLETED. S. SITE OBSERVATIONS BY SKYLINE A/E/5/ INC5 FIELD REPRESENTATIVE SHALL NOT BE CONSTRUED AS APPROVAL OF CONSTRUCTION PROCEDURES NOR SPECIAL INSPECTION. 1. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE INFORMATION (INCLUDING DIMENSIONS) CONTAINED IN THE STRUCTURAL AND/OR OTHER CONSULTANTS' DRAWINGS. THE STRXTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL AND OTHER CONSULTANTS DRAWINGS. 50f E DIMENSIONS AND ELEMENTS SUCH AS ELEVATIONS, DEPRESSIONS, SLOPES, MECHANICAL HOUSEKEEPING PADS, ETC. MAY NOT BE SHOWN IN THE STRUCTURAL DRAWING. 10. REVIEW OF SHOP DRAWING SUBMITTALS BY SKYLINE A/E/5 INC. IS FOR GENERAL COMPLIANCE ONLY AND 15 NOT INTENDED FOR APPROVAL. THE 5HOP DRAWING REVIEW SHALL NOT RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY OF COMPLETING THE PROJECT ACCORDING TO THE CONTRACT DOCUMENTS. Il. SHOP DRAWINGS MADE FROM REPRODUCTIONS OF THE CONTRACT DRAWINGS WILL BE REJECTED UNLESS THE CONTRACTOR SIGNS A RELEASE AGREEMENT PRIOR TO THE SHOP DRAWING BEING REVIEWED. BASIS OF DESIGN 1. GOVERNING BUILDING CODE: 200g INTERNATIONAL BUILDING CODE 2. WIND LOADS LOADS BA51C WIND VELOCITY. . . . . . 10 MPH (3 SEC. GUST) EXPOSURE TYPE. . . . . . . . . .G IMPORTANCE FACTOR. . . . . . . .1.00 FOUNDATION 1. SOILS INVESTIGATION REPORT: CEO ENGINEERS 825.1"M1 2. SOIL BEARING PRESSURE: 2500 PSF ON NATIVE SOIL 3. FR05T PROTECTION: 1'-0" 4. CLEAR EXCAVATIONS OF OMR15 AND LOOSE 501L PRIOR TO PLACING FOOTING. ALL FOOTING SI TALL BEAR ON UNDISTURBED NATURAL SOIL, OR ENGINEERED COMPACTED FILL AS NOTED IN THESE DRAWING. EARTHWORK I. CLEARING: THE ENTIRE BUILDING AREA SHALL BE SCRAPED TO REMOVE THE TOP 4 INCHES OF SOIL, INCLUDING ALL VEGETATION AND DEBRIS. 2. PROOF ROLLING: THE NATURAL UNDISTURBED SOIL BELOW ALL FOOTING SHALL BE PROOF ROLLED PRIOR TO PLACING CONCRETE. REMOVE ALL SOFT SPOTS AND REPLACE WITH COMPACTED STRUCTURAL FILL. 3. COMPACTED STRUCTURAL FILL: ALL FILL MATERIAL SHALL BE A WELL -GRADED GRANULAR MATERIAL WITH A MAXIMUM SIZE LE55 THAN 4 INCHES AND BE COMPACTED TO 5 PERCENT OF TH WMAXIMUM LABORATORY DENSITY AS DETERMINED BY ASTM D 5i51IEVE. IT �L FILL SHALL BE TESTED. 4. CONSULT THE PROJECT SPECIFICATIONS FOR FURTHER EARTHWORK REQUIREMENTS. 3 , -O" LOWER COLUMN BRAKING SYSTEM COLUMN AND LOADING PLATFORM -11 5101 �5_3 101 CONCRETE I. MATERIALS, UNLESS NOTED OTHERWISE: A. NORMAL WEIGHT AGGREGATES. . . . . . . . . . . . ASTM C 33 B. LIGHT WEIGHT AGGREGATES. . . . . . . . . . . . A5TM C 350 LIGHTWEIGHT CONCRETE SHALL NOT EXCEED 110 POUNDS PER CUBIC FOOT AND SHALL BE MADE OF LIGHTWEIGHT COURSE AGGREGATES AND A BLEND OF LIGHTWEIGHT AND NORMAL WEIGHT FINES. C. REINFORCING STEEL A5TM 615 GRADE 60 (fY = 60 KSI), USE GRADE 40 (FY = 40 K51) FOR FIELD BENT DOWELS WITH SPACINGS INDICATED REDUCED BY U3. D. DEFORMED BAR ANCHORS (DBA). . . . . . . . . . . ASTM A4% E. HEADED STUD ANCHORS (HSA). . . . . . . . . . . . ASTM A108 F. ANCHOR BOLTS: ASTM A301 WITH ASTM A563 HEAVY HEX NUTS WITH HARDENED WASHERS G. ADMIXTURES: AIR -ENTRAINING ADMIXTURES, COMPLY WITH ASTM C 260 (WHEN USED). CALCIUM CHLORIDE SHALL NOT BE ADDED TO THE CONCRETE MIX. H. NO ALUMINUM CONDUIT OR PRODUCT CONTAINING ALUMINUM OR ANY OTHER MATERIAL INJURIOUS TO CONCRETE SHALL BE EMBEDDED IN CONCRETE. 2. COMPRESSIVE STRENGTHS OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS: A. FOOTINGS . . . . . . . . . . . . . . . . . . . . 3000 PSI B. INTERIOR SLABS ON GRADE . . . . . . . . . . . . . 3000 PSI C. FOUNDATION WALL5. . . . . . . . . . . . . . . . 4000 PSI D. COLUMNS. . . . . . . . . 4000 PSI E. JOISTS, BEAMS AND SUSPENDED SLABS. . . . . . . . . 4000 P51 F. TILT UP WALL PANELS . . . . . . . . . . . . . . . 4000 PSI G. NORMAL WEIGHT CONCRETE OVER STEEL DECK. . . . . 3500 PSI H. ALL SITE CAST CONCRETE. . . . 4500 PSI 3. 2-1/2' THICK (4" OVERALL) NORMAL WEIGHT CONCRETE SLAB SHALL BE POURED OVER THE STEEL DECK. REINFORCE SLAB WITH 6 X 6"- WIAINIA WELDED WIRE FABRIC MINIMUM, UNLESS NOTED OTHERi-115E. WELDED WIRE FABRIC, SHALL BE PLACED 1" TO 1-1/2' BELOW THE TOP OF THE SLAB 4. ONLY ONE GRADE OR TYPE OF CONCRETE SHALL BE POURED ON THE SITE AT ANY GIVEN TIME. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN, DETAILING, CARE, PLACEMENT AND REMOVAL OF ALL FORM WORK AND SHORES. A. SUPPORTING FORMS AND SHORING SHALL NOT BE REMOVED UNTIL STRUCTURAL MEMBERS HAVE ACQUIRED SUFFICIENT STRENGTH TO SAFELY SUPPORT THEIR OWN WEIGHT AND ANY CONSTRUCTION LOAD TO WHICH THEY MAY BE SUBJECTED. IN NO CASE, HOWEVER,3NALL FORMS AND SNORING BE REMOVED IN LESS THAN 24 HOURS AFTER CONCRETE PLACEMENT. B. SUSPENDED SLABS SHALL BE RESUPPORTED AFTER FORM REMOVAL UNTIL CONCRETE REACHES ITS 28 DAY SPECIFIED COM FRESSIVE STRENGTH. 6. REINFORCEMENT SHALL HAVE THE FOLLOWING CONCRETE COVER: CLEAR COVER CAST -IN -PLACE CONCRETE: 3„ A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . . . . . . . . . . . . . B. FORMED CONCRETE W05M TO EARTH OR WEATHER: 2 11 #6 THRU #18 BARS . . . . . . . . . . . . . . . . . . . . . . . . . . #5 AND SMALLER BARS. . . . . . . .I-1/2' C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLABS, WALLS, JOISTS, Oil BARS AND SMALLER. . . . . . . . . . . . .3/ BEAMS, COLUMNS: PRIMARY REINF, TIES, 5TIRRUP5, SPIRALS. . . .1-V2" CONCRETE TILT -UP PANELS (MANUFACTURED UNDER PLANT CONTROLLED CONDITIONS) I' #8 BARS AND SMALLER . . . . . . . . . . . . . . . . . . . . . . . . Oq THRU #18 BARS . . . . . . . . . . . . . . . . . . . . . . . . . . . .I-V2' PRE -CAST CONCRETE: A. CONCRETE EXPOSED TO EARTH OR WEATHER: WALL PANELS: .3/4' Oil BARS AND SMALLER . . . . . . . . . . . . . . . . . . . . . . . . M4 AND 018 BARS . . . . . . . . . . . . . . . . . . . . . . . . . . . .1-1/2' OTHER MEMBERS: #11 BARS AND SMALLER . . . . . . . . . . . . . . . . . . . . .I- 014 AND 018 BARS . . . . . . . . . . . . . . . . . . . . . . . . . . . .2"" B. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: SLABS, WALLS, JOISTS: Oil BARS AND SMALLER . . . . . . . . . . . . . . . . . . . . . . . #14 AND 018 BARS. . . . . . . . . . . . . . . . . . . . . . . . . . .I-1/2' BEAM, COLUMNS: PRIMARY REINFORCEMENT . . . . . . . . . . . . . . . . . . .1-1/2' TIES, STIRRUPS, SPIRALS . . . . . . . . . . . . . . . . . . . . . . 3/8" 1. CONSTRUCTION JOINTS AND CONTROL JOINTS: A. PROVIDE A FORMED AND BEVELED 2 X 4 X CONTINUOUS KEYWAY IN ALL HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS INCLUDING BETWEEN TOP OF FOOTING AND FOUNDATION WALLS. IN ADDITION, ALL JOINTS SHALL BE INTENTIONALLY ROUGHENED TO A FULL AMPLITUDE OF APPROXIMATELY 1/4 INCH. B. CONTROL JOINTS SHALL BE INSTALLED IN SLABS ON GRADE 50 THE LENGTH TO WIDTH RATIO OF THE SLAB IS NO MORE THAN 125:1. CONTROL JOINTS SHALL BE COMPLETED WITHIN 12 HOURS OF CONCRETE PLACEMENT. CONTROL JOINTS MAY BE INSTALLED BY: SAW CUT A DEPTH OF V4 THE THICKNESS OF THE SLAB TOOLED JOINTS A DEPTH OF 1/4 THE THICKNESS OF THE SLAB G. INSTALL CONSTRUCTION OR CONTROL JOINTS IN 5LAB5 ON GRADE AT A SPACING NOT TO EXCEED 30 TliE5 THE SLAB T1410KNE55 IN ANY DIRECTION FOR UNREINFORCED SLABS AND 60 TIMES THE SLAB THICKNESS IN ANY DIRECTION FOR REINFORCED SLABS, UNLESS NOTED OTHERWISE. CONSTRUCTION JOINTS SHALL NOT EXCEED A DISTANCE OF 100'-0' O.C. IN ANY DIRECTION. OVERALL ZIP LINE PROFILE NONE S. CONSTRUCTION A. USE CHAIRS OR OTHER SUPPORT DEVICES RECOMMENDED BY THE GRSI TO SUPPORT AND TIE REINFORCEMENT BARS AND WWF PRIOR TO PLACING CONCRETE. WWF SHALL BE CONTINUOUSLY SUPPORTED AT 36" O.C. MAXIMUM. REINFORCING STEEL FOR 5LA55 ON GRADE SHALL BE ADEQUATELY SUPPORTED ON PRECAST CONCRETE UNITS. LIFTING THE REINFORCING OFF THE GRADE DURING PLACEMENT OF CONCRETE 15 NOT PERMITTED. REINFORCING STEEL SHOULD BE PLACED IN THE UPPER HALF OF THE SLAB. B. CONTRACTOR SHALL COORDINATE PLACEMENT OF ALL OPENINGS, CURBS, DOWELS, SLEEVES, CONDUITS, BOLTS, INSERTS AND OTHER EMBEDDED ITEMS PRIOR TO CONCRETE PLACEMENT. G. ALL EMBEDS AND DOWELS SHALL BE SECURELY TIED TO FORM WORK OR TO ADJACENT REINFORCING PRIOR TO THE PLACEMENT OF CONCRETE. D. NO PIPES, DUGT5, 5LE VS5, ETC 5HALL BE PLACED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. PENETRATIONS THROUGH WALL5, WHEN APPROVED, SHALL BE BUILT INTO THE WALL PRIOR TO CONCRETE PLACEMENT. PENETRATIONS WILL NOT BE ALLOWED IN FOOTINGS OR GRADE BEAMS UNLESS DETAILED. PIPING SHALL BE ROUTED AROUND THESE ELEMENTS AND FOOTINGS STEPPED TO AVOID PIPING. E. REINFORCING BARS SHALL NOT BE WELDED UNLESS SPECIFICALLY SHOWN ON DRAWINGS. IN SUCH CASES, USE ONLY AW5 STANDARDS. DO NOT SUBSTITUTE REINFORCING BARS FOR DBAS OR HSA5. q. DETAILING: A. LAP LENGTHS SHALL BE AS FOLLOWS: FOR PC = WOO PSI $6 AND SMALLER 44 BD. +1 AND LARGER 55 BD. FOR PC = 4000 PSI x6 AND SMALLER 38 BO. # 1 AND LARGER 41 BO. B. BENDS SHALL HAVE A MINIMUM DIAMETER OF 6 BAR DIAMETERS. COMPLY WITH AGI 318-08 TABLE 12 G. AT JOINTS PROVIDE REINFORCING DOWELS TO MATCH THE MEMBER REINFORCING, UNLESS NOTED OTHERWISE. D. AT ALL DISCONTINUOUS CONTROL OR CONSTRUCTION SLAB ON GRADE JOINTS, PROVIDE 2 - #4 X 48 INCHES. E. PROVIDE CORNER BARS AT INTERSECTING KALL CORNERS USING THE SAYE BAR 51ZE AND SPACING AS THE HORIZONTAL WALL REINFORCING. F. ALL VERTICAL REINFORCING SHALL BE DOWELED TO FOOTINGS, OR TO THE STRUCTURE BELOW WITH THE SAME SIZE AND SPACING AS THE VERTICAL REINFORCING FOR THE ELEMENT ABOVE. DOWELS EXTENDING INTO FOOTINGS SHALL TERMINATE WITH A 90 DEGREE STANDARD HOOK AND SHALL EXTEND TO WITHIN 4' OF THE BOTTOM OF THE FOOTING. FOOTING DOWELS 08 BARS AND SMALLER) WITH HOOKS NEED NOT EXTEND MORE THAN 20' INTO POOTING. G. HORIZONTAL WALL REINFORCING SHALL TER" INNATE AT ENDS OF WALLS AND OPENINGS INTO THE FAR END OF THE JAMB COLUMN WITH A qO DEGREE STANDARD HOOK PLUS A 6 BAR DIAMETER EXTENSION. . HORIZONTAL WALL REINFORCING SHALL BE CONTINUOUS THROUGH CONSTRUCTION AND CONTROL JOINTS. SPLICES IN HORIZONTAL REINFORCEMENT SHALL BE STAGGERED. SPLICES IN TWO CURTAINS WHERE USED SHALL NOT OCCUR IN THE SATE LOCATION. H. PROVIDE 2- 05 BARS AROUND ALL OPENINGS LARGER THAN 8 INCHES IN ANY DIRECTION AND SMALLER THAN 36 INCHES, UNLESS NOTED OTHERWISE. EXTEND REINFORCING BARS A MINIMUM OF 24' BEYOND THE CORNER OF THE OPENING. WHERE 24' 15 NOT AVAILABLE, EXTEND BARS AS PAR BEYOND THE OPENING AS POSSIBLE AND TERMINATE THEI1 WITH A W STANDARD HOOK. FOR LARGER UNREINFORGED OPENING CONTACT THE ENGINEER. I. PROVIDE 2-05 X 4'-0" DIAGONAL BARS (OR 1- 01 X 4'-0" BAR IN 10" WALLS AND THINNER) AT THE CORNERS OF ALL OPENING. DIAGONAL BARS SHALL BE CENTERED ON THE CORN OF THE OPENING. ALL RECESSES IN CONCRETE WALLS THAT INTERRUPT REINFORCING STEEL SHALL BE REINFORCED THE SAME AS AN OPENING. 6q5'-O" �- ZIPLINE CABLE 3/4"4� WIRE ROPE MAXIMUM TENSION IN CABLE NOT TO EXCEED 10,000 LBS. 1. MATERIAL: A. WIDE FLANGE SECTIONS . . . . . . . . . . . . . . . A5TM A9g2 (50 K51) B. OTHER 54APES d PLATES . . . . . . . . . . . . . . . ASTM A36 C. PIPE COLUMMS. . . . . . . . . . . . . . . . . . . A5TM A53, TYPES E OR 5, GRADE B. D. STEEL TUBES. . . ASTMI A500 GRADE B (46K51) E. DEFORMED BAR ANCHORS (DBA). . . . . . . . . . . . ASTM A4% F. HEADED STUD ANCHORS (HSA). . . . . . . . . . . . . ASTM A108 G. ANCHOR BOLTS . . . . . . . . . . . . . . . . . . ASTM A301 WITH A5TM A563 HEAVY HEX NUTS AND HARDENED WASHERS GRADE A H. BOLTED CONNECTIONS . . . . . . . . . . . . . . . . ASTM A325 2. FABRICATION AND CONSTRUCTION SHALL COMPLY WITH THE LATEST EDITION OF THE FOLLOWING CODES AND STANDARDS: A. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS; WITH 'COMMENTARY'. B. AI5C "CODE OF STANDARD PRACTICE' EXCLUDING THE FOLLOWING: SECTION 15.1, SECTION 33 (FIRST AND LAST SENTENCE), SECTION 3.4, SECTION 42, SECTION 42.1, SECTION 422, SECTION 632, SECTION 15A, AND SECTION 1.115. C. AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A4gO BOLTS' D. AMERICAN WELDING SOCIETY (AWS), STRUCTURAL WELDING CODE (SPECIFIC ITEMS DO NOT APPLY WHEN THEY CONFLICT WITH THE AISC REQUIREMENTS). 3. WELDING A. ALL WELDING AND GUTTING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS. B. USE E-10 XX OR AS NOTED OTHERWISE. %0 XX MAY BE USED FOR WELDING STEEL FLOOR AND ROOF DECKS. C. ALL INTERSECTING STEEL SHAPES WHICH ARE NOT BOLTED SHALL BE CONNECTED BY A FILLET WELD ALL AROUND, UNLESS NOTED OTHERWISE. WHERE FILLET WELD SIZES ARE NOT SHOWN THEY SHALL BE IAA" LESS THAN THE THINNEST OF THE CONNECTED PARTS FOR THICKNESSES 1/4' AND LARGER. FILLET WELDS ON PLATES LE55 THAN 1/4' SHALL BE OF THE SAME SIZE AS THE THINNEST OF THE CONNECTED PART. D. REINFORCING BARS DO NOT WELD REBAR EXCEPT AS SPECIFICALLY DETAILED IN THE DRAWINGS. IN SUCH CASES, USE ONLY AWS STANDARDS. DO NOT SUBSTITUTE REINFORCING BARS FOR DEFORMED BAR ANCHORS (DBAS), MACHINE SOUS, OR HEADED STUD ANGHOR5(1­15AS). E. DO NOT WELD ANCHOR BOLTS, INCLUDING "TACK" WELDS. F. HEADED STUD ANCHORS (H5AS) WELDING AND DEFORMED BAR ANCHOR WELDING SHALL CONFORM TO THE MAN1UPACTURER5 SPECIFICATIONS. 4. BOLTED CONNECTIONS: A. USE ASTM A325X BOLTS FOR ALL STEEL TO STEEL CONNECTIONS, UNLE55 NOTED OTHERWISE. TIGHTEN BOLTS BY THE TURN OF THE NUT, CALIBRATED WRENCH, OR DIRECT TENSION INDICATOR METHOD. ALTERNATE FASTEN DESIGNS AS DEFINED BY AISC SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AND ACCEPTABILITY PRIOR TO INSTALLATION. B. USE HARDENED WASHERS BENEATH THE TURNED ELEMENT OF ALL IBOLT5 OR NUTS. USE HARDENED BEVELED WASHERS, TO COMPENSATE FOR THE LACK OF PARALLELISM, WHERE THE OUTER FACE OF THE BOLTED PARTS HAS A SLOPE GREATER THAN ONE IN TWENTY WITH RESPECT TO THE PLANE NORMAL TO THE BOLT AXIS. AT OVERSIZED HOLE5 HARDENED WASHERS OR PLATES SHALL CONFORM WITH A5TM P-436 AND SHALL COMPLETELY COVER THE SLOT AFTER INSTALLATION. C. WHERE A STEEL TO STEEL BEAM CONNECTION 15 NOT SHOWN, PROVIDE A STANDARD AI5C FRAMED CONNECTION FOR ONE HALF THE TOTAL UNIFORM LOAD CAPACITY OF THE BEAM FOR THE SPAN AND STEEL SPECIFIED. D. BOLTS, NUTS AND WASHERS SHALL NOT BE REUSED. 5. PROVIDE FULL DEPTH WEB STIR PLATES AT EACH SIDE OF ALL BEAMS AT ALL BEARING POINTS. STIFFENER PLATES SHALL BE THE THICKNESS CALLED OUT BELOW UNLESS NOTED OTHERWISE AND SHALL BE WELDED BOTH SIDES WITH FILLET HELM ALL AROUND: FLANGE WIDTH STIFFN THICKNESS WELD SIZE LESS THAN 81/4' 1/4' 3/16" 81/4" TO 12 1/4' 3/8. 1/4" 12 1/4' TO 16 1/2" 1/2' 5/16" 16 1/2" TO 20 3/4' 5/8' 3/8" UPPER COLUMN NEW 36" DIAMETER x 3/8" PIPE EXISTING 42" DIAMETER x 1/2" PIPE s APR 0 0 20112 51 CITY OF FEDERAL WAY CDS STRUCTURAL DESIGN ONLY. ALL MECHANICAL EQUIPMENT, RIDE CABLES AND MOVING PARTS DESIGNED BY OTHERS. REV#: REVISION DESCRIPTION: DATE: • Ain 4 /c /C IA1f Architecture / Engineering / Surveying 95 W. Golf Course Rd. #101, Logan, Ut 84321 (435) 752-8501 / Fax (435) 752-8597 This document and the ideas Professio incorporated herein, as an instrument of professional service, y are the property of SKYLINE A/E/S, INC. and are not to be used in whole or in QQ' O2 part, for an other project without the o written authorization of an authorized representative of SKYLINE A/E/S, INC. Unauthorized use will be prosecuted L(r to the fullest extent of the law. �F. <:ST �w ss /ONAL Copyright© 2012 SKYLINE A/E/S, INC. Project Title: WILD WAVES ZIPLINE FEDERAL WAY, WA Sheet Title: GENERAL STRUCTURAL NOTES : Draw]G.KNIGHTON Project Number: Drawing Type: EKINS 12-020 DesiBy: Date: Sheet Number: 3-28-12�0ORevid By: Sheet Scale:NIGHTON AS NOTED 1 of 4 q I 4'-O"xl0'-O"x4'-O" DEEP CONCRETE — FOOTING REINFORCED W/ (24) #6 VERTICAL BARS AND 04 TIES a 12" O.G. HORIZONTALLY AT THE PERIMETER. AL50 PROVIDE #4 BARS AT 24" O.C. EAGHWAY THROUGHOUT VERTICALLY AND HORIZONTALLY. LOWER COLUMN LAYOUT PLAN !SCALE: 1/2" = 1'-0" 0 (4) CABLE CLAMPS WHEEL AND PLATE ASSEMBLY 8'-0" 3/4" SHACKLE AT EACH — GUY CABLE GUY GRIP END WITH CABLE THIMBLE ZIPLINE GABLE — 3/4"0 WIRE ROPE 1-1/4"0 MIN. TURN BUCKLE (JAW -JAW) LOWER COLUMN PROFILE ZIPLINE CABLE ANCHOR DETAIL SCALE: 1/2" = 1'-0" ZIPLINE GABLE 3/4"0 WIRE ROPE MAXIMUM TENSION IN GABLE NOT TO EXCEED 10,000 LBS. 1/16" GUY GABLE 4414 STEEL COLUMN 1/2 "x16 "x2O" BASE IE W/ (4) 3/4" DIA. x 12" ANCHOR RODS 36" DIA. x 6' DEEP CONCRETE PIER REINFORCED W/ 02) 06 VERTICAL BARS AND 04 TIES 0 12" O.G. HORIZONTALLY ZIf 3/4 `11M TEl -0 EXC 4'-O"x10'-O"x4'-0" DE" FOOTING REINFORG VERTICAL BARS ANI HORIZONTALLY AT 1 AL50 PROVIDE 04 1- EAGHWAY THROUGk AND HORIZONTALLY q/16" GUY GABLE GUY GRIP END W/ CABLE THIMBLE 3/4"0 TURN BUCKLE (JAW -JAW) 08 EMBED, 31-61, EMBED WITH 12" HOOKS 511 cn 1211 1011 1211 TOP VIEW OF PIER LOWER COLUMN GUY CABLE ANCHOR DETAIL 2 5GALE:1/2" = 1'-0" S 101 BRAKING SYSTEM COLUMN AND LOADING PLATFORM LAYOUT SCALE: 1/2" = 1'-O" - .. - ii -- - A f-. -1 A T= IL XKC X10 1 1111 viwi i WITH 05 BARS ® 18" O.G. EACH WAY BRAKING SYSTEM COLUMN AND LOADING PLATFORM PROFILE 3 SCALE: 1/2" =1'-0" S 101 ALL TURNBUCKLES AND SHACKLES MUST HAVE A MINIMUM WORKING LOAD OF 15,000 LBS (BREAKING STRENGTH OF 45,000 LBS) STRUCTURAL DESIGN ONLY. ALL MECHANICAL EQUIPMENT, RIDE CABLES AND MOVING PARTS DESIGNED BY OTHERS. REV#: REVISION DESCRIPTION. DATE: S litie / ow� ' A/E/S, INC. Architecture / Engineering / Surveying 95 W. Golf Course Rd. #101, Logan, Ut 84321 (435) 752-8501 / Fax (435) 752-8597 This document and the ideas Profession incorporated herein, as an instrument of professional service, are the property of SKYLINE A/E/S, INC. and are not to be used in whole or in part, for an other project without the written authorization of an authorized F wA ti c01 o Z representative of SKYLINE A/E/S, INC. Unauthorized use will be prosecuted to the fullest extent of the law. Copyright C 2012 SKYLINE A/E/S, INC. Q rc SS/OVAL Project Title: WILD WAVES ZIPLINE FEDERAL WAY, WA Sheet Title: LOWER , COLUMN, LAYOI. Project Number: Drawing Type: NS 12-020 : Date: Sheet Number: HTON EReviewed 3-28-12 S101 : Sheet Scale: HTON AS NOTED 2 of 4 ZIPLINE GABLE 3/4"x5"A'-O" STEEL IE 3/4"A4"x2'-10" STEEL BA WITH (8)- I"OxIS" EMBEDr ANCHOR RODS PROFILE OF FE T T UPPER COLUMN LAYOUT PLAN SCALE: 1/2' = 1'-0" 1 1/4" 0 HOLE DETAIL SCALE: I' = 1'-0" f'ZVVII IVI�/'1L VVI�VI�LIL J"1VLLL Iv EXISTING CONCRETE FOOTING, SEE DETAIL 1/5103 211 loll 211 3/4"A4"x2'-10" STEEL BASE E WITH (8)- I"4)X18" EMBEDMENT ANCHOR RODS CO 0 3/4"x5"xl'-O" STEEL iE 5/16 0 0 0 0 TOP VIEW OF IE 2 S102 0 O O ZIPLINE GABLE —� 3/4"4) WIRE ROPE MAXIMUM TENSION IN CABLE NOT TO EXCEED 10,000 LBS. 3/4'x14"x2'-IO" STEEL BASE IE WITH (8)- 1'HOR �x18" EMBEDMENT 2 ANCRODS Sic 12'x12" BLOCKOUT FOR WINCH ATTACHEMENT BY OTHERS 42" 0 CONCRETE PIER REINFORCED - WITH (16)- 06 VERTICAL BARS AND #4 CIRCULAR TIES ® 12" O.G. WITH (2) IN TOP 5" OF PIER. I'-O'xq'-C"x3'-O" DEEP CONCRETE FOOTING REINFORCED WITH #5 BARS ® 12" O.G. EACH WAY, TOP AND BOTTOM DETAIL SCALE: 1/2" = 1'-0" (4) CABLE CLAMPS THIMBLE ASSEMBLY 1-1/4"0 TURN BUCKLE (JAW —JAW 3/4"x5"A'-O" STEEL R 1 S102 5/4"x14"x2'-IO" STEEL BASE T WITH (8)- ]'*18" EMBEDMENT ANCHOR RODS BLOCKOUT FOR WINCH -HMENT BY OTHERS T.O. PIER 104'-O" 20"AG" BLOCKOUT FOR WINCH ATTACHMENT BY OTHERS SPLAY VERTICAL BARS AS REQV TO AVOID BLOCKOUT T.O. FOOTING 101'-O" TOP VIEW OF PIER ALL TURNBUCKLES AND SHACKLES MUST HAVE A MINIMUM WORKING LOAD OF 15,000 LBS (BREAKING STRENGTH OF 45,000 LBS) STRUCTURAL DESIGN ONLY. ALL MECHANICAL EQUIPMENT, RIDE CABLES AND MOVING PARTS DESIGNED BY OTHERS. REV#: REVISION DESCRIPTION: DATE: line v A/E/S, INC. Architecture / Engineering / Surveying 95 W. Golf Course Rd. #101, Logan, Lit 84321 (435) 752-8501 / Fax (435) 752-8597 This document and the ideas Profession incorporated herein, as an instrument of professional service, are the property of SKYLINE A/E/S, INC. and are not to be used in whole or in p part, for an other project without the written authorization of an authorized z representative of SKYLINE A/E/S, INC. Unauthorized use will be prosecuted to the fullest extent of the Iqw. �'n� Copy ir' NA L ENS` ght © 2012 SKYLINE A/E/S, INC. Z r Project Title: WILD WAVES ZIPLINE FEDERAL WAY, WA Sheet Title: U PPE Rb! ti UU4 -TE C0LU.M.1.N2o°2 Project Number. ; Drawing Type: NS 12-020 : [eviewed Date: Sheet Number: HTON 3-28-12 S102 : Sheet Scale: HTON AS NOTED 3 of 4 1,414x74 STEEL COLUMN NEW 36" DIAMETER x 3, EXISTING 42" DIAMETEf EXISTING 60" DIAMETE PIER DRILL AND EPDXY #5 ® IT O.G., MINIMUM 12" i 05 BARS ® 12" O.C. EA( 1'-0" 1. 12'-6 11 L I'-0" UPPER COLUMN PROFILE 50ALE:1/2" = 1'-O" 1 S103 2'-6 "x2'-O" DEEP ING TORQUE SEQUENCE, BEIN WERE G W14x74 STEEL COLUMN AT 1 (ONE) AND END 24 15 1 I1 1" TWIGK STEEL PLATE 23 21 0 (24) 150 A325 THRU BOLTS, (� 5/16 I/2 "x4"x2'-O" STEEL I17 20 TORQUE 400 K-FT II I/2"x4"x6" STIFFNER R 10 � 13 (24) 1"� A325 TWRU BOLTS, TORQUE 400 K-FT � � 3 4 ZIPLINE ALIGNMENT F1 1" TWICK STEEL PLATE "Y9 14 0 0 q PLATE IFFNER � 0 18 0 0 1q NEW 56" 8 0 O 6 DIAMETER x 0 0 O W14x74 5TEEL COLUMN 3/8" PIPE 22 24 12 16 2 DETAIL SCALE: I" = 1'-O" 11-1 2 �01 TORQUE SEQUENCE, BEGIN WERE AT I ( ONE) AND END 18 DETAIL 3 SCALE:1" = 1'-0" �10 (24) I"O A325 THRU BOLTS, TORQUE 400 K-FT NEW 36" DIAMETER x 3/8" PIPE 21 (24) 1"0 A325 THRU BOLTS, 23 TORQUE 400 K-FT I" TWICK STEEL PLATE 20 17 \�\ O 3/4" 3/4" 1" TWICK STEEL PLATE ®ll 10 4 'I ZIPLINE ALIGNMENT OPEN 1" TWICK STEEL PLATE 11 14 q 11 NEW 36DIAMETER x 3/8' PIPE EXISTING 42" DIAMETER x 1/2" PIPE 18 �\ A, � \� 22 24 FLANGES ®O \\ 5/16 12 2 16 ,,; <;l DETAIL 50ALE: I" = 1'-0" CRITICAL BOLT PLACEMENT: BOLTS MUST LINE UP PARALLEL WITH ZIPLINE CABLE 4 S103 DETAIL SCALE: 1" = 1'-0" 5 S103 STRUCTURAL DESIGN ONLY. ALL MECHANICAL EQUIPMENT, RIDE CABLES AND MOVING PARTS DESIGNED BY OTHERS. REV#: REVISION DESCRIPTION: DATE: 1 S kyl iiie 0 NE/S, INC. Architecture / Engineering / Surveying 95 W. Golf Course Rd. #101, Logan, Ut 84321 (435) 752-8501 / Fax (435) 752-8597 This document and the ideas Professio incorporated herein, as an instrument of professional service, / are the property of SKYLINE A/E/S, INC. AS y and are not to be used in whole or in 0Z part, for an other project without the o written authorization of an authorized representative of SKYLINE A/E/S, INC. Unauthorized use will be prosecuted LU �'n� to the fullest extent of the law. e SS�� G Copyright ©2012 SKYLINE A/E/S, INC. NAL Project Title: WILD WAVES ZIPLINE FEDERAL WAY, WA Sheet Title: UPPER COLUMNPRFf ' : 2 AND, _ FTS Project Number: b`rawing Type: NS 12-020 : [Reviewed Date: Sheet Number: HTON 3-28-12 S103 : Sheet Scale:HTON AS NOTED 4 of 4 3 O I x w (n i N O / 0 M O LD m O i U) w z w / E w / / RE�/ISIONS NO. DESCRIPTION/DATE By] U M O �� Q> J b N � ��^p� C Q VJ � CU 5 II. W w a� c LS c ow V Z W �n � Mo W I_ zUiN°' � co 0 (� U _-0 a2, //� VJ 0 Z � 0 � Ur°mi� 2W 7 L 0 C W O U0- Z O Cr) Z 0 Q Q J Ld 0 W ILL. JOB NO.: 163 DWG. NAME: EX-01 DESIGNED BY: DRAWN BY: KLL CHECKED BY: DATE: 3-29-2012 DATE O F PRINT: 01 OF 1 SHEETS C Ld L w L ;;• a 3- /� /� tiA"i S —./ g �Z 415 3 F •� Q s 41 /6� al 4, vy ,r . 1 SLIDE = 9 EXISTINGD ELEV 258. 0 _ .<. SLIDE ATZI URNE N COLUMN ELEV=260.89 O SSE _ ELEV=239.00 • . - , ELEV=26F -71 \ 51r COLUMN_—,COLUMN S�P �— ��ELEV=262.02LEV=259.53 0As ca � Rah 23S.L • 6 a. —COLUMN ELEV=259.35.: % COLUMN, ELEV=268.50 � SLIDE Al r 'a° ' COLUMN ELEV=254.05 . ELEV=261.50 COLUMN a ELEV=260.42 t !t k t ui J, p a $ x gg SCALE: 1' =40' HORIZ. 40 20 0 40 80 I ! VICINITY MAP . g g 1 (NOT TO SCALE) sit v EXISTING COLUMN I .. v� ELEV=276.65 sti x +55' ELEV=331.65 jj ma -r 6.., WILD WAVES krl : 2 ti �.;;'bcy Y'^ .. 1.�". `� �,>;.; �' s ak" + - �stte� '}•+. � rf .t' a. q i �ri'F/ Z/� -O .tD L a:t el �a ,�'- �,.� � a§. :� a�1i; �- g �> �..4'c aP` .3�'*.'� t a.;�s.� ,�;a..��„ �1 �$j I O $ h m :'v 'f.»,. .i., A i �vw^ `wavwNA' 'yMyi.rr' �� o A A SITE AREA -77 n t /t RECEIVEms: 4 202 C111APRA s a M., 1.7i MR I t smug VA N RON m Ac OWN tl IRK NL"