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= GENERAL STRUCTURAL NOTES =
GENERAL"
FALL PROTECTION /SAFETY REQUIREMENTS STRUCTURAL SPECIFICATIONS
A. IT IS SOLELY THE CONTRACTOR'S RES ONSIBIUTYTO DETERMINE P CASE 1: BEAMS AND COLUMNS: CONCRETE COVER> d, C-C, b
ERECTION PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF THE A. CONTRACTOR IS TO FOLLOW ALL NATUREWORKS SAFETY AND OSHA A NOTATION: T. DENOTES TOP,B. DENOTES BOTTOM.
EE. DENOTES EACH END EF RARSPACING>2d Ate WITH STIRRUPS ORTIES THROUGHOUT
1 STRUCTURE AND ITS COMPONENT PARTS DURING ERECTION. THIS STANDARDS. DENOTES EACH FACE, E.W. DENOTES EACH WAY, U.N.O. DENOTES UNLESS NOTED INOT LESS
THAN THE CODE MINUMUM,
OTHERWISE, N.T.S. DENOTES NOT TO SCALE, N.I.C. DENOTES NOT IN CONTRACT. OTHER ELEMENTS: CONCRETE COVER> d ANIB c-c. BAR SPACING > 3d b
INCLUDES, BUT IS NOT LIMITED TO, THE ADDTRON OF WHATEVER
TEMPORARY BRACING, GUYS ORTIE -DOWNS MAYBE NECESSARY. B. OPENINGS:
SUCHMATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY 1. VERIFY EXACT REPRESENTATIVE OPEN PROCEEDING WHERE APPLICABLE, p B ASE 2: BEAM COLUMNS:
CONCRETE COVER <tl AND c._c,
OF THE CONTRACTOR AFTER COMPLETION OF THE PROJECT. WITH OWNER'S SHOWN THE PROCEEDING WITH WORK T '�`I -'' G.i. BARER ELEMENTS: b
OTHER ELEMENTS: CONCRETE COVER <tl OR W: c. BAR SPACING <30 b
2. IF ANY OPENING NOT SHOVJAI ON THE PLAN IS REQUIRED, SECURE ppp T'V
B. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL FOUNDATIONS APPROVAL OF THE STRUCTURAL ENGINEER BEFORE PROCEEDING. g,1,,:�;,y"'` TOPBARSARE
HORIZONTAL REINFORCING BARS SO PLACED THAT MORE THAN
/ CONCRETE IS CAST IN THE MEM BER
APPLICABLE SAFETY CODES AND REGULATIONS DURING ALL PHASES OF 12" OF FRESH BER BELOW THE DEVELOPMENT
GENERAL 3. CONTRACTOR SHALL REVIEW S, SLAB WNGS FOR SIZE AND LOCATION LENGTH OR SPUCE.
CONSTRUCTION. OF EMBEDDED ITEMS, SLEEVES, SLAB DEPRESSIONS, ETC., REQUIRED d� € {t
A ES, STRENGTHS OR SIZES INDICATED BY THE BYGEOTECHNI RACON CONSULTANTS, INC. CAL DESIGN IS BASED ON GEOTECHNICAL INVESTIGATION PREPARIED BY OTHERS TRADES.
THESE ITEMS SHALL BE FURNISHED AND B
C. IF MATERIALS, QUANTITI:TER °""'
DRAWINGS OR SPECIFICATIONS ARE NOT AGREEMENT WITH THESE REF. NO. 05995157 DATE: 30 SEP 99 INSTALLED PRIOR TO PLACEMENT OF CONCRETE. ' FORD ADE UN
O CELENGTHS(INCHES) Id
FOR GRADE 60 MAL MAGNA CO
NOTES, THE BETTER QUALITY AND/OR GREATER QUANTITY, STRENGTH REF. No. 05075102 DATE: 27 JULY 07 C. COMPLY WITH REQUIREMENTS OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL
CONCRETE ".*_ ,�" T�40B0 psi; NORMAL WEIGHT CONCRETE
OR SIZE INDICATED, SPECIFIED, OR NOTED SHALLBE R. CONTRACTOR SHALL COMPLY WITH RECOMMENDATIONS STATED IN BASED ON SECTION 12.2.2, ACI318 -95
PROVIDED. z f� I r. �„,- 2
ABOVE REPORTS. MATERIALS �
D. DURING CONSTRUCTION, STRUCTURES MAY BE BUOYANT WHEN EMPTY. d PER COVER CASE
IN THE EVENT THAT THE EXCAVATION BECOMES FLOODED OR THE B. PILES SHA PSI FOR DRIVEN S- REFUSAL. DESIGN PR CAPACITY. FO TINGS A FOR ENTICES. �g
75,000 PSI FOR PIPE PILES. USE OF ISOLATED SPREAD FOOTINGS AND CONTINUOUS WALL A FORM QUALITY AND CONSTRUCTION SHALL CONFORM TO ACI 347. 6 CASE 1 CA8E2
EAR LAP
SURROUNDING GROUND BECOMES SATURATED, PRECAUTION SHALL BE FOOTING FOR SUPPORTING LIGHT LOADS IN THE AREAS OF LIMITED FILLTHICKNESS) ,.
( 0. REINFORCEMENT: DEFORMED BARS CONFORMING TO ASTM A815 GRADE SIZE CLASS TOP OTHER TOP OTHER
TAKEN TO PREVENT FLOTATION OF THE STRUCTURE MAXIMUM BEARING PRESSURE OF 1500 PSF. 60. BARB BARS BARS BARS
E. ALL DIMENSIONS AND ELEVATIONS SHOWN ONTHE STRUCTURAL C. AT PERIMETER FOOTINGS AND FOOTINGS BENEATH UNHEATED AREAS, FROST DEPTH TO BE C. WELDED WIRE FABRICPER ASTMA185.
DRAWINGS SHALL BE VERIFIED BY THE CONTRACTOR AND SHALL MINIMUM 42 INCHES BELOW FINISH GRADE. D. CEMENT: NORMAL PORTLAND CEMENT, ASTM C150, TYPE 1. HIGH - #3
A 19 15 26 22
CONFORM TO THOSE SHOWN ON OTHER DRAWINGS. EARLY STRENGTH CEMENT MAY BE USED AT CONTRACTOR'S OPTION. B 24 19 38 28
D. NOTIFY ENGINEER AND GEOTECHNICAL ENGINEER OF UNUSUAL SOIL CONDITIONS BEFORE
F. MECHANICAL FRAMING LOADS, OPENINGS, AND STRUCTURE IN ANY WAY PROCEEDING WITH WORK. THIS INCLUDES SOIL CONDITIONS IN VARIANCE WITH TEST BORINGS. E. AGGREGATE: DURABLE,
WELL -GRADED MINERALS CONFORMING TDASTM #4 A 25 19 37 29
RELATED TO MECHANI CAL REQUIREMENTS ARE SHOWN FOR BIDDING C33. B 32 25 48 37
PURPOSES ONLY. CONTRACTOR SHALL OBTAIN APPROVAL OF E. PROVIDE SHEETING, SHORING AND BRACINGASREQUIREDTO PROTECT
MECHANICAL AND OTHER TRADES BEFORE PROCEEDING WITH SUCH ADJACENT BUILDINGS, STREET AND UTILITIES. F. WATER SHALL BE CLEAN, POTABLE AND FREE FROM DELETERIOUS
#5 A 31 24 47 36
PORTION OF THE WORK. EXCESS COST RELATED TO VARIATION IN MATERIALS. B 40 31 60 47
MECHANICAL REQUIREMENTS TO BE BORNE BY MECHANICAL CONTRACTOR. F. FOOTING ELEVATIONS SHOWN ON PLAN ARE TO THE BOTTOM OF FOOTINGS. (U.N.O.)
G. ADMIXTURES: USE OF PLASTICIZING MATERIAL SUCH AS "POZZOUTH" #6 A 37 29 56 4.3
3
G
THE STRUCTURAL NOTES ARE INTENDED TO COMPLEMENT THE PROJECT BY MASTER BUILDERS, MEETING ASTM C494. USE AIR ENTRAINING
G.
3 G. PLACE FOOTINGS AT ELEVATIONS SHOWN ORTO UNDISTURBED SOIL OF B 48 37 74 56
SPECIFICATIONS WHICH ARE PART OF THE CONSTRUCTION DOCUMENTS. DESIGN CAPACITY, WHICHEVER IS LOWER. THE CONTRACTOR SHALL VERIFY THAT AGENT TO MAINTAIN AIR CONTENT AT5%
FOR EXTERIOR CONCRETE.
SPECIFIC NOTES AND DETAILS ON THE DRAWINGS SHALL GOVERN OVER EACH FOOTING PLACED IS BEARING ON DESIGN MATERIAL.
STRUCTURAL NOTES AND TYPICAL DETAILS. COARSE AGGREGATE 3 H. CONCRETE: AGGREGATE 3 0 PSI, SLUMP 2'704 ", MAXIMUM SIZE OF #7 A 54 42 B1
IT FOOT] NG EXCAVATIONS TO HAVE FLAT BOTTOM S WITH BEARING SURFACES l4 ". 0 79 54 106 81
H. THE INTENT OF THESE DRAWINGS AND SPECIFICATIONS IS TO INCLUDE ALL UNDISTURBED BYMETHOD OF EXCAVATION AND PROTECTED FROM WATER
J. ANCHOR DOLTS: A36 STEEL, GALVANIZED, OR AS SPECIFIED. MAXIMUM PLACEMENT #8 A 62 48 9.3 7.1
LABOR, MATERIALS AND SERVICES NECESSARY FOR COMPLETION OF ALL ACCUMULATION AND FREEZING.
WORK SHOWN, PRESCRIBED, OR REASONABLY IMPLIED BUT NOT UMITED TO TOLERANCE =1/e'. a e6 82 721 s3
THAT EXPLICITLY SHOWN IN THE CONTRACT DOCUMENTS. K- SEALANT: FILL INTERIOR JOINTS WITH AFLEMBLE EPDXY RESIN 99 A 7 0 54 105 61
I. COMPACTION EQUIPMENT SHALL BE OF A SIZE AND TYPE PERMITTING EFFICIENT .
I. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE COMPACTION OF THE SUBGRADE AND /OR BASE LAYER HAVING SHORE AR FORMULA SII(ADUR5IBYSIKA B
91 70 138 705
WORKING DRAWINGS AND /OR SPECIFICATIONS SHALL BE BROUGHT TO THE 6i 118 91
PRODUCTTS, , AND FOND RIdULA T- 250 B Y PERAIAERAW B GILE, ARE APPROVED, FILL -
ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER BEFORE J. COMPACTION PERFORMED OVER OR IMMEDIATELY ADJACENT TO WALLS, COLUMNS, FXTERI OR JOINTS WITH BRUTUM 92 BY
MASTER BUILDERS OR EQUAL #10 A 7.9
PROCEEDING WITH ANY WORK INVOLVED. IN CASE OF CONFLICT, FOLLOW STRUCTURES, AND MISCELLANEOUS FOUNDATIONS SHALL BE ACCOMPLISHED BY
THE MOST STRINGENT REQUIREMENT AS DIRECTED BY THE COMPACTING WITH HAND TAMPERS OR BY HAND MECHANICAL TAMPERS. L MEETING OR : EXCEEDING M Y CORPS CRAB SHOWN
ON DRAWINGS, - B 102 79 153 118
ARCHITECT /ENGINEER AT NO ADDITIONAL COST TO THE OWNER. MEETING OR EXCEEDING U.S. ARMY CORPS OF ENGINEERING SPECIFICATION #11 A 67 67 131
101
K INSPECTION AND TESTING BY OWNER'S DESIGNATED REPRESENTATIVE AND /OR A CRO- C- 572 -74,
J. LOCATIONS OF ALL UTILITIES SHOWN ARE APPROXIMATE AND THE SOILSTECHNICIAN, HIRFD AND PAID FOR BY OWNER, WILL BE CONDUCTED AS M. THE TRENCH THE TRENCH SHALL RECASTPOLYN
4
0S CONCRETE EQUALTO B 113 87 170 131
4 CONTRACTOR SHALL EXERCISE EXTREME CAUTION IN EXCAVATION AND REQUIRED DURING SOIL COMPACTION OPERATIONS, TO ASSURE COMPLIANCE WITH POLVDRAIN. THETRENCH SHALL HAVEA
BUILT IN 0.6 % SLOPE.
THE GRATING SHALL BE DUCTILE IRON. - LAP SPLICES OF DEFORMED BARS IN TENSION SHALL BE
TRENCHING TO AVOID INTERCEPTING EXISTING PIPING OR CONDUITS. THE SPECIFICATIONS.
N. VAPOR BARRIER FABRIC SHALL BE POLYETHYLENE B MILS (.15-) THICK CLASS B SPLICES EXCEPT THAT CLASS A SPLICES ARE
K. THE CONTRACTOR IS RESPONSIBLE TO VERIFY LOCATION OF ALL UTILITIES L. WHEN TESTS INDICATETHATTHE DENSITY OF ANY LAYER OR PORTION THEREOF IS NOT WITH MAXIMUM PERMEANCE
RATING OF 0.13 PERMS, WHERE APPLICABLE ALLOWED WHEN: (A) THE AREA OF REINFORCEMENT
AND TO COORDINATE AND AVOID CONFLICT IN THE LOCATIONS OF NEW WITHIN THE REQUIREMENTS OF THE SPECIFICATION. THE PARTICULAR LAYER OR PROVIDED IS AT LEAST
TWICE THAT REQUIRED BY
UNDERGROUND UTILITIES, THE CONTRACTOR SHALL INCLUDE ALL PORTION SHALL BE REWORKED UNTIL THE REQUIRED RESULTS HAVE BEEN OBTAINED. P. GROUT SHALL BE NON - SHRINK, HON-
METALLIC. CONCRETE CONTRACTOR TO ANALYSIS OVER THE ENTIRE LENGTH OF THE SPLICE, AND
NECESSARY FEES, METERS, AND CONNECTIONS IN HIS BID. PROVIDE AND INSTALL INACCORDANCEWITHMANUFACTURERSDIRECIIONS. (B) ONE -HALF OR LESS OFTHETOTALREINFORCEMENT
M. PLACE FILL IN LIFTS NOT TO EXCEED 9'IN LOOSETHICKNESS PER LAYER. IS SPLICED WITHIN THE REQUIRED LAP LENGTH.
0, DOWELS: B FOR EXPANSION ASTM Afi15, GRADE JOINTS SHALL 40 - SMOOTH BARS, SIZES AS INDICATED. - CASE I AND CASE 2 PER NOTE BELOW CHART ON LEFT.
L- THE CONTRACTOR SHALL NOTIFY THE OWNER SHOULD UNFORESEEN FIELD
CONDITIONS BE DISCOVERED. N. COMPACTION SHALL MEET THE REQUIREMENTS OF ASTM D898 FOR DENSITIES DOWEL BARS L BE FURNISHED NTH END
MEASURED BY THE STANDARD PROCTOR METHOD. DENSITIES OFATLFASTTHE CAPS DESIGNED WITH ONE END CLOSED, A UNIFORM LENGTH OF 3 INCHES TO BARS ARE DEFINED
BELOW CHART ON LEFT.
M. UNLESS SPECIFICALLY SHOWN OR NOTED ON THE DRAWINGS, NO FOLLOWING MINIMUM PERCENTAGES SHALL BE OBTAINED FOR: AND BE POSITIONED TO ALLOW BAR MOVEMENT OF NOT LESS THAN
1
STRUCTURAL MEMBER SHALL BE CUT, NOTCHED, BORED, OR OTHERWISE a, SUBGRADE IN EXCAVATION (CUT AREAS) INCH. _ D. MIXING AND PLACEMENT OF CONCRETE SHALL CONFORM
TO ACI 304,
I. TOP B INCHES UNDER PAVED AREAS OR BUILDINGS: 98% C �:.. ? AY 395 AND 306,
MODIFIED WITHOUT PERMISSION OF THE OWNER /ENGINEER- iI. TOP 8 INCHES INGTORAGEYARD AREAS. 95% _ ( G }"
N. THE CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST TO THE b. SUBGRADE IN EMBANKM04T(FILL AREAS) / y "^ .• :9v,-- A E THOROUGHLY REINFORCING AN
D EMBED EDITE . USE I CO INTO CORNERS
ARCHITECT /ENGINEER FOR ARCHITECT AND /OR ENGINEER APPROVAL i. FILL UNDER BUILDINGS: 98% Y- €/ J AND AROUND REINFORCING AND EMBEDDED RENTS. USE
INTERNAL
BEFORE PROCEEDING WITH ANY CHANGES, MODIFICATIONS OR FILL UNDER PAVED AREAS(W7THIN UPPER 2 FF): 95% INSTALLATION � VIBRATION WHERE SIZE OF SECTION
PERMITS. 5
5 SUBSTITUTIONS. III. FILL UNDER PAVED AREAS (BELOW UPPER 2 FT.): 95%
c. GRANULAR BACKFILL FOR ADDITIONAL EXCAVATION + F. LOCATION OF CONSTRUCTION JOINTS NOT LOCATED ON THE PLANS
0. NEITHER THE ARCHITECT'S /ENGINEER'S REVIEW NOR APPROVAL OF SHOP UNDER FOUNDATIONS: 98% A INSTALLATION AND REMOVAL OF FORMS SHALL CONFORM TO ACI 347 : ' ''
SHALL BE IN ACCORDANCE WITH ACI 318.99. PROVIDE KEYWAY 110
DRAWINGS SHALL REUEVE THE CONTRACTOR FROM RESPONSIBILITY FOR d. AGGREGATE BASE UNDER BUILDING FLOOR SLABS AND ACI 318 LATEST EDITION. SELF - SUPPORTED SLABS SHALL
HAVE DEEP, COVERING APPROXIMATELY 113 OF THE AREA OF THE
DEVIATIONS FROM DRAWMGS OR SPECIFICATIONS UNLESS THE AND PAVED AREAS: 90 % A7 -DAY CURE MI NIMUM AND HAVE REACHED A STRENGTH OF 3,000 PSI `g' % CONSTRUCTION
JOINT,
CONTRACTOR HAS CALLED THE ENGINEER'S ATTENTION (IN WRITING) TO PRIOR TO FORM REMOVAL. �
SUCH DEVIATIONS AT THE TIME OF SUBMISSION, NOR SHALL IT RELIEVE o. DISPOSE OF EXCESS SOIL MATERIAL OFF -SITE OR ON-SITE LOCATION TO BE VERIFIED `- �'SSSF"
THE CONTRACTOR OF RESPONSIBIUTY FOR ERRORS OF ANY SORT IN THE BY OWNER e. ALLCONSTRUCTION ROVED SOIL WHICH HAS BEEN COMPACTED SHALL BE (CONT
SHOP DRAWINGS. P- CONTRACTOR TO COMPLY WITH NATUREWORKS PROCEDURES FOR WORKING IN A LIFTS NOT T WITH APPROVED SOIL WHICH HAS BEEN COMPACTED IN ` //
LIFTS NOT TO EXCEED 6 °IN DEPTH BEFORE PLACING THE SLAB. q ' .< :
P. CAULK SEAL ALL JOINTS AND SEAMS NOT CONTINUOUSLY WELDED. HISTOPLASMOSIS RISK AREA , - "
C. MINIMUM LAP SPLICE DISTANCE: AS SHOWN IN TABLE BELOW. "
Q. DRAWINGS AND DETAILS HAVE BEEN PREPARED WITH THE INTENT TO LAP TOP BARS AT MID -SPAN. LAP BOTTOM BARS AT SUPPORTS. T
VISUALLY REPRESENT INFORMATION PROVIDED IN SCALED FORM. a -�
HOWEVER, CONTRACTOR AND SUPPLIERS SHOULD NOT SCALE PLANS OR
DETAILS FOR DIMENSIONAL INFORMATION. TENSION DEVELOPMENT LENGTHS (INCHES) Id
FOR GRADE 60 UNCOATED BARS (j
R. DESIGN LOADING CONDITIONS (,4000 psi: NORMAL WEIGHT CONCRETE
6 1. GOVERNING CODE: IBC 2006 �$
2. LIVE LOADS: BASED ON SECTION 1222, I d ACI 37 &99
ROOFS 20 psi OR SNOW LOAD (WHICHEVER IS GREATER)
PER SPACING AND COVER CASE B - Lid, L � �
WALKWAY NAGELEVATEDFLOORS 50 psi CAST -IN -PLACE CONCRETE BAR CASE CASE p �a
SUPPORTING EQUIPMENT 150 psi UNIFORM OR PROCESS GENERAL S PLANNING
IZE
EQUIPMENT PLUS50 TOP OTHER TOP OTHER
psf UNIFORM BARS BARS BARS BARS EIR 'L IC STAIRWAYS 100psf A WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF
IC edT / ® ® K6J
RESTROOMS 50 psi APPUCABLECODES AND STANDARDS OF THE FOLLOWING ORGANZA, #3 1 0 15 28 22 V9] B7
ELECTRICAL CONTROL ROOM 260 psi TIONS: q�maa on,c er cgrc osrvn
GROUND FLOOR 250 psi OR PROCESS EQUIPMENT 95 25 19 37 29 uown
PLUS 50 psf. 1. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) #5 31 24 47 36 DEEPT' CONCENTRATED LOAB OF 2. AMERICAN CONCRETE INSTITUTE (AC131B)
- - #b 37 29 6O 1 c 'hEira' "won�Faa gogvAnop�cottvrIlsmmr.
6000 lb CAPACITY FORK 3. OCCUPATI ONAL SAFETY AND HEALTH ACT OF 1970(OSRAJ 56 43 igwetunav o. mvwxc,soq
0r nn v,vsgquv or. ssnaggvw
sgw.aEgevqooucEO „�arugrvsC exccrrzsus3ramlowavmxxmnvsr�c.
LIFT (8700 lb. WHEEL 4. CONCRETE REINFORCING STEEL INSTITUTE #7 54 42 87 63
LOAD (o 4' O.C., 712 #8 52 48 93 71
IN. SQ. CONTACT OR ALL REINFORCING STEEL AND EMBEDDED 1 � p
7 SURFACE B. SUBMIT SHOP DRAWINGS F ITEMS. #9 72 54 105 Bi T
, -Q;,, 4l" "4.'
#10 79 81 118 91 y ®® L
3. GROUND SNOW LOAD 25 psi C. CONTRACTOR SHALL MAKE AND HAVE TESTED FOUR CYLINDERS FOR EACH #11 87 67 131 101 ,fy�T ( r ,.. (), y - ,f
' Natur Works ®L
DAY'S CONCRETE PLACEMENT, OR FOR EVERY 50 CUBIC YARDS PLACED. [Y - %" "'°
#14 105 61 157
4. LATERAL LOADS #18 139 107 1 209 1 161
a. WIND - PER INTERNATIONAL BUILDING CODE (2006) (ASCE 7 -05) D. COLO WEATHER CONCRETING SHALL CONFORM TO ACI -306R J} Y
90mph HOT WEATHER CONCRETING SHALL CONFORM TO ACI -305R
- 7- O5) E CONCRETE EXPOSED TO FREEZE /THAW E. x SHALL BE AIR - ENTRAINED 57 TO
SPECTRAL RESPONSE ACCELERATION 8 =OS118 79 APPROVA L
SPECTRAL RESPONSE ACCELERATION S =0
b. SEISMIC LOADS PER INTERNATIONAL BUILDING CODE ; 042 p /► ZAAMRY
RECIEW SITE CLASS: F. WATER TO CEMENT RATIO (W /C) SHALL NOT EXCEED 0.45. ®.� CO N S TRU ED r O'� IN S PEC TI O N BE SEISMIC USE GROUP: I
S HALL B� �� ® 7V
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= STRUCTURAL SPECIFICATIONS =
T
STRUCTURAL SPECIFICATIONS (CONT.) STRUCTURAL STEEL
GENERAL
G. FLOOR AND SLAB CONSTRUCTION SHALL CONFORM TO ACT 302.
q. PROVIDE BOLT HOLES FOR JOISTS BOLTED TO BEAMS AND ATTACHMENT FOR SURFACE PREPARATION /PAINTING
SA WIDE CONTROL JOINTS IN CONCRETE SLABS ON GRADE SHALL BE A ALL MATERIAL AND WORK SHALL CONFORM TO THE "AISC" AST) MANUAL OF JOINING EXTENDED JOIST BOTTOM CHORDS.
H.
1 WIDE CONT OF SLAB THICKNESS IN DEPTH. CUTTING OPERATIONS STEEL CONSTRUCTION LATEST EDITION, AND "RISC" CODE OF STANDARD
PRACTICE, LATEST EDITION. R. PROVIDE COLUMN CONNECTIONS FOR TEMPORARY HANDRAIL (GABLE) AS SPECIFIED A ALL SURFACES SHALL BE FREE OF GREASE, OIL, DIRT, LOOSE
MILL
SHALL BE FROM 4 TO 12 HOURS AFTER PLACING CONCRETE, "FOR FABRICATION AND ERECTION MINIMUM REQUIREMENTS ". SCALE, WELD FLUX AND OTHER DELETERIOUS MATERIALS.
LATE ENOUGH TO PREVENT RAVELING OF THE CUT EDGES AND EARLY B. STEEL FABRICATOR SHALL INCORPORATE THE NEW OSHA RULES OF I /1812001OFTHE
ENOUGHTOPREVENT CRACKING OF THE SLAB AHEAD OFTHE SAW BLADE "SAFETY AND HEALTH STANDARDS FOR THE CONSTRUCTION INDUSTRY," CFR 1926, S. FINISH ENDS OF ALL COLUMNS,
STIFFENERS AND ALL OTHER MEMBERS IN DIRECT BEARING. B. PAINT SYSTEM:
, "
WHEN THE AIR TEMPERATURE IS LESS THAN 50 DEGREES, SAW CUT 12 PART R, SAFETY STANDARDS FOR STEEL ERECTION. HOT DIPPED GALVANIZED PER AS1M A723, U.N.O.
HOURS AFTER PLACING CONCRETE. MAXIMUM SPACING OF JOINTS C. SUBMIT DETAILED FABRICATION AND ERECTION DRAWINGS FOR ALL WORK T. TOUCH UP FIELD WELDED CONNECTIONS WITH
GALVANIC PAINT, C. FIELD MODIFICATIONS AND FIELD WELDS TO BE PREPARED AND COATED WITH COLD
SHALL BE 14' -0" UNLESS SHOWN OTHERWISE ON DRAWINGS.
U. ALL WELDING SHALL BE SHIELDED ARC METAL WELDING U.N.O. GALVANIZING COMPOUND PER COMPOUND MANUFACTURERS RECOMMENDATIO
J. DEPRESSIONS IN FLOOR BETWEEN HIGH SPOTS SHALL NOT BE GREATER D. MATERIALS SHALL CONFORM TO "AJSC" MILL TOLERANCES.
THAN 114" BELOW A UP LONG STRAIGHTEDGE. E. STEEL PIECES SHALL BE MARKED AS NUMBERED ON THE SHOP DRAWINGS. STEEL LADDERS Z
2 STEEL DECK
K PROVIDE 3/4" CHAMFER ON EXPOSED CORNERS. F, DO NOT PAINT STEEL OR ANCHOR BOLTS MICH WILL BE ENCASED IN CONCRETE
L FOOTINGS, COLUMNS, WALLS: OR MASONRY. A MATERIALS: SEE PLANS FOR STRUCTURAL DECK PROPERTIES. A PROVIDE STEEL LADDERS, AS SHOWN ON THE DRAWINGS, COMPLETE
WITH BRACKETS,
G. STEEL SUPPORTING OR CONNECTING TO MECHANICAL AND OTHER EQUIPMENT AND 1. ROOF DECK: 1 12 -20 GAGE, BOX -RIB 304STAJNLESS STEEL DECK ANCHORS, SUPPORTS, CAGES
AND OTHER APPURTENANCES
1. DOWELS IN FOOTINGS TO MATCH VERTICAL COLUMN OR WALL ROOF OPENINGS AS SHOWN ON MECHANICAL AND /OR ON STRUCTURAL DRAWINGS IS AS MANUFACTURED BY STEELITE, INC. ORAPPROVED
EQUAL.
REINFORCING, UNLESS NOTED OTHERWISE. SHOWN FOR BIDDING PURPOSES ONLY. CONTRACT OR SHALL RECONCILE EXACT SIZE
2. PROVIDE CORNER BARS AT WALL AND FOOTING CORNERS TO MATCH AND LOCATION WITH MECHANICAL AND OTHER REQUIREMENTS BEFORE PROCEEDING 2. FLOOR DECK: 112'- BOX -RIB 304 STAINLESS
STEELFLOOR DECK
WITH HIS WORK. GAGE AS REQUIRED FOR NOTED SPANS AND 120 PSF LOADING
HORIZONTAL REINFORCING. MINIMUM LENGTH OF EACH LEG- 45 (B" CONCRETE WEIGHT AND 20 PSF CONSTRUCTION LOADING). PROVIDE
BAR DIAMETERS. H. PROCEDURES AND CERTIFICATES TO BE PROVIDED FOR ALL CRAFTS THAT WILL SHORING IF REQUIRED. (20 GAGE MINIMUM)
3. PROVIDE 2 -#5 BARS AROUND ALL WALL OPENINGS, EXTENDING PERFORM WELDING ON SITE. ALL WELDING WILL BE BY CERTIFIED WELDERS IN THE
TWO FEET BEYOND OPENING IN EVERY DIRECTION. OPENINGS IN WALLS SPECIFIC TYPE OF WELD.
B. MISCELLANEOUS:
NOT EXCEEDING I2' X12 "MAY BE SLEEVES AS REQUIRED BY WORKING I. SHOP CONNECTIONS SHALL BE WELDED U.N.O. 1. ALL STEEL DECK SHALL HAVE MINIMUM TOTAL LOAD CAPACITY LISTED
THE REINFORCING STEEL AROUND THEM. ON THE DRAWINGS. SUBMIT WITH SHOP DRAWINGS MANUFACTURERS
J. CONTRACTOR SHALL PROVIDE THE NECESSARY BRACING DURING ERECTION AND UNTIL LITERATURE WITH LOAD CAPACITY LISTED.
M. CONCRETE COVER: UNLESS NOTED OTHERWISE, DETAIL REINFORCING STEEL 15 PLUMBED AND SECURED.
3
3 TO PROVIDE MINIMUM CONCRETE COVER AS FOLLOWS: K. INSTALL EXPANSION BOLTS IN ACCORDANCE WITH THE I.C.B.O. REPORT 2. STEEL DECK SHALL BE CONTINUOUS OVER 3 OR
MORE SPANS.
1. CONCRETE CAST AGAINST AND PERMANENTLY RECOMMENDATIONS.
EXPOSED TO EARTH. 3IN. 3. (FOR CARBON STEEL DECK) WELD DECK TO SUPPORTING STEEL MATH
2. CONCRETE EXPOSED TO EARTH OR WEATHER L ALL DRAIN HOLES PROVIDED FOR GALVANIZING SHALL BE SEALED. 314" DIAMETER FUSION WVELDS @ W O,C. EACH END AND @ 12' D.C.
45 BARS AND SMALLER 1 121N. @ INTERMEDIATE SUPPORTS. WELD SIDE LAPS @ INTERVALS OF 24" OR LESS
- OTHERS 2IN. M. MAXIMUM E DISPLACEMENT L T FROM PLUMB: 114 1NCH PER LEVEL, FROM HE ESTABLISHED EXC OLUMN T
THE DISPLACEMENT OF ANY COLUMN CENTER LINE FROM THE ESTABLISHED COLUMN WITH 314" DIAMETER FUSION WELDS.
3. CONCRETE NOT EXPOSED TO EARTH OR WEATHER, LINE SHALL BE NO MORE THAN 1 INCH AT ANY POINT IN THE TOTAL HEIGHT OF THE
-REAM AND COLUMN BARS INCLUDING TIES, COLUMN. 4. (FOR STAINLESS STEEL DECK) ANCHOR TO SUPPORT STEEL WITH STAINLESS
STIRRUPS AND SPIRALS 112IN. STEEL SCREWS PER DECK MANUFACTURER RECOMMENDATIONS OR USE OTHER
-SLAB, WALL AND JOIST BARS: N. MAXIMUM OFFSET FROM TRUE AUGNMENT: 114 INCH. APPROVED ATTACHMENT SYSTEM,
-411 BARS AND SMALLER 3/41N. O. ALL PERIMETER COLUMNS TO BE PROVIDED WITH A 314 INCH DIAMETER HOLES@ B ", 21"
- OTHERS 1121N. AND 42" ABOVE TOP OF GRATING OR ROOFING FOR INSTALLATION OF TEMPORARY HANDRAILS
N. CONSTRUCTION JOINTS REQUIRED BY THE ENGINEER ARE SHOWN ON THE CABLING SYSTEM.
DRAWINGS. ADDITIONAL WALL CONSTRUCTION JOINTS SHALL BE PROVIDED A HANDRAILS SHALL BE FABRICATED FROM 1 1W NOMINAL DIAMETER, SCHEDULE
IN THE STRUCTURE AT A MAXIMUM VERTICAL SPACING OF 15 40 PIPE, HAVING MINIMUM OUTSIDE DIAMETER OF 112'. 4
4 FEET AND A MAXIMUM HORIZONTAL SPACING OF 30 FEET. AT LEAST STRUCTURAL STEEL MATERIALS
4B HOURS SHALL ELAPSE BETWEEN CASTING OF ADJOINED UNITS. B- POST SPACING SHALL BE 5-0" OR LESS,
REINFORCEMENT SHALL BE CONTINUOUS ACROSS CONSTRUCTION JOINTS. A STEEL SHAPES AND PLATES:
SUBMIT ALL CONSTRUCTION JOINT LOCATIONS WITH REINFORCING - WIDE FLANGES, H- PILE & WPS: ASTM A992, GRADE 50. C, HANDRAILS SHALL HAVE ATOE BOARD WHICH EXTENDS 4" ABOVE
THE FLOOR LEVEL
STEEL SHOP DRAWINGS FORTHEENGINEER'SREVIEW. - ALL OTHER SHAPES AND PLATES: ASTM A36 ALL TOE BOARD SHALL BE SHIPPED LOOSE AND FIELD INSTALLED. PLATE SHALL BE I14
B. SQUARE AND RECTANGULAR TUBING ASTM A500,FY =46 KSL IT ALL HANDRAIL, POSTS. AND KICKPLATE SHALL BE HOT DIPPED GALVANIZED PER
P. CONCRETE SHALL BE DISCHARGED AT THE SITE WITHIN 112 HOURS AFTER C. BOLTS FOR STRUCTURAL STEEL CONNECTIONS: U.N.O_VI "DIAMETER, ASTM 325N, ASTM Al23, U.N.O.
WATER HAS BEEN ADDED TO THE CEMENT AND AGGREGATES. ADDITION OF
WATER TO THE MIX AT THE PROJECT SITE WILL NOT BE ALLOWED. ALL WATER GALVANIZED HIGH STRENGTH BOLTS WITH HARDENED WASHERS. ALL HIGH STRENGTH
MUST BE ADDED AT THE BATCH PLANT. BOLTS SHALL BE TORQUED PER ASTM A325, BOLTS SHALL BE GALVANIZED BY E. RAILING SYSTEMS SHALL HAVE 2 RAILS, EQUALLY SPACED.
MECHANICAL DEPOSIT ACCORDING TO ASTM B695, CLASS 50, TYPE 1.
F. BOLTED CONNECTIONS ARE PREFERRED OVER WELDED CONNECTIONS.
Q. ALL EXPANSION JOINTS SHALL HAVE WATERSTOPS. O, BOLTS FOR NON - STRUCTURAL CONNECTIONS, AND GIRT CONNECTIONS: U.N.O.
ASTM A 307, GALVANIZED, 12" DIAMETER MINIMUM. G. WHERE INDICATED, PROVIDE GAAVANIZED SAFETY GATE, WITH STAINLESS STEEL,
R. WELDING OF REINFORCING STEEL IS NOT PERMITTED, UNLESS SPECIFICALLY E WELDING ELECTRODES: E70XX WITH LOW HYDROGEN COVERINGS. SELF- CLOSING MECHANISM AND LATCH SYSTEM.
NOTED ON DRAWINGS. TACK - WELDING TO KEEP REINFORCING STEEL F. EXPANSION ANCHORS ARE NOT ALLOWED. USE DRILL AND DROP IN WITH HILT HY150 ADHESIVE ONLY.
IN PLACE ORTO BRACE ANCHOR BOLTS I5 NOT PERMITTED- H. 3' -6" HIGH GUARDRAILS WITH KICKPLATES ARE REQUIRED AT THE OPEN SIDES OF ALL 5
5 G. CHEMICAL ANCHORS SHALL BE HIT HY -150 ADHESIVE ANCHORS BY HILTI, UNLESS LEVELS.
S. VAPOR BARRIER FABRIC SHALL BE ROLLED ON TO A SMOOTH COMPACTED NOTED OTHERWISE ON DESIGN DRAWINGS. 1. GUARDRAIL SYSTEMS ARE TO BE BOLTED TO SIDES OF PERIMETER BEAMS
TYPICALLY
SUBGRADE, PROVIDEADJACENT ROLLS WITH MINIMUM B"OVERLAP WITH THE H. PIPES ASTM A53, TYPES E OR S GRADE B. U.N.O.
UPSTREAM PANEL OVER THE DOWNSTREAM PANEL IN ORDER TO "SHINGLE"
THE WATER
STEEL GRATING '..
T. BUTT SPLICE WATERSTOP WITH ELECTRIC SPLICING IRON AT ALL JOINTS. HOLD CONNECTIONS
A STEEL GRATING TO BE VJEIDFORGEO WELDED RECTANGULAR DESIGN, TYPE VB BY
WATERSTOP SECURELY IN PLACE TO PREVENT MISALIGNMENT DURING CONCRETING IKG INDUSTRIES, OR EQUAL-
OPERATIONS, INSTALL FLAT RIBBED WATERSTOP IN CENTER OF JOINT SO THAT A DESIGN IN ACCORDANCE WITH "AISC' STANDARDS. CONNECTION
APPROXIMATELY HALF OF THE WIDTH OF THE WATERSTOP MATERIAL IS EMBEDDED DESIGN SHALL BE BY STEEL FABRICATOR UNLESS NOTED OTHERWISE. B. MAIN BEARING BARS TO BE I "a
3117 SPACED 13/16 "CENTERTO CENTER(SMOOTH)
IN THE CONCRETE ON EACH SIOE OF THE JOINT. SWEEP ALL HORIZONTAL JOINTS B. UNLESS NOTED OTHERWISE USE ASTM A325 BOLTED CONNECTIONS. & 1 1/4 "x3/18" SPACED 1 3/16"
CENTER TO CENTER (SERRATED). CROSS BARS TO BE
PRI ORTO POUR TO INSURE THAT FOREIGN MATERIAL DOES NOT INTERFERE MATH C CONNECTIONS SHALL HAVEAMINIMUM OF2 BOLTS UNLESS NOTED RESISTANCE WELDED TO MAIN BARS AND
SPACED 4" CENTFRTO CENTER (ONO)
DIRECT CONTACT BETWEEN WATERSTOP AND CONCRETE. SYSTEMATICALLY AND OTHERWISE.
THOROUGHLY VIBRATE CONCRETE AROUND WATERSTOP TO AVOID HONEYCOMBING C. DESIGN LIVE LOAD =100 PSF LINO).
AND VOIDS IN CONCRETE AND TO INSURE COMPLETE CONTACT BETWEEN WATERSTOP D. WELDS AND WELDING SHALL CONFORM TO "AWNS" STANDARDS AND THE
AND CONCRETE. AWS STRUCTURAL WELDING CODE, AWS DIA. INSTALLER TO PROVIDE PROCEDURES D. TOP SURFACE TO BE STANDARD PLAIN FOR INTERIOR USAGE AND SERRATED FOR
6
WW
.AND CERTIFICATES FOR AL. I- R OFFS THAT WILL PERFORM THIS TYPE OF WORK EXTERIOR ANn AI I.. STAIR USAGE.
6 FINISHING PRIOR TO CONSTRUCTION COMMENCING.
E FINISH TO BE HOT DIPPED GALVANIZED,
A FOR SURFACES EXPOSED TO VIEW, FLOAT SURFACE AND SMOOTH TROWEL WITH E. JOINTS SHALL CONFORM TO" AWE`S "PREQVALIFIED JOINTS AND PROCEDURES.
LIGHT BROOM FINISH FOR ANON-SUP FINISH. F. ALL FIELD WELDS TO BE 311W ( MIN.) FILLET U.N.O. ALL WELDS CONTINUOUS U.N.O. F. EXPOSED EDGES TO BE BANDED.
B. REMOVE FINS, PROJECTIONS AND LOOSE MATERIAL PATCH HONEY G. PRIOR TO WELDING CLEAN EXISTING SURFACES DOWN TO BASE METAL. G. PROVIDE GALVANIZED CHIPS AND BOLTS FOR
REMOVABLE INSTALLATION, MERE NOTED-
COMBS, VOIDS AND HOLES WITH PATCHING MORTAR AND CURE
H. WELDING PERMITTED ONLY AS NOTED ON THE DRAWINGS, COORDINATE H. WELD GRATING TO SUPPORTS USING 3116'x 1 12 " TACK WELDS AT 3' -0" O.C. MAX.
CURING WELDING AND REQUIRED PERMITS WITH OWNER'S REPRESENTATIVE.
J. TOUCH UP WEIRS WITH ZINC CHROMATE PRIMER AND FINISH COAT.
J. ALL OPEN ENDS OF TUBE SECTIONS SHALL BE SUPPLIED WITH A 114" SEAL EXCEPT TO HAVE SERRATED TOP SURFACE was
A APPLY A UQUID CURING MEMBRANE MEETINGASTM C309 OR WET CURE. WELDED END PLATE. K STAIR TREADS TO BE OF SAME DESIGN, oITM p *amsu
CURING MEMBRANE SHALL BE COMPATIBLE WITH A SUP RESISTANT K. ALL BEAM END CONNECTIONS SHALL BE DESIGNED FORA SHEAR VALUE AND HAVE CHECKERED PLATE NOSING OR FORMED DIAMOND
PLATE
COATING THE OWNER WILL APPLY LATER, IF A LIQUID CURING OF 10,000 LB OR 75% OF THE TOTAL ALLOWABLE UNIFORM LOAD AS
L. MAXIMUM PANEL WEIGHT TO BE 250 LB5.
COMPOUND IS USED, IT SHALL BE A NON PENETRATING TYPE DETERMINED FROM THE "ALLOWABLE LOADS ON BEAMS" TABLES IN PART
20FTHEAJSCASD MANUAL, WHICHEVER IS GREATER. MEMBERSWMTHEND M. PROVIDE GRATING SHOP DRAWINGS, SECTIONS SHALL BE TAGGED FOR INSTALLATION.
7 TESTING REACTIONS THAT EXCEED THESE REQUIREMENTS DUETO THE PRESENCE 7
OF OTHER BEAMS, COLUMNS, ETC - SHALL BE DESIGNED FOR THE N. ALL RAISED PATTERN FLOOR PLATE SHALL BE ASTM A786 COMMERCIAL GRADE.
A. OWNER TO COORDINATE REQUIRIED CONCRETE TESTING WITH TESTING FIRM. REACTIONS INDICATED THUSLY 45K0 , ytu p c
O. BARN S HALL S IN THE DIRECTION SHOWN E DIRE NO `g6M96 ®f s7 LLC
B. SLUMP TEST PER ASTM C 143. ONE TEST AT POINT OF PLACEMENT FOR EACH L SOME FLOOR EMBERS ARE DESIGNED CARRY AXIAL DIRECTION SHOWN, GRATING 4' SPANSPAN 1IS
TO BE THE SHORTER DIRECTION. TION. IN NO CASES
LOADS AND ARE IN INDICATED ICATED THUSLY THUSLY (fiSKONTHEPLANS ELEVATIONS. WILL GRATING SPAN PAN MORE THAN -6".
DAY'S POUR OF EACH TYPE OF CONCRETE; ADDITIONAL TESTS WHEN CONCRETE CONNECTIONb FOR THESE MEMBERS SHALL F EL EL LL BE DESIGNED FOR THE COMBINATION
CONSISTENCY SEEMS TO HAVE CHANGED. OF THE AXIAL LOAD AND THE SHEAR REACTION REQUIRED BY THE STRUCTURAL
STEEL SPECIFICATION, PARAGRAPH "K
C, CONCRETE COMPRESSION TEST TO BE PER ASTM C 39, ONE SET FOR EACH
DAY'S POUR EXCEEDING 5 CU. YDS. PLUS ADDITIONAL SETS FOR EACH M. ALL BRACING CONNECTIONS SHALL BE DESIGNED FOR THE AXIAL DESIGN LOAD
50 CU. YDS. MORE THAN THE FIRST 25 CU. YDS, OF EACH CONCRETE CLASS INDICATED THUSLY (60-) ON THE PLANS OR ELEVATIONS, OTHERWISE SEE NOTE
"C" ABOVE
PLACED IN ANY ONE DAY; ONE SPECIMEN TESTED AT 7 DAYS, TWO SPECIMENS
TESTED AT 28 DAYS, AND ONE SPECIMEN RETAINED IN RESERVE FOR LATER N. SAG RODS AND LACING NEED NOT FULFILL THE REQUIREMENTS OF FASTENER SIZE, -_
TESTING IF REQUIRED. LOAD OR NUMBER
TEST RESULTS WILL BE REPORTED IN WRITING TO THE ENGINEER AND CONCRETE 27A
D. P. SURFACES NOTED AS "MILLED' SHALL RAVE A NIUM " ANSI" ROUGHNESS HEIGHT _ '1 I t LACTIDE LOADOUT BUILDING
8 CONTRACTOR WITHIN 48 HOURS AFTER TESTS. VALUE OF500. ANY FABRICATING TECHNIQUE THAT PRODUCES SUCH AHNISH MAY `O. / $
Sys . �' STRUCTURAL SPECIFICATIONS
E. TEST RESULTS AND PIER LOCATION (N,E, ELEVATION) WILL BE REPORTED TO THE BE USED. ¢ DAVID F ^ ^.`.. BLAIR, NE
STEEL CONTRACTOR PER SENRAC PRIOR TO ERECTION.
E -6170
d � n M OUTaWSW�
� ° r'o� ° � _��� D014104- BLLS00002 01 0
A B
D E F G H
C
A B C D E F G H
NOTES:
1- SEE DRAWINGS 0(14104- BLLS00001 AND 0014104BLLS-00002FOR
.-. A ) STRUCTURAL SPECIFICATIONS.
29'- ff'(FUNRE EXPANSION) 2g -p. 29' -0 "(FUTURE EXPANSION IV 2. CONTRACTORTO FIELOVERIFYALL EX IS TIN
G DIMENSIONS,
ELEVATIONS, AND SITE CONDITIONS PRIOR TO CONSTRUCTION.
3. - REMOVE AND DISCARD. 1
3-9° 3_g 8 -6'
4. PROVIDE
ADETO TEMPORARY OF EX ISTING
PLATFORM STRINGERS @
GRADE TO MAINTAIN EXISTING (STING LOAD OUT PLATFORM ACCESS
DURING FOUNDATION CONSTRUCTION.
5. IF EXISTING CONCRETE SLAB BENEATH LEVELING PAD DOES NOT
_ SLOPE FOR DRAINAGE TO EXISTING SUMP PIT, CO TO
R j SU FACE FIN SH IEVE DRAINAGE SLOPE PE AND AND PA PATCH
HOLD ��"V 1 �6. EXISTING PLATFORM, STAIRS AND LANDING TO BE MOVED OUT OF
y
EXISTING _ - -. -- FOOTER T� PROM ION.
BE PIERS _ ST SIDE OF J DIKE WALL BETWEEN NEW CO AND ISTING P�L.4T O R
PLATE, PIER SIZE, REINFORCEMENT AND ANCHOR BOLTS TO MATCH
J _ ` EXISTING CONDITION THEN MOVE PLATFORM BACK TO ORIGINAL
CAULK ALONG
2 o tl— TISLAB�LP S T�_± LOAD 01r{ EXISTING EXISTING
CURB (TYP) - _ —. PUMP PAD -- --_ —_. (TYP3 7 CS) Q HOURS)ALL O CONCRETE PADS AND BOLLARDS.
FOR WORVSHOWN EXCEPT CURBING, COURSING M (4000 PSI (90 ry O EL t00 -0" (TVP) STRUCTURE SUMP PIT -- _ _ —__
- -- 2
RELOCATE EXISTING '
5 EMERGENCY SHOWER T /E %3T LAB', I
'' -W CONCRETE SLAB $15002 _
- J&B NEW SHOWER PAD EL R
T SLOPE 01 I ,
`� EXISTING SHOWER _ �I
- ORAIN. EXTEND TfS PIPING TO DRAIN 4 — LAB (- 515002
EL 100'' -t" 01 SLOPE 4 4 � _ 3' -0" . i6" (TY uno ® 3 HANORP L 3 1 T /GONG _ EXISTING
HOLiMD CAULK ALONG EL 100' -p FOR ODOR T/EXISTING PIER 615602 ° EXIST(fYP 4 PLC 5 )' J _— _-- -_ —_ —_ - — — ---
0
,MODULAR
I ENCLOSURE h CURB - (TYPJ I
—
:._ -- -- - - - -- - � LE %(STING BOLLARD TO BE
1 I — - - - -- -- / REMOVED & PATCH SLAB E p � URA O
` T/EXISTCURB —. MEW ER .1 EX
Po (TYP 5 PLCS) _ �
EL 100' -pt N _ -- - ) tea . _ _ r ) J 0" CONCRETE L DING I I !
\ j y 1. 4
\ STAIRWAY
—FOOTER/PIER
—' - - 2'd7` --' -' (FNON OPTION IM) % 6 " /
1
1 EXISTING LEVELING I j I
i PAD TO BE REMOVED �.
I 515002 3' -p i' -0" 6'-b" SO j�'t
01 - PREVIOUS SAW CUT KEYWA 4
SIM
1 EX
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�� % I 515002 i i I ` tl CURB (TYP)
of I 3
NEW PIPE ____ _________' 515001
BOLLARD pp EXISTING BOLLARD EXISTING BOLLARD
(TYP 7 PLCS) TO BE REMOVED 2 0 (TYP)
FUTURE COLUMN
FOOTING (TYP 3 PLCS) YP
(TYP 3 PLCS) 9,-0.:
(TYP 3 PLCS)
1
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6
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NEW STAIRWAY FOUNDATION PLAN
SCALE t!4 PLAN
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EQUALLY SPACED, EW, T &B 7
1 "NON- urz¢if'c vawesr tinoPay
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7
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v
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8 1 �'� FOUNDATION PLAN
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SCALE: 3/4 " =1'-0° 01 HO_Lh'11 ” 9y�6
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' 6014904- BLLS15001 101U0
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A B C D E F G N
A B C D
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COL COL NOTES::
1- SEE DRAWINGS D0,4100.BLLS0000, AND D01410CBLLS00002 FOR
STRUCTURAL SPECI FICATIONS.
T0' 10" W16 - 2. CONTRACTOR TO FIELD VERIFY ALL EXISTING DIMENSIONS,
Q -0" 8" 1
ELEVATIONS, AND SITE CONDITIONS PRIOR TO CONSTRUCTION.
(4) 3/4 "0x2' -2" A36 ANCHOR
SAW CUT SURFACE Z BOLTS W/ (2) FW & NUTS OTHERWISE. COVER TYPICAL ALL REINFORCING BARS UNLESS NOTED
515002 ,'-9" MIN EMBED - WELD
& REMOVE EXISTING 0, BOTTOM NUT
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RED'D FOR FOOTER (T W CHAMFER
SHRINK GROUT (TYP)
CONSTRUCTION. (TYP)
CAULK SEAL
REPLACE ASPHALT T/ GRADE BEAM
PAVEMENT TO MATCN (6) #8 —CURB SEE SECT 5 EL 100' -7"
EXISTING VERT DOWELS T /PIER &CURB 94 VERT DOWELS • • �CURB(EXISTIN
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EXISTING ROUGHEN TO I/4" (3) #4 SETS t'_0^ SLAB �+ - -, (EXISTING) EL 100' 0" 0
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p p d \� 4 CON STRUCTION. @EA END FILL FAST DRYING
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p
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SCALE: 314 -- -- 0, mP) T� -,Y
SEE PLAN �
SECTION 510 A
scALE:3/a " =,' - DETAIL I
SECTION s,�om 01 scALE:3a " -ro 51
SCALE:
HOLD _
4 ( SEE PLAN 8" SEE PLAN j
#4 @ 1' -0" OC, EW
I � 314" CHAMFER (TYP)
6" OR &' ` CAULK (TYP)
. 40 6 2-0 (SEE PLAN) #4 @1`- a' OC, EW, TBB '
#4 HORZONTALS (TYP) CHAMFER I <1 /
3/ T /CONC @ DOORWAY CURB SEE SECT 5 (TYP)
#4 @ 1' -0" OC, EW (TYP)
T/ CURB ) T/ SHOWER PAD
EL 100' -7° EL 100'-0"
T/ CURB /L ROUGHEN T01/4" T /SLAB j
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_ " ELVARIES
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SECTION B $OVERT DOWELS @1' -0'OC
6'
ORILL &EPDXY GROUT 5 515000,
#4VERTDOWELS @1' -a'OC SECTION 515001 SCALE: 3/4 " =1' -a' 6' MIN EMBEDMENTRTYP)
AROUND PERIMETER
SECTION 5, 540, 6 "MIN EMBEDMENT (TYP)
6
B
6" SCH 40 PIPE (GALV)
FILL WITH CONCRETE
PRIME GALV STEEL &
PROVIDE (2) COATS OF
FINISH PAINT
COLOR: SAFETY YELLOW
5_6 3'• 4' SCH 10 SS PIPE
FOR DRAINAGE _
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AFTER FOOTER CONSTRUCTION
a SECTION a DETAIL s,00, ;' a FOUNDATION SECTIONS O 8
] SCALE: 3/4 " =1' -0° 515002 SCALE: 3(4 " -i' -0' 01
SECTION $1500 m c: -,;+ID F BLAIR, NE
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A B C D
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NOTES:
1 STRUCTURAL SPECIFICATIONS. 0001 AND D01410FBLLS00002 FOR
l ' 2. CONTRACTOR TO FIELD CONDITIONS DIMENSIONS,
ELEVATIONS, AND SITE CONDITIONS PRIOR TO CONSTRUCTION.
CONTINUED ON S250_ CONTINUED ON S25002
02 3- ► -- MOMENT CONNECTION
I ®° ° ° ° ° ° v ° ° ° ° 0 4. SEE DRAWINGS D014104- BLLS15001 AND D014104- 13LLS15002 FOR
- ----- •------- ----- ® ° °------ ® ° °— °° --- — ° FOUNDATION AND BASE PLATE DETAILS.
5. DENOTES SPAN OF METAL ROOFING.
N 16917 09
E18401.00 8. NEW W72z40 TO BE LOCATED AT SAME ELEVATION AS EXISTING W74
j ! '. LOCATED Qe EL 119' -0 "(t) ON SECTION 2, OT3AWiNG DOi4104BLL525006 0
TK30- 36501 I
E NCLOSURE MATERIAL:
EXTERIOR WALLS: 24 GAGE, 1.5X7.2 SIG 300, ALMOND COLOP, 2
2
J % • ROOF: 22 GAGE,15x7.2 SIG 300, SNOW WHITE GOLOR.
/� j \ • FASTENERS: TO BE STAINLESS STEEL WITH NEO- BACKED WASHER,
1 �', �` • PAINED TO MATCH COLOR OF SIDING OR ROOFING.
INTERIOR FACE OF PURLINS AND GI FITS TO BE CLADDED WITH
HEAVY DUTY BIRD NET AS MANUFACTURED BY BIRD -X, TO
/ N16672.BT\ ELIMINATE ACCESS TO ALL HORIZONTAL SURFACES. INSTALLATION
E 18412.46 PER MANUFACTURERS RECOMhiNDATI0N5.
W6 15 T\STEEL OVERHEAD DOORS: (2) EL SLAT R N SERVICE COIL STANDARD
/ E _ I `\� / / CONTROLMOES AS PROVIDED BY WARREN GARAGE DOOR, INC.
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—___
ZACHRY
z Q 6"x7" 85 6 E _ corwwnw.,s,sucwercemc�r, mr=v+. swrtao, ov. -
525005 0 W 1e "x6 "OPEN FACED SS DOWIJSPOUi�ywuo =Ewss�
01 22 GA 730455 WBx13 (-i/4")
(TYP)
LACTIDE LOADOUT BUILDING
8 1�.0_y 3 EQUAL SPACES 1' -0' R JR. $
y� ROOF FRAMING PLAN
_
DF: /!T F i BLAIR,NE
HOLLRAH
PLAN E - 6170 f �_
K -
SCALE: OGUSCOLL ry
ROOF FRAMING PLAN ' G
scA E: va ° =r 5 ° %,� <:,I- 6014104 - 131 -1 001 01 0
D�f F_2' �LTT�-
A B C D E F
I
A B C D E F G H
I
NOTES:
I- SEE DRAWINGS 001410481,1500001 AND D014104BLLS00002 FOR
STRUCTURAL SPECIFICATIONS.
T -6 "(3) 2. CONTRACTOR TO FIELD VERIFY ALL EXISTING DIMENSIONS,
20' -4" T -W (t) ELEVATIONS, AND SITE CONDITIONS PRIOR TO CONSTRUCTION.
Q 3. 10-- MOMENT CONNECTION DESIGNED FOR 12.1 FT.K
0 MOMENT AND 4.7K SHEAR.
16 TREADS @ I V 14' -e" 2" 1'-0" 4, CB ( +80 4. o " DENOTES SPAN OF 11WX3 SERRATED GALVINIZED
17RISES @T's=9 -91/4" _____ -- _,.__- RAR GRATING.
(SEE NOTE 5)A / SOUTHERN STAIRS (DEMO)
fiy 525003 AFTER ERECTION OF �-�- 525003 5, ADJUST RISER HEIGHT AS READ FOR NEW 1114" GRATING TO
° SOUTHERN STAIRS Wex18 SEE NOTE 6OTE 6) I 01
3 „ 01 3 . "r -h MATCH EXISTING GRATING TOP SURFACE. I
DEMO EXIST PVRLINS, °. INSTALL VJB BEAM PRIOR TO DEMOLITION.
W10z15 fl _ \ METAL ROOFING. &FLASHING
C10x15.3 EXISTING CB ( +8") (((
(CRANKED)
TYP a i \
1 EXISTING METAL
mo t--
m o v
I
N 52600°3 J -� - \ STI e + DECK (DEMO) 2 !
2 _ w/ u� 11 _ w EX NGC (S) _
______ .1 1
J C10x15.3 xl -..� _.____'r - - . -- B OG Q�C!\ N , (DEMO) j
// [1 7 _ -_ v _ I ,� --
HANDRAI� (CRANKED) o
J L4x4z
TYP �
3/8 -� 1 1
(,.)() �P O y\
Cex11.5 F +Qae SPAN OF
'C
EXIST GRTG EX,.TING C8 ( +B")
L _ -1_ _
PLAN i (DEMO) i
T/EX STL EL 109' -8" ( ± ) A 1 I / '
FRAMING PLAN ) V t
SCALE: 1/4 " =1' -0 J \'
I '• EXISTING ROD
BRACING (LEAVE)
. EXISTING C8 ( +8°)
' (DEMO)
EXISTING CB ( +e°)
(DEMO)
PLAN N
\ EXISTING LOADOUT ROOF
1 SCALE: 114" =1' -0"
GL
/ - - 1
/ W70 4 "- - •!1
I
( ( I 13/4" CONNECTION PL31B
1 1/2" III 21�a W/ (2) 11116 "0 HOLES
I I ) z FIELD W8 11/4"0 STD PIPE
EXIST WI2 HANDRAILPOST IIIi
11x , o 0
a I I j � 2 0
: = s
\ I 1 1 I v 3 SIDES I - i r
\ x I I / 114 STEEL BEAM (BELOW)
SEE PLAN ii 6
PL3/8 � t /z'
__ CLR ' II I
' »�� x11/1ZONTAL
SLOT ii
SLOT IN SHEAR EAR TAB (1"YP) (2) 5IH "0 A325N BOLTS
/ EXIST M I (2) 3/4"0 A325N BOLTS I
DETAIL A _ f, -! -- W/ HARDENED WASHERS 112 BEAM GAGE
525003
T/EX STL EL 109 -1012' "J 01 t
ENLARGED FRAMING PLAN
SCALE: 3/4 ° =1'-0°
TSE°cTNONB 525003 SECTION 826003
SCALE:11/Y'=1'-0° Oi SCALE: 3" =1' -0" 07 {
1
/-W14 6
Ii
1 1/4"0 STD PIPE
HANDRAIL (MAX POST
SPACING 6'-U)
_ I
1 IW'O STD PIPE
HANDRAIL (MAX PO ST
SPACING = 6' -0') °N
axl T. zec o - i
(4) 3/4"0 A325N BOLTS WTfi A °a ' ° ry I
(SKEWED) / ` `S /,y vuoEFUFrras�
7
DETAIL B S�
SCALE: NONE 52 3 O, O
525003 7
END PL1 /4
p1 1' NON- , y
SHRINK GROUT N ature W orks LL
KICK PL7 /4z4 CONNECTION 25N 3 SIDES j
WALKING SURFACE W/ (2) 3/4 "ID A325N BOLTS 3/16
1
_ _ p
L3z3x1 /4x0' -3"
STEEL BEAM W/ 112 "0 HILTI -HIT j
Hy
150 ADHESIVE ANCHORS -
W /31 /2"EPDXY 3"
_ EMBED INTO CONCRETE
1/2 BEAM GAGE ' al I,';( `,�, LACTIDE LOADOUT BUILDING 8
PLANS,SECTIONS AND DETAILS I
D,VF F BLAIR, NE
TYPICAL HANDRAIL SECTION Hol FaH
SECTION a e17o g
525003 SCALE:
525003 KDWSCOLL � /)1T� /
scALe1 " =r n1 B1 0014104- BLLS25003 01 0
° C r
A 8 C D E F G H
j
A B C D E F G H
I
IT- e" i' -0" 1'.0" y 29 -0 1' -0" t' -0' 1T -e" 1'-P' NOTES:
Z Z 2 ? 7. SEEDRAWINGSD014104- BLLS00007 AND D014104 BLLS00002 FOR
Z _ _
� � STRUCTURAL SPECIFICATIONS.
13' -01/4" 2' SQ
K tt =
U' 2. CONTRACTOR TO FIELD VERIFY ALL EXISTING DIMENSIONS, i
C'r c9 c9
) (ROUGGH H OPENING) T/ STEEL � ELEVATIONS, AND SITE CONDITIONS PRIOR TO CONSTRUCTION- )
EL 12TT W14 1-4x4 L40 W14 EL 12]' -3" 3. 10— MOMENT CONNECTION DESIGNED FOR 12.1 FT
STEEL T /STEEL L4x4 W14 T/ STEEL MOM ENT AND 4.7K SHEAR.
EL 125 -9" EL 125 -9' EL 725' -9" 4, SEE DRAWINGS D014104BLLS15001 AND D014104- DLLS15002 FOR
HSSez2xi /4 CSx11.5 FOUNDATION AND BASE PLATE DETAILS.
CBxi 1.5
T /STEEL Wit (TYP) SEEN TE5 C1YP) Q 5. INSTALL ONE EXHAUST FAN CARNES LWBKSI7E20 SIDEWALL
EL 723' -0" 5y ,N1 4 TYP 314 "0 ft005 H �SkS a'11 0 PROPELLER FAN OR EQUIVALENT (BELT DRIVEN, 2400 CFM @ 0.08" W.G.
3l4 "O RODS TYP CBx11,5 (TYP) �� (10,�.� 4 - 750 PM 116 HP MOTOR) WITH 3K' BIRD SCREEN, WALL COLLAR AND
�NOY -f (TYP) - 525004 ( TYP
) 5' -6" BASKET TYPE MOTOR GUARD.
525004 825004 -
07 VJ7 Bx40 07 01 W'S. 1-6x4,1/4 (LLH) CONT W/ HOLES FOR 314 "0 HILTI HIT HY 150 ADHESIVE
W12 T /STEEL ANCHOR S@ 4' -WOC- TRIM HORIZ LEG AT COLUMN BASE PLATES,
C72z30 — -- SEE NOTE 10 p 7. C.S. DENOTES CARBON STEEL.
F (TYP) S.S. DENOTES STAINLESS STEEL (3045S)-
2
2 HSSex4xl /4 HSSBx4x1 14 S. MDI DENOTES MAN DOORYI(3'- 0'X7' -0 "). SEE DWG D014104BLLS15007
_ 314 "0 RODS (fYP) L3z3x1/4 _ FORDOORSWING. ALL HARDWARE TO MATCH EXISTING FACILITY
- -PL W8 W/(1)114 "0 MANUFACTURER AND MODEL NUMBERS. CONTRACTORTO PROVIDE
1-3,3x1/4 A325 BOLT` j PREPARATION, PRIMER COAT AND TWO FINISH COATS OF PAINT TO
/ BETWEEN L4x4'8 CABS 2 (TYP) DOOR AND DOOR FRAME TO MATCH EXISTING FACILITY DOORS.
/ n 1-34x114 (TYP) '? / 9. LOUVERS TO BE CARNES FFAC STATIONARY J STYLE BLADE, 4" DEEP,
OPEN x % rOPEN� / /' Q GALVANIZED STEEL, WI EXTERIOR FLANGES AND FACTORY PAINT
ti r �/' 0 = I 1 b 0 FINISH.
! ° m TYP TYP _ 10. NEW W12 TO BE LOCATED AT SAME ELEVATION AS EXISTING WI4
LOCATED AT ELEVATION 119'- 0"(*_) ON SECTION 2, DRAWING
S25004 - 525004 01 D014104BLLS25006.
01 01
/ \ 3
3 1' -10' C6x8.2(TYP) �� 1' -10" 1'-10' 14'-0" \ 1' -10"
_ 1-4,4x318
T b
L4 x R INO z a
LBx4 (cs TYP)
m u
rv� 3 SEE NOTE \� 3 a � 16X4( TYP) iV� L6x4 NC.S. NOTE 6 T/ PIER
P)
T/PIER _ T /PIER ____ ________ _ __ 6 " - - _ - _ - EL 700 -T
SEE NOTE SE E _
TI PIER
EL 100' -7" EL 1007' -- - - •• ELI
CONCRETES CONCRETE SLOPES
ELEVATION ELEVATION z ELEVATION s2 om 4
4 525001 525007 SCALE: 7/4 " =7' -0'
SCALE: 1/4 " =1' -0" 01 SCALE 1/4 " =7' -0" 01 Oi
7_0
29'-0"
ZI
Z ZI
T -6" 13 -a K
L4X4 W14 T/ STEEL t' -0" W ( * /-) w 1' -0"
TYP 'I _ EL 12T -3"
SZ5004 _
I m N T/ EX STEEL 5
Ewa EL iz3'_m 1 r( *r -)
EX W74x53
L4 4.5/1 W/
r- L3x3z1/4
� �--BENTPILIIIS
OPEN
TYP 8 TYP 9 v - TYP 70
525004 � 525004 ' ' 525004
01 O1 %\ t Cex11.5 (TVP) 114x4x5116 6 (TYP___ -.�_
N
LOUVER E
3 ..
EX W 14,11 71/2" 3"
T /STEEL
(TYP) % I 1 ° (2) 1'x3' 3' -0" 3' 0' _ L 709 -10 1/2"
{�I " ` -0' 3'-4" 3' -0" 3' -0" 1' -1" SEE NOTE 9 -
(TYP) (TYP) HSS4z2x114
0
m
HSSBZ21 14 =
(TYP) I i ° - SHOWN FOR CLARI HANDRAJLNOT
1-4,4x5/16
� 1'x3' LOUVER ro I L3z3zi14
I SEE NOTE 9 0 > in (TYP UNO) i t LBx4 S.S. TYP FIELD ADJUST ELEVATIONS OF 1-4x4 - ns onre ev crvz osm
(TYP4 PLCS) _( ( TYP) � o nui'c
�C 1-3,3x1/4 (TYP) @i / CNB�•nii,5 ) .S.TY �t Z SEE NOTE �'-•- GIRTSTO CLEAR EXISTING PIPING _ _ N
PUNO{ (MAX GIRT SPACING 6'- 0"VERT SPACING)
° / " \ E�P EL 7
° ^ a w1 SEEN P) -- -- < -"� -
e
x x
7 - -_- _ - -• J L C NC DOOR MHORIZ LEG OF 1-6x45.5. ANGLE AT _ �. LLC
MDI SEE TRI U IACP. P S
NOTE 8 EL 100'-0" EX PIERS. STOP SIDING AT 1" FROM BOTTOM 5' -fi" 14' -10" j
OF 1-80 S.S. ANGLE AT PIERS. CAULK
BETWEEN ANGLE & TOP OF EX CONC
20'-4"
I
ELEVATION 4 ELEVATION e
525001 SCALE: 1/4"=1'-0° 525007
SCALE: tl4 " =1' -0" 01 07
� ZAAMNRY
LACTIDELOADOUT BUILDING
� 8
ELEVATIONS
DAVID F.tix',' BLAIR, NE
HCLLfiAH
E 6176 �oRlscou " �� C!i LITLE 1E-� _ _
601Z443LLS25005 01 0
A B C D E F G H
i
i
l
A B C D E F G H
I
NOTES:
1
1. SEE DRAWINGS D014104-BLLS00861 AND D014104BLLS00002 FOR
STRUCTURAL SPECIFICATIONS.
2. CONTRACTOR TO FIELD VERIFY ALL EXISTING DIMENSIONS, ,� !
'I ELEVATIONS, AND SITE CONDITIONS PRIORTO CONSTRUCTION.
g e" 3. j// - REMOVE AND DISCARD.
4' -10" 17-1' (FIELD VERIFY) 4' -10" ( + /_) 4" 1' -0' 17' -B" 4'-10 4°
Z Z W 4. SEE DRAWINGS [3014104 BLL515001 AN00014104BLL315002 FOR
(FIELD VERIFY)
FOUNDATION AND BASE PLATE DETAJLS.
K ¢ 0 5. L6x4xi /4(LLH)CONT W/ HOLES FOR 314 "0 HILTIHITHY150ADHESIVE
- METAL DECK D' ANCHORS @ 4' -0" OC. TRIM HORIZ LEG AT COLUMN BASE PLATES.
METAL DECK REMOVE EX C3 C.S. DENOTES CARBON STEEL.
PURUNS & METAL DECK SIDING
T/ STEEL T/ STEEL B. MD2 DENOTES MAN DOOR $2, 2'- 8"x7'-0° STEEL DOOR. SEE DWG NO
SIDING EL 12T -3" El 12T -3"
METAL DECK 0- 014104 03
BLL5250, PLAN FOR DOOR SWING. ALL HARDWARE TO
Tl STEEL /`T /STEEL L4x4 MATCH EXISTING FACILITY MANUFACTURER &MODEL NUMBERS.
METAL DECK = �J EL 125' -9" T /STEEL - CONTRACTOR TO PROVIDE PREPARATION, PRIME COAT AND TWO III
EL 125' -0" r EL 123' - 101-1
W74 (TYP) L4x4 a _ FINISH COATSOF PAINT TO DOOR AND DOOR FRAME TO MATCH 1
- <- .- ' Wdxi3 W14 (TYP) - _ EXISTING FACILITY DOORS.
v
� C&x11b (TYP) WB tom_ `-�j We
EXISTING Wit EXISTING Wit I
__ i14_ EXWs REMOVE EXCB / 2-Ml -_ —
U EX W8
` PRLI NS &METALDECK P -
i HSSBx2%i /4 T / STEEL ( EX W12 4- _
SIDING _ V EL 123' -612"1
BEYOND 3.8. b ' -B° - -
REMOVE EX C8 OPEN - I SIDING
-
PURINS&METALDECK C8xi1.5 EX WS
L 10 EX WB
SIDING (TYP) }her =.' 525004 1
S NOTES - 5 -
3 52004 52 —y BIOINC _ g
l T -t 0" 81/2" j P
EX CBx11.5
.5 (3 SIDES) Bxi1.5
I ! i
EX Cexit.6 Caxl l
IX W1453 OPEN CBX71.5 OPEN E%" "'4x63 C (TYP)
I (�
1 I ^ I
I
N
N
1-6x4 (C.S.) Lex4 (C.S.) r w 1
SEE NOTE 5 SEE NOTE
T/ GRADE BEAM T/ EX PIER T/ GRADE BEAM T/ EX PIER
4 _ EL 100 7° SLOPE —� EL 100' -7" (1) EL 100' -7" SLOPE -- EL 100' -7° 1, 4
r a EL 100 EL 100 0'
T! EX CURB
T' EX CURB
SECTION SECTION
SCALE: t /4 " =1' -0" 525001 525001
01 SCALE: 1/4"=PaT' O7
I
5
5
6 6
i
I
ax cz_cl aerurvs
7 /
V Nature Works LL 7
ZACHRY
I
LACTIDELOADOUT BUILDING
E 6
SECTIONS
DAVID F m > BLAIR, NE
HouPnw �'� _
E -ti+170 M-E—ry �� o _ v- x _
[3014104- BLLS25006 01 0
6 i rrfCl
A B C D E F G H
A 8 C D E F G H
I
NOTES:
CAP PL114 I. SEE DRAWINGS 0014704- BLLS00001 AND D014104-BLLS00002 FOR
SEAL WELD STRUCTURAL SPECIFICATIONS.
1 2. CONTRACTOR TO FIELD VERIFY ALL EXISTING DIMENSIONS,
ELEVATIONS, AND SITE CONDITIONS PRIOR TO CONSTRUCTION_
T/ STEEL SECTION 1 I
EL 145- 31/2" 3. ALL FIELD WELDS TO BE CLEANED AND COATED WITH COLD
W6x15 T/ STEEL ® SECTIDN Z TREATMENT GALVANIZING. _ '.,
EL 145' -9 9116" _
TI STEEL @ SECTIONS 1 12^0 STD PIPE
EL 146 -35/8' RAILING (TYP)
114 2°0 STO PIPE POST
(� 8 -9• OC MAX SPACING
2 ('
2
HSS4x4
TOE P1-114x4 'Y
CONNECTION PL1 /2
2 -0, 5 W/ (2) 1311WO HOLES
525012
ATO
IN CONTCONTI NUE UE BBCONNECTION PL72 2 "0 STD PIPE
TOE PL EXCEW /(2)3!4 "0 A325N BOLTS HANDRAIL POST
K
3 NS & FS 114 < STEEL BEAM (BELO) 3
SEE PLAN
1-3z3 TO END PL318xS 1/4 STEEL BEAM
it
114 EXISTING WI6 114
(TYP) I (2) 3/4 ^0 A325N BOLTS
EXISTING WI6� EXISTINGWB EXISTINGWe 114 1/2 BEAM GAGE
GUSSET PL3M W8x18 T /EX STEEL 112 BEAM GAGE
NS &FS EL 136' -6"
W8 TEEL HANDRAIL
EL,35'.97/8 SECTIO a SECTIO
SCALE:1 " =1' -0' 525011 SCALE:3=1' -Q' 511 12
— -_ — 01 01
4 NS & FS 114 4__[> 4
(2) L4z3x3l8 X 0• -5" LONG LLBB EXISTING W16
W (2) 314•'0 A325N BOLTS
IN SHORT SLOTTED HORIZ HOLES
4' -6" REF 3' -0" REF 4' -6" REF l
12' -0" REF
I
SECTION
8 SCALE: OO
ffi4" -1' -0` 520011 S2o 11 520011 5
I�
i
COPE AS REDD PE AS READ
s 4 ILI ANGLE & BOLT SCHEDULE TYP
VF BEAM - CO COR WF BEAM 5
4112" C OR WF BEAM EE PLAN C OR WF BEAM SEE PLAN
NOMINAL ..N "= "L!'= INCHES SEEPLAN z1Yl SEE PLAN 21rz"
tur• 112° BEAM DEPTH [ / - S 2 - L4xax5nsx^L" P1-3/6x4 x ^L^
TOR 2 3
W6 COLUMN BASE PLI /Zx7x1'- 0°LONG - y
W/ (4) 3/4 "0 A325N BOLTS 8 2 5 112 � � I m �,
(j BEAM GAGE 10 3 81/2 _ 7
12 3 8112 - I Os ¢>rs er cr�n ovm
14 4 11 72 O a�
16 4 7112 h = f,' _ -
18 5 1412 -�
-- - 21 6 17 12 Z Z I
7 - -_— 24 7 2072 7
EXISTING BEAM I
NOTE: FOR CONNECTIONS TO EXISTING STEEL, I
V
SUBSTITUTE A t /4" FILLET WELD FOR BOLTS, N ature Works LL
JI
SECTION B M USE 2- L6x6x5116 CLIP ANGLES -
SCALE: 314 " =1' -0" 520511 W/2 BOLTS IN EACH LEG
("') SPACING MAY BE DECREASED 12 " 13/16 "x1 1/16^ HORIZONTAL t2" 13/16 °z1 1/16° HORIZONTAL
TO 212" IFREQUIRED CUR SLOT IN CLIP ANGLE 1/4 CLR SLOT IN CLIP ANGLE
( % LENGTH MAY BE DECREASED TO 314' OIA A32 3/4" BOLTS W/ 1/q 3/4" DIA A325 -N BOLTS W/
ACCOMMODATE BOLT SPACING HARDENED WASHERS HARDENED WASHERS ZACMV
TYP TYP
DETAIL 5212 DETA L
TYP BEAM TO TYP NEW BEA�A TO
8 BEAM CONNECTION 01 EX ISTING BEAM CONNECTION 01 LACTIDE LOADOUT BUILDING 8
NO SCALE NO SCALE - 5 _ t} +�
Am 4„ SECTIONS AND DETAILS
Alfii; -F Y �mn BLAIR, NE
HOLLKAH a ? w2 '.
E -6470 000nwsari �� - Ci>'LE ,� �It
STq�OFr:Ta�°`p mz6 6014104- BLLS25012 01 0
A B C D E F G H