schneider - Greg Olson Design

schneider - Greg Olson Design
GENERAL STRUCTURAL NOTES
ASSOCIATES LTD
ARCHITECTS AIA
(APPLY UNLESS NOTED OTHERWISE)
DESIGN CRITERIA:
8. ALL DETAILS SHALL BE INCORPORATED INTO THE PROJECT AT ALL APPROPRIATE
LOCATIONS, WHETHER SPECIFICALLY CUT OR NOT. TYPICAL DETAILS MAY NOT
NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE. FOR CLARITY,
DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING CONDITION.
9. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES
AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN.
10. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL
BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT
OCCURS.
FOUNDATIONS:
1. FOUNDATION DESIGN IS BASED UPON SOIL REPORT BY WESTERN TECHNOLOGIES INC.; JOB
NO. 2923JH069. ALL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE
SOILS REPORT. SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL AND/OR
ENGINEERED FILL PER THE SOILS REPORT. DESIGN SOIL BEARING VALUE =3,000 PSF
AT 3'-0" BELOW LOWEST ADJACENT FINISHED GRADE.
2. PROVIDE POSITIVE DRAINAGE SLOPES, BOTH DURING AND AFTER CONSTRUCTION, FOR
SURFACE AND ROOF RUNOFF. THERE SHALL BE A MINIMUM OF 10'-0" OF POSITIVE
DRAINAGE FROM BUILDING FOUNDATIONS.
3. DO NOT BACKFILL AGAINST BASEMENT OR RESTRAINED WALLS UNTIL FRAMING TO SUPPORT
WALL IS PERMANENTLY ATTACHED. DO NOT EXCEED 1'-0" DIFFERENTIAL IN FILL LEVEL
ON OPPOSITE SIDES OF FOUNDATION WALLS.
4. THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR ANY GEOTECHNICAL ASPECTS OF
THIS PROJECT. THE OWNER SHALL EMPLOY A REGISTERED GEOTECHNICAL ENGINEER TO
PERFORM NECESSARY TESTING AND QUALITY CONTROL INSPECTIONS TO ENSURE THAT THE
REQUIREMENTS OF THE SOILS REPORT ARE COMPLIED WITH. ALL EARTHWORK SHALL BE
INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEER.
5. FOR CLARITY, ALL EXTERIOR SLABS AND SIDEWALKS MAY NOT BE SHOWN. FOR EXACT
DIMENSIONS, LOCATIONS, JOINT AND SLOPE LINES, ETC. SEE ARCHITECTURAL DRAWINGS.
CONCRETE:
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1. ALL CONCRETE WORK SHALL CONFORM WITH THE REQUIREMENTS OF ACI 301 AND
ACI 318. CEMENT PER ASTM C150, TYPE II. AGGREGATE PER ASTM C33.
LIGHTWEIGHT AGGREGATE PER ASTM C330. CONCRETE SHALL BE READY MIXED
IN ACCORDANCE WITH ASTM C94 AND SHALL BE DESIGNED FOR A MINIMUM 28 DAY
COMPRESSIVE STRENGTH AS FOLLOWS:
ELEVATED SLABS -----------------------------------------------------------5,000 PSI***
ELEVATED POST-TENSIONED SLABS --------------------------------5,000 PSI***
COLUMNS -----------------------------------------------------------------------4,000 PSI
LIGHTWEIGHT TOPPING FOR STEEL DECK ------------------------3,500 PSI
WALLS ---------------------------------------------------------------------------4,000 PSI
SLABS ON GRADE ------------------------------------------------------------3,000 PSI*,**
FOUNDATIONS AND CAISSONS -----------------------------------------3,000 PSI
* DESIGNED FOR 2500 PSI
**SEE NOTE 8 FOR SLABS CAST DIRECTLY ON A VAPOR BARRIER/RETARDER.
***SEE NOTE 9 FOR LOW DRYING SHRINKAGE MIX REQUIRED FOR ALL ELEVATED
CONCRETE SLABS.
2. FLY ASH - SHALL CONFORM TO ASTM C618, CLASS F AND SHALL BE LIMITED TO
25% OF CEMENTITIOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2
RELATIVE TO CEMENT REPLACED. CONCRETE SHALL BE FREE OF CHLORIDE. MAXIMUM
SLUMP 4 1/2" FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS USED, AN
8" MAXIMUM SLUMP IS ALLOWED AT PLACEMENT. ALL MIX DESIGNS SHALL BE DESIGNED
BY THE CONCRETE PRODUCTION FACILITY IN ACCORDANCE WITH ACI 301 AND SHALL BE
REVIEWED BY THE STRUCTURAL ENGINEER PRIOR TO PLACEMENT. MIX DESIGNS FOR
POST-TENSIONING CONCRETE SHALL BE PROPORTIONED SO AS TO MINIMIZE SHRINKAGE
CRACKING.
A. USE COARSE AGGREGATE QUANTITY, SIZE, AND GRADATION SPECIFIED BELOW
IN NOTES F AND G.
B. USE HIGH-RANGE OR MID-RANGE, WATER-REDUCING ADMIXTURE.
C. USE WATER TO CEMENTITIOUS RATIO OF 0.50 MAXIMUM.
D. USE SYNTHETIC MICRO FIBERS.
E. USE SHRINKAGE REDUCING ADMIXTURE OR SHRINKAGE COMPENSATING
ADMIXTURE AS REQUIRED.
F. ADMIXTURE MANUFACTURER SHALL ASSIST WITH THE DEVELOPMENT OF THE
MIX, SHALL ATTEND THE PRE-CONCRETE CONFERENCE, AND SHALL BE AT THE
INITIAL JOB PLACEMENT. COARSE-AGGREGATE SIZE FOR LOW DRYING
SHRINKAGE MIX: PROVIDE LARGEST TOPSIZE COARSE AGGREGATE AVAILABLE
THAT MEETS THE FOLLOWING CONSTRAINTS.
1) 1/5 OF NARROWEST DIMENSION BETWEEN SIDES OF FORMS.
2) 1/3 OF DEPTH OF SLABS.
3) 3/4 OF MINIMUM CLEAR DISTANCE BETWEEN REINFORCING BARS OR
BETWEEN BARS AND FORMS, WHICHEVER IS LEAST.
G. PER CUBIC YARD OF CONCRETE USE MINIMUM COARSE AGGREGATE OF 12
CUBIC FEET FOR 1 ½" OR LARGER TOPSIZE AGGREGATE; 11.5 CUBIC FEET FOR
TOPSIZE AGGREGATE 1 ¼" OR LARGER BUT LESS THAN 1 1/2"; 11 CUBIC FEET
FOR TOPSIZE AGGREGATE 1" OR LARGER BUT LESS THAN 1 1/4"; OR 10.5 CUBIC
FEET FOR TOPSIZE AGGREGATE LESS THAN 1". COMBINED AGGREGATE GRADATION
FOR SLABS AND OTHER DESIGNATED CONCRETE SHALL BE 8% - 18% FOR LARGE
TOP SIZE AGGREGATES (1 1/2 IN.) OR 8% - 22% FOR SMALLER TOP SIZE
AGGREGATES (1 IN. OR 3/4 IN.) RETAINED ON EACH SIEVE BELOW THE TOP
SIZE AND ABOVE THE NO. 100.
ELEVATED POST TENSIONED CONCRETE:
1. AT TRANSFER OF POST-TENSIONING, CONCRETE STRENGTH SHALL BE 3,000 PSI
MINIMUM.
2. POST-TENSIONING REINFORCING SHALL BE 1/2" DIAMETER WITH A MINIMUM CROSS
SECTIONAL AREA OF 0.153 IN^2, 7-WIRE STRANDS CONFORMING TO THE FOLLOWING:
POST-TENSIONING TENDON MATERIAL -------- STRESS RELIEVED --- LOW RELAXATION
ASTM DESIGNATION -------------------------------------------- A416 ------------------------ A416
ULTIMATE STRENGTH ----------------------------------------- 270 KSI --------------------- 270 KSI
MODULUS OF ELASTICITY ---------------------------------28000 KSI ------------------ 28000 KSI
TEMPORARY STRESS
TO OVERCOME FRICTION ------------------------------------ 216 KSI --------------------- 216 KSI
ANCHOR STRESS ----------------------------------------------- 189 KSI ---------------------- 189 KSI
EFFECTIVE STRESS -------------------------------------------- 159 KSI ---------------------- 174 KSI
ELONGATION --------------------------------------------------- .0825 IN/FT ----------------- .0825 IN/FT.
CONCRETE COVER -------------------------------------- 3/4" TO STRAND ------------ 3/4" TO STRAND
CONCRETE COVER ------------------------------------- 2 1/4" TO WEDGES ---------2 1/4" TO WEDGES
3. POST-TENSIONING DESIGN WAS PERFORMED USING LOW RELAXATION STRAND. SUPPLIER
MAY SUBSTITUTE WITH STRESS RELIEVED STRAND PROVIDED THEY PERFORM AND SUBMIT
THE NECESSARY CALCULATIONS.
4. STRANDS SHALL BE WRAPPED WITH MINIMUM 25 MIL EXTRUDED POLYETHYLENE
SHEATHING. ALL DAMAGE TO THE SHEATHING SHALL BE REPAIRED TO THE
SATISFACTION OF THE ENGINEER PRIOR TO PLACING CONCRETE. STRANDS SHALL BE
CLEAN AND FREE OF CORROSION. ALL TENDONS SHALL HAVE THEIR HEAT NUMBER MARKED
ON THE TAG ATTACHED TO THE TENDON.
5. ONE (1) SAMPLE OF EACH STRAND REEL SHALL BE TESTED BY AN APPROVED
LABORATORY. TEST RESULTS SHALL BE SUBMITTED TO THE ARCHITECT, STRUCTURAL
ENGINEER AND BUILDING DEPARTMENT FOR REVIEW PRIOR TO STRESSING.
6. ANCHORAGE HARDWARE SHALL BE SUPPLIED BY A MANUFACTURER WITH A CURRENT
ICC EVALUATION REPORT ON THE HARDWARE.
15. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO MANUFACTURE. SHOP
DRAWINGS SHALL INCLUDE BUT NOT BE LIMITED TO CENTERLINE OF PRESTRESSING
FORCE WITH OFFSETS INDICATED AT 3'-0" INTERVALS, DIMENSIONAL TOLERANCES FOR
LOCATIONS OF STRANDS, STRAND LAYOUT AND DIMENSIONS LOCATING STRANDS IN
HORIZONTAL PLANE, STRAND PROFILE SHOWING SUPPORTS, SUPPORT HEIGHTS, LOCATION
OF TYING STEEL, JACKING FORCES AT ANCHORAGE, TEMPORARY JACKING FORCES,
REQUIRED ELONGATIONS, SCHEDULE AND SEQUENCE OF TENSIONING, ETC.
4. HEADED STUDS SHALL BE NELSON TYPE H4L OR S3L OR APPROVED EQUAL AND SHALL
CONFORM TO ASTM A108, GRADES 1015 TO 1020 WITH A MINIMUM TENSILE STRENGTH
OF 65 KSI. DEFORMED BAR ANCHOR STUDS SHALL BE NELSON D2L STUDS OR APPROVED
EQUAL WITH A MINIMUM TENSILE STRENGTH OF 80 KSI. ATTACHMENT AND INSPECTION
OF HEADED STUDS AND ANCHOR STUDS SHALL CONFORM TO ALL REQUIREMENTS OF THE
LATEST EDITION OF THE "RECOMMENDED PRACTICES FOR STUD WELDING" AND THE
"STRUCTURAL WELDING CODE" PUBLISHED BY AWS.
16. THE CONTRACTOR RESPONSIBLE FOR THE PLACEMENT OF ALL POST-TENSIONING SHALL
HAVE A MINIMUM EXPERIENCE LEVEL OF 3 YEARS OR 5 PROJECTS FOR THIS TYPE OF
CONSTRUCTION.
5. SHEAR REINFORCEMENT AT THE SLAB COLUMN CONNECTION WHERE INDICATED
BY SSRS SHALL BE AS SHOWN ON THE DRAWINGS AND DETAILS. THE COMPLETE AND
FINISHED SHEAR STUD REINFORCEMENT (SSR) SHALL BE ICC ES EVALUATED AND
WELDING SHALL TAKE PLACE IN AN ICC ES AUDITED FACILITY. SSRS SHALL CONFORM
TO THE LATEST UPDATE OF ASTM A1044. THE SHEAR STUDS SHALL BE MADE OF THE
SAME MATERIAL AS INDICATED FOR HEADED STUDS. THE SHEAR STUD RAIL SHALL BE
LOW CARBON STEEL TYPE 44W WITH A YIELD STRENGTH OF 44 KSI AND A TENSILE
STRENGTH OF 65 KSI.
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MASONRY:
1. C.M.U. SHALL CONFORM TO ASTM C90, NORMAL OR MEDIUM WEIGHT, F'm =2,000
PSI AT 28 DAYS, RUNNING BOND, WITH A NET COMPRESSIVE STRENGTH OF 2000
PSI PER ASTM C140.
2. MORTAR SHALL CONFORM TO ASTM C270, TYPE S, 2,000 PSI. FINE OR COURSE GROUT
PER ASTM C476, 2,000 PSI AT 28 DAYS, TESTED PER ASTM C1019. GROUT SHALL BE
FREE OF CHLORIDE. GROUT MAY CONTAIN UP TO 18% FLY ASH AT THE APPROVAL OF
THE ARCHITECT.
3. SEE DRAWINGS FOR SIZE AND SPACING OF REINFORCING. LAP SPLICE ALL REINFORCING
PER TYPICAL DETAIL. ALL REINFORCING SHALL BE ACCURATELY LOCATED PRIOR TO AND
DURING GROUTING. TIE ALL VERTICAL REINFORCING AT 8'-0" VERTICALLY WITH
SINGLE WIRE LOOP TIE BY A.A. WIRE PRODUCTS COMPANY. DOWEL ALL VERTICAL
REINFORCING TO FOUNDATION WITH DOWELS TO MATCH SIZE AND SPACING OF VERTICAL
REINFORCING. PROVIDE BENT BARS TO MATCH HORIZONTAL BOND BEAM REINFORCING AT
CORNERS AND WALL INTERSECTIONS.
4. HORIZONTAL JOINT REINFORCING SHALL BE 9 GAGE LADDER OR TRUSS TYPE JOINT
REINFORCEMENT PER ASTM A82 AT 16" O.C. WITH 12" SPLICES. USE TRUSS TYPE
JOINT REINFORCEMENT IN BRICK OR COMPOSITE WALLS.
5. ALL CELLS AND COURSES WITH REINFORCING AND ADDITIONAL CELLS AND COURSES
NOTED ON DRAWINGS SHALL BE GROUTED SOLID. ALL MASONRY BELOW FINISHED FLOOR
OR GRADE SHALL BE GROUTED SOLID. MECHANICALLY VIBRATE GROUT IN VERTICAL
SPACES IMMEDIATELY AFTER POURING AND AGAIN ABOUT 5 MINUTES LATER. PROVIDE
CLEANOUTS IF GROUT POUR HEIGHT EXCEEDS 5'-4" IN BLOCK WALLS. IF THE
MASONRY HAS CURED FOR AT LEAST 4 HOURS, THE GROUT SLUMP IS MAINTAINED BETWEEN
10" AND 11", AND NO INTERMEDIATE BOND BEAMS ARE PLACED BETWEEN THE TOP
AND BOTTOM OF THE POUR HEIGHT, THEN GROUT MAY BE PLACED IN LIFTS UP TO 12'8"
TALL. STOP ALL GROUT LIFTS 1-1/2" BELOW THE TOP COURSE OF THE LIFT.
PLACE GROUT LIFTS CONTINUOUS FOR HEIGHT OF LINTELS.
DO NOT INTERRUPT GROUTING FOR MORE THAN ONE HOUR. FOG SPRAY ERECTED CMU
EVERY 8 HOURS FOR 48 HOURS FOLLOWING INSTALLATION WHEN TEMPERATURES EXCEED
100 DEGREES OR WHEN THE TEMPERATURE EXCEEDS 90 DEGREES AND THE WIND SPEED
IS GREATER THAN 8 MPH.
6. UNLESS NOTED OTHERWISE ON THE PLANS, PLACE CONTROL JOINTS IN MASONRY WALLS
SUCH THAT NO STRAIGHT RUN OF WALL EXCEEDS 25'-0". CONTROL JOINTS SHALL NOT
OCCUR AT WALL CORNERS, INTERSECTIONS, ENDS, WITHIN 24" OF CONCENTRATED
POINTS OF BEARING OR JAMBS, OR OVER OPENINGS UNLESS SPECIFICALLY SHOWN ON
THE STRUCTURAL DRAWINGS.
7. MORTAR AND GROUT SHALL BE TESTED BY A QUALIFIED TESTING AGENCY. TEST MORTAR,
GROUT, AND MASONRY UNITS AT THE FREQUENCY AND SAMPLING REQUIRED BY THE
CONSTRUCTION DOCUMENT TESTING TABLES.
REINFORCING STEEL:
1. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (Fy = 60 KSI) DEFORMED BARS FOR
ALL BARS UNLESS NOTED OTHERWISE.
ALL REINFORCING TO BE WELDED SHALL BE ASTM A706. WELDED WIRE
FABRIC PER ASTM A185, WIRE PER ASTM A82. NO TACK WELDING OF REINFORCING
BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER.
LATEST ACI CODE AND DETAILING MANUAL APPLY.
2. ACCURATELY PLACE OR SUPPORT ALL REINFORCING, INCLUDING WELDED WIRE FABRIC,
WITH GALVANIZED METAL CHAIRS, SPACERS OR HANGERS FOR THE FOLLOWING CLEAR
CONCRETE COVERAGES:
CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ------- 3"
EXPOSED TO EARTH OR WEATHER
#6 OR LARGER ----------------------------------------------------------------- 2"
#5 AND SMALLER -------------------------------------------------------------- 1 1/2"
COLUMNS (TO TIES) -------------------------------------------------------------- 1 1/2"
BEAMS (TO STIRRUPS) ---------------------------------------------------------- 1 1/2"
FLAT SLAB ------------------------------------------------------------------------------ 3/4"
POST-TENSIONED PARKING LEVELS ---------------------------------------1"TOP/ 3/4"BOTTOM
POST-TENSIONED BEAMS------------------------------1" STIRRUPS/ 1-1/2" PRIMARY REINFORCEMENT
ALL OTHER PER LATEST EDITION OF ACI 318.
04.06.15
revisions
6. ALL WELDING PER LATEST AMERICAN WELDING SOCIETY STANDARDS. ALL WELDING
SHALL BE PERFORMED BY WELDERS HOLDING VALID CERTIFICATES AND HAVING CURRENT
EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE DRAWINGS OR NOTES. CERTIFICATES
SHALL BE THOSE ISSUED BY AN ACCEPTED TESTING AGENCY. ALL WELDING DONE BY
E70 SERIES LOW HYDROGEN RODS UNLESS NOTED OTHERWISE. FOR GRADE 60
REINFORCING BARS, USE E80 SERIES. THESE DRAWINGS DO NOT DISTINGUISH BETWEEN
SHOP AND FIELD WELDS; THE CONTRACTOR MAY SHOP WELD OR FIELD WELD AT HIS
DISCRETION. SHOP WELDS AND FIELD WELDS SHALL BE SHOWN ON THE SHOP DRAWINGS
SUBMITTED FOR REVIEW. ALL FULL (COMPLETE) PENETRATION WELDS SHALL BE TESTED
AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY.
7. NON-SHRINK GROUT SHALL BE 5,000 PSI, FIVE STAR, SIKA 212 OR EQUIVALENT.
INSTALL NON-SHRINK GROUT UNDER BEARING PLATES BEFORE FRAMING MEMBER IS
INSTALLED. AT COLUMNS, INSTALL NON-SHRINK GROUT UNDER BASEPLATES AFTER
COLUMN HAS BEEN PLUMBED BUT PRIOR TO FLOOR OR ROOF INSTALLATION.
STEEL DECK:
1. STEEL ROOF DECK SHALL BE 1 1/2" DEEP, 36" WIDE, 22 GAGE PAINTED STEEL,
WITH MINIMUM YIELD STRESS OF 50 KSI, WITH MINIMUM +S = 0.176 IN^3
AND I = 0.192 IN^4 PER FOOT OF WIDTH. DECK SHALL BE ERECTED IN ACCORDANCE
WITH MANUFACTURER'S RECOMMENDATIONS AS 3 SPAN MINIMUM AND SHALL BE ATTACHED
FOR A MINIMUM DIAPHRAGM SHEAR CAPACITY OF 476 PLF USING THE FOLLOWING
MINIMUM ATTACHMENTS:
ATTACH DECK TO SUPPORTING MEMBERS WITH (4) #12-24 X 1 1/4" LONG TEKS/5 HEX
WASHER HEAD SCREWS PER SHEET AT ENDS, END LAPS, AND AT INTERMEDIATE
SUPPORTS, AND AT 12" O.C. AT PERIMETER BEAM AND OPENING EDGES RUNNING
PARALLEL TO THE DECK. SIDE SEAM ATTACHMENT SHALL BE VERCO PUNCHLOCK II
(VSC2) PUNCHES AT 24" O.C. OR EQUAL.
2. COMPOSITE FLOOR DECK SHALL BE 3" DEEP, 36" WIDE, 19 GAGE GALVANIZED STEEL,
WITH MINIMUM YIELD STRESS OF 50 KSI, WITH MINIMUM -S eff = 0.652 IN^3 AND I =
1.067 IN^4 PER FOOT OF WIDTH. DECK SHALL BE DEFORMED/INDENTED TO PROVIDE A
MECHANICAL BOND WITH THE CONCRETE. DECK SHALL BE ERECTED IN ACCORDANCE WITH
MANUFACTURER'S RECOMMENDATIONS AS 3 SPAN MINIMUM AND SHALL BE ATTACHED FOR A
MINIMUM DIAPHRAGM SHEAR CAPACITY OF 510 PLF USING THE FOLLOWING MINIMUM
ATTACHMENTS:
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
7. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH
ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY
DISCREPANCY WITH THE ARCHITECT. DO NOT USE SCALED DIMENSIONS.
3. BOLTS SHALL BE ASTM A325N, TYPE 1., UNLESS NOTED OTHERWISE.
BOLTS MAY BE TIGHTENED USING ANY AISC APPROVED METHOD.
ALL HIGH STRENGTH BOLTING SHALL BE INSPECTED BY AN
INDEPENDENT TESTING LABORATORY TO ENSURE BOLT TENSION.
IFI C A TE N
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2. ANCHOR BOLTS SHALL BE ASTM A36 OR A307, GRADE A. ANCHOR RODS SHALL BE
ASTM F1554, GRADE 36. THREADED RODS SHALL BE ASTM A36.
14. THE CONTRACTOR SHALL SUBMIT CONCRETE PLACEMENT AND STRESSING SEQUENCES TO
ENGINEER FOR REVIEW PRIOR TO PROCEEDING WITH PLACEMENT OF STRANDS.
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27349
RONALD H.
SCHNEIDER
A Marriott Brand Hotel
6. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL
NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL
CONFORM TO SIMILAR WORK ON THE PROJECT. FOR BIDDING PURPOSES, WHERE ANY
MEMBER IS SHOWN BUT NOT CALLED OUT, THE LARGEST SIMILAR MEMBER SHALL BE
UTILIZED.
13. WHILE STRESSING, FIELD TESTS SHALL BE MADE WITH JACKS OR OTHER INSTRUMENTS
ON TENDONS TO DETERMINE ELONGATION AND STRESSING FORCE. FIELD READINGS OF
ELONGATIONS AND/OR STRESSING FORCES SHALL NOT VARY MORE THAN 7% FROM
CALCULATED REQUIRED VALUES.
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5. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, THE
CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL
COORDINATE ALL DETAILS WITH ALL TRADES.
8. PROPORTION LOW SHRINKAGE CONCRETE MIXTURES AS FOLLOWS:
LOW DRYING SHRINKAGE MIX: MAXIMUM SHRINKAGE OF 0.04% - .044% AT
28 DAYS PER ASTM C 157 "STANDARD TEST METHOD FOR LENGTH CHANGE OF
HARDENED HYDRAULIC-CEMENT MORTAR AND CONCRETE" OR USING EMBEDDED
VIBRATING WIRE STRAIN GAUGES. RESULTS OF TESTING SHALL BE SUBMITTED TO
ENGINEER.
THE FOLLOWING MIX DESIGN SUGGESTIONS MAY BE USED INDIVIDUALLY,
IN ENTIRETY, OR NOT AT ALL TO ASSIST THE CONCRETE SUPPLIER IN
SUPPLYING A MIX DESIGN THAT WILL MEET THE PERFORMANCE STANDARD STATED
ABOVE. REGARDLESS OF METHODS/DESIGN CHOSEN, THE MAXIMUM SHRINKAGE
SHALL BE AS STATED ABOVE.
12. RECORDS OF ALL JACKING FORCES AND ELONGATIONS SHALL BE KEPT BY A CERTIFIED
POST TENSION INSPECTOR AND SHALL BE PROMPTLY SUBMITTED TO THE ARCHITECT AND
STRUCTURAL ENGINEER.
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4. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL,
PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS
PRIOR TO CONSTRUCTION.
A. USE OF CONCRETE MIXES WHICH USE THE LARGEST SIZE AGGREGATE POSSIBLE
AND EVENLY DISTRIBUTED AGGREGATE MIXES WITH LIMITED GAP GRADING.
B. USE OF SHRINKAGE REDUCING ADMIXTURES.
C. USE OF MACRO FIBER ADMIXTURES WHICH REDUCE CURLING.
D. CUTTING SLAB JOINTS WITHIN 12 HOURS USING AN EARLY ENTRY SAW.
E. USING THE MAXIMUM AMOUNT OF FLYASH ALLOWABLE TO REDUCE CEMENT.
F. REDUCE WATER CEMENT RATIOS WHILE USING WATER-REDUCING ADMIXTURES
THAT DON'T INCREASE SHRINKAGE.
G. AGGRESSIVE CURING MEASURES THAT RETARD THE EVAPORATION OF WATER
FROM THE SURFACE OF THE CONCRETE.
11. GROUT OR CONCRETE CONTAINING CHLORIDES SHALL NOT BE USED IN THE VICINITY OF
THE TENDONS OR ANCHORS.
1. ALL STEEL CONSTRUCTION SHALL CONFORM WITH THE LATEST AISC HANDBOOK.
ALL STRUCTURAL STEEL W SECTIONS SHALL BE ASTM A992 (Fy = 50 KSI). ALL
RECTANGULAR HSS SHALL BE ASTM A500, GRADE B (Fy = 46 KSI). ALL ROUND HSS
SHALL BE ASTM A500, GRADE B (Fy = 42 KSI). ALL PIPE STEEL SHALL BE
ASTM A53, GRADE B (Fy = 35 KSI). ALL OTHER STRUCTURAL SHAPES AND
PLATES SHALL BE ASTM A36 (Fy = 36 KSI). SHOP PAINT ALL STEEL SURFACES WITH
FABRICATOR'S STANDARD RUST-INHIBITING PRIMER EXCEPT AT SURFACES ENCASED
IN CONCRETE, SURFACES TO RECEIVE FIREPROOFING, OR SURFACES ENCLOSED WITHIN
THE BUILDING FINISHES. BEAMS, COLUMNS AND BRACES SHALL NOT BE SPLICED
WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
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3. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH
STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA.
7. THE SLABS ON GRADE ON THIS PROJECT ARE DIRECTLY CAST ONTO A VAPOR
BARRIER/RETARDER. VAPOR BARRIERS/RETARDERS HAVE BEEN REPORTED TO AFFECT THE
BEHAVIOR OF THE CONCRETE IN THE SLAB BY INCREASING FINISHING TIME, PROMOTING
CRACKING, INCREASING SLAB CURLING, AND REDUCING STRENGTH. THEREFORE, THE
CONTRACTOR SHALL BE RESPONSIBLE FOR USING THEIR EXPERIENCE FOR APPLYING AND
EMPLOYING MEASURES AND INSTALLING THE CONCRETE IN SUCH A WAY AS TO MITIGATE
THESE UNDESIRABLE EFFECTS. THE FOLLOWING ARE SOME RECOMMENDATIONS THAT
THE CONTRACTOR MAY CONSIDER IN THEIR CONCRETE PLACEMENT PLANS.
10. PLACE 2 #4 CONTINUOUS BARS BEHIND ALL ANCHORAGES FOR STRANDS.
STRUCTURAL STEEL:
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2. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION.
LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.
6. MACRO FIBER - HIGH VOLUME SYNTHETIC FIBER MAY BE SUBSTITUTED AT A RATE
OF 4 POUNDS PER CUBIC YARD OF CONCRETE FOR WELDED WIRE FABRIC IN SLABS ON
GRADE AND SLABS ON METAL DECK. ACCEPTABLE PRODUCTS INCLUDE GRACE STRUX
90/40, PROPEX FIBERMESH 650, EUCLID TUF-STRAND SF, FORTA FERRO.
9. DRAPES SHALL CONFORM TO CONTROLLING POINTS SHOWN ON DRAWINGS AND SHOULD BE
IN AN APPROXIMATELY PARABOLIC DRAPE BETWEEN SUPPORTS U.N.O. DIMENSIONS
INDICATE THE CENTER OF GRAVITY OF THE TENDON OR GROUP OF TENDONS. LOW
POINTS ARE AT MIDSPAN, UNLESS NOTED OTHERWISE. SECURELY POSITION ALL STRANDS
TO PREVENT DISPLACEMENT DURING SUBSEQUENT OPERATIONS AT SPACINGS NOT TO
EXCEED 4'-0". ALL TOLERANCES FOR STRAND PLACEMENT SHALL CONFORM TO THE ACI
CODE. TWISTING OR ENTWINING OF INDIVIDUAL WIRES OR STRANDS WITHIN A BUNDLE
OR A BEAM SHALL NOT BE PERMITTED.
5. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI
SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION
WITH STANDARD 90 DEGREE HOOKS UNLESS NOTED OTHERWISE. SKEW HOOKS AS REQUIRED
TO MAINTAIN CONCRETE COVER. SECURELY TIE ALL BARS IN LOCATION BEFORE
PLACING CONCRETE. CONCRETE COLUMN DOWEL EMBEDMENT SHALL BE A STANDARD
COMPRESSION DOWEL WITH EMBEDMENT LENGTH ACCORDING TO THE LATEST EDITION OF
THE ACI 318.
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1. THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE.
THEY DO NOT INDICATE THE METHOD OR SEQUENCE OF CONSTRUCTION. THE
CONTRACTOR SHALL BE RESPONSIBLE FOR AND PROVIDE ALL MEASURES NECESSARY TO
PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE,
BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION
EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE
CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF
CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO
(NOR SHALL OBSERVATION VISITS TO THE SITE INCLUDE INSPECTION OF THESE
ITEMS). THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND
IMPLEMENTATION OF ALL SCAFFOLDING, BRACING AND SHORING.
5. TESTING OF COMPRESSIVE STRENGTH AND SLUMP PER ASTM C31, C39 AND C143.
PROVIDE A MINIMUM OF 3 CYLINDERS (4 FOR 4"X 8" CYLINDERS) FOR EACH DAY'S
PLACEMENT U.N.O. A QUALIFIED TESTING LABORATORY SHALL TEST ONE CYLINDER
AT 7 DAYS AND TWO (THREE FOR 4" X 8" CYLINDERS) AT 28 DAYS.
8. ALL POCKETS REQUIRED FOR ANCHORAGE SHALL BE REINFORCED SO AS NOT TO DECREASE
THE STRENGTH OF THE STRUCTURE. ALL POCKETS SHALL BE WATERPROOFED PER PTI
RECOMMENDATIONS SO AS TO ELIMINATE WATER LEAKAGE THRU THE POCKET.
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
4. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER.
SPLICED BARS SHALL BE PLACED AT THE SAME EFFECTIVE DEPTH U.N.O. ALL
REINFORCING NOTED AS "CONTINUOUS" SHALL BE FULLY CONTINUOUS AND SPLICED.
PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL
CORNERS AND INTERSECTIONS PER TYPICAL DETAILS.
DA
GENERAL:
4. PROVIDE SLEEVES FOR ALL UTILITY OPENINGS. DO NOT CUT ANY REINFORCING AT
OPENINGS. CONCRETE WHICH HAS CONTAINED WATER FOR MORE THAN 90 MINUTES (60
MINUTES IF AIR TEMPERATURE EXCEEDS 85 DEGREES) SHALL NOT BE USED.
RETEMPERING OF CONCRETE AFTER INITIAL SET IS NOT ALLOWED. CURE EXPOSED
CONCRETE PER ACI 301 FOR A MINIMUM OF 7 DAYS.
7. ALL INSERTS AND SLEEVES SHALL BE CAST-IN-PLACE WHENEVER FEASIBLE. DRILLED
OR POWDER DRIVEN FASTENERS WILL BE PERMITTED WHEN IT CAN BE SHOWN THAT THE
INSERTS WILL NOT SPALL THE CONCRETE AND ARE LOCATED SO AS TO AVOID THE TENDONS
AND ANCHORAGES.
ATTACH DECK TO SUPPORTING MEMBERS WITH (4) #12-24 X 1 1/4" LONG TEKS/5 HEX
WASHER HEAD SCREWS PER SHEET AT ENDS, END LAPS, AND AT INTERMEDIATE
SUPPORTS, AND AT 12" O.C. AT PERIMETER BEAM AND OPENING EDGES RUNNING
PARALLEL TO THE DECK. SIDE SEAM ATTACHMENT SHALL BE VERCO PUNCHLOCK II
(VSC2) PUNCHES AT 24" O.C. OR EQUAL.
3. ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN LIGHT GAGE STEEL
DECK WORK. WELD DECK WITH E60 SERIES LOW HYDROGEN RODS.
GENERAL STRUCTURAL NOTES
LOADS:
ROOF LIVE LOAD = 20 PSF (REDUCIBLE).
SUPERIMPOSED DEAD LOAD ON ROOF TRUSSES & JOISTS = 15 PSF (17 PSF METAL
ROOF CONDITION)
HOTEL FLOOR LIVE LOAD = 40 PSF (REDUCIBLE).
HOTEL CORRIDORS LIVE LOAD = 100 PSF (REDUCIBLE).
PARKING LIVE LOAD = 40 PSF.
PARTITION LOAD = 12 PSF BY WALL AREA FOR WALLS SHOWN ON ARCHITECTURAL.
ROOF USED FOR ASSEMBLY PURPOSES = 100 PSF (UNREDUCIBLE).
STAIR LIVE LOAD = 100 PSF.
WIND DESIGN: ULTIMATE WIND SPEED(Vult) = 115 MPH (3 SECOND GUST).
EXPOSURE B.
INTERNAL PRESSURE COEFFICIENT (GCpi) = +-0.18. C&C = +-28.3 PSF FOR ZONE 4
REGIONS PER ASCE 7-10.
SEISMIC DESIGN: Ie = 1.0. Ss = 0.287g. S1 = 0.081g. SOIL SITE CLASS = C.
Sds = 0.230g. SD1 = 0.092g. SEISMIC DESIGN CATEGORY B.
PARKING LEVELS ARE ORDINARY REINFORCED CONCRETE SHEAR WALLS. HOTEL
LEVELS ARE LIGHT-FRAME (COLD--FORMED STEEL) WALLS WITH STEEL SHEETS.
Vbase = 512.83 KIPS. Cs = 0.023. R = 4. EQUIVALENT
LATERAL FORCE PROCEDURE.
LATERAL LOADS INDICATED ARE INTENDED FOR ULTIMATE LIMIT STATES PER ASCE 7-10.
3. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE
NEED BE VIBRATED ONLY AROUND UNDER-FLOOR DUCTS, ETC. DO NOT DROP CONCRETE
MORE THAN FIVE FEET WITH OUT THE USE OF TREMIES.
UNLESS APPROVED OTHERWISE IN WRITING BY THE ARCHITECT,
ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY CONTROL
JOINTS (KEYED OR SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH THAT THE
ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL JOINTS NEED
ONLY OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS MAY BE SAW CUT.
CAST CLOSURE POUR AROUND COLUMNS AFTER COLUMN DEAD LOAD IS APPLIED.
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
2012 EDITION OF THE INTERNATIONAL BUILDING CODE, WITH LOCAL AMENDMENTS.
RISK CATEGORY II.
4. CONCENTRATED/HANGING LOADS ON STEEL ROOF DECK SHALL BE LIMITED TO SUSPENDED
ACOUSTICAL CEILINGS AND LIGHT DUCT WORK. ALL OTHER CONCENTRATED/HANGING
LOADS ARE NOT ALLOWED WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL
ENGINEER.
LOW VELOCITY POWDER ACTUATED FASTENERS (P.A.F.):
1. LOW VELOCITY P.A.F. SHALL BE HILTI X-U FASTENERS WITH A MINIMUM SHANK
DIAMETER OF .157" INSTALLED AND COMPLYING WITH ICC ES REPORT NO. 2269.
3. LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP SPLICES
PER LATEST EDITION OF ACI 318. STAGGER SPLICES A MINIMUM OF ONE LAP.
LENGTH. LAPS IN WELDED WIRE FABRIC SHALL BE MADE SO THAT THE OVERLAP,
MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRIC SHEET, IS NOT LESS
THAN THE SPACING OF CROSS WIRES PLUS 2 INCHES.
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S1.0
ASSOCIATES LTD
ARCHITECTS AIA
GENERAL STRUCTURAL NOTES
INTERPRETATION OF DRAWINGS
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
(APPLY UNLESS NOTED OTHERWISE)
SPECIAL INSPECTIONS AND TESTING:
HILTI "KWIK BOLT TZ"
HILTI "HDA UNDERCUT ANCHOR"
HILTI "HSL-3 HD EXPANSION ANCHOR"
SIMPSON "STRONG BOLT WEDGE ANCHOR"
SIMPSON "STRONG BOLT 2 WEDGE ANCHOR"
SIMPSON "TORQ-CUT"
POWERS "POWER-STUD+ SD1"
POWERS "POWER-STUD+ SD2"
ICC REPORT ESR-1917
ICC REPORT ESR-1546
ICC REPORT ESR-1545
ICC REPORT ESR-1771
ICC REPORT ESR-3037
ICC REPORT ESR-PENDING
ICC REPORT ESR-2818
ICC REPORT ESR-2502
5. SCREW BOLTS FOR CONCRETE SHALL BE ONE OF THE FOLLOWING APPROVED PRODUCTS
SATISFYING CRACKED CONCRETE REQUIREMENTS IN ACCORDANCE WITH ACI APPENDIX D.
SIMPSON "TITEN HD"
POWERS "WEDGE BOLT+"
ICC REPORT ESR-2713
ICC REPORT ESR-2526
6. ANCHORS POST INSTALLED OR CAST-IN PLACE IN CONCRETE SHALL BE ONE OF THE
FOLLOWING APPROVED PRODUCTS SATISFYING CRACKED CONCRETE REQUIREMENTS IN
ACCORDANCE WITH ACI APPENDIX D.
HILTI "KWIK HUS EZ-1"
HILTI "HCI-WF"
HILTI "HCI-MD"
POWERS "SNAKE+ ANCHOR"
SIMPSON "BLUE BANGER HANGER"
SIMPSON "TITEN HD THREADED ROD HANGER"
POWERS "WOOD-KNOCKER"
POWERS "BANG-IT"
ICC REPORT ESR-3027
2. TRUSSES SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH IBC CHAPTER 23
TO SUPPORT SELF WEIGHT PLUS LIVE LOAD, SUPERIMPOSED DEAD LOADS, AND LATERAL
LOADS STATED IN THE GENERAL STRUCTURAL NOTES OR LOCATED ON PLANS. ROOF TRUSSES
SHALL BE DESIGNED TO ACCOMMODATE A FUTURE MECHANICAL LOAD OF 300 POUNDS AT
ANY LOCATION. THE UNIFORM LOADS DO NOT INCLUDE SPECIAL OR ADDITIONAL LOADS
NOTED ON THE PLANS OR DETAILS.
3. LIMIT TOTAL LOAD DEFLECTIONS TO SPAN/240 AT SIMPLE SPANS U.N.O. LIMIT LIVE
LOAD DEFLECTIONS TO SPAN/360 AT SIMPLE SPANS U.N.O. ALL TRUSSES SHALL BE
CAMBERED FOR 0.9 TIMES THE DESIGN DEAD LOAD, UNLESS SUCH CAMBER WOULD BE LESS
THAN 3/4", IN WHICH CASE NO CAMBER IS REQUIRED.
A) THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE
TO THE APPROVED CONSTRUCTION DOCUMENTS.
B) THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING
OFFICIAL, AND TO THE ENGINEER OR ARCHITECT OF RECORD. REPORTS SHALL
INDICATE THAT WORK INSPECTED WAS DONE IN CONFORMANCE TO APPROVED
CONSTRUCTION DOCUMENTS. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE
ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE
ENGINEER OR ARCHITECT OF RECORD AND THE BUILDING OFFICIAL. IT IS
EXPECTED THAT REPORTS WILL BE SUBMITTED ON A WEEKLY BASIS AT A MINIMUM.
C) UPON COMPLETION OF THE ASSIGNED WORK, THE SPECIAL INSPECTOR SHALL
COMPLETE AND SIGN THE APPROPRIATE FORMS CERTIFYING THAT, TO THE BEST
OF HIS KNOWLEDGE, THE WORK IS IN CONFORMANCE WITH THE APPROVED
CONSTRUCTION DOCUMENTS, AND THE APPLICABLE WORKMANSHIP PROVISIONS OF
THE CODE.
SW
7. ALL FABRICATION SHALL BE PERFORMED ON THE PREMISES OF A FABRICATOR
REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION.
ER T
C
ona l E n g in
IFI C A TE N
SEE PLANS AND SCHEDULES FOR SIZE
AND REINFORCING
STEEL STUD WALL U.N.O.
SEE PLANS AND SCHEDULES FOR SIZE
Swaim job #
SHEAR WALL
SEE PLANS FOR LOCATION, SIZE AND TYPE
1317
TWO-SIDED SHEAR WALL
SEE PLANS FOR LOCATION, SIZE AND TYPE
HOLDOWN ANCHOR
SEE PLANS FOR LOCATION AND TYPE
ES
I
AR
E
. /.
1
. 5.
CONCRETE WALL U.N.O.
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
FORS job #
1449
date
04.06.15
SWC
SHEAR WALL CHORD
SEE PLANS FOR LOCATION AND TYPE
M.C.J.
MASONRY CONTROL JOINT
SEE PLANS FOR LOCATION
SLAB DEPRESSION
VERIFY DEPTH WITH ARCHITECTURAL DRAWINGS
DIRECTION OF SLOPE
VERIFY SLOPE WITH ARCHITECTURAL AND/OR
MECHANICAL DRAWINGS
100' -0"
1
revisions
ELEVATION TARGET
REVISION SYMBOL
OPENING
1. ALL COLD FORMED STEEL FRAMING SHALL BE FABRICATED AND ERECTED IN ACCORDANCE
WITH MANUFACTURER'S RECOMMENDATIONS AND IN ACCORDANCE WITH THE LATEST
EDITION OF "SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL
MEMBERS" BY THE AMERICAN IRON AND STEEL INSTITUTE.
2. STEEL FOR 97, 68 AND 54 MIL STUDS AND JOISTS, AND FOR ALL DIAGONAL TENSION
STRAPS SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI AND SHALL CONFORM TO
ASTM A1003, STRUCTURAL GRADE 50, TYPE H. STEEL FOR ALL 43 AND 33 MIL STUDS
AND JOISTS, AND FOR ALL THICKNESSES OF TRACK, ACCESSORIES AND BRIDGING SHALL
HAVE A MINIMUM YIELD STRENGTH OF 33 KSI AND SHALL CONFORM TO ASTM A1003,
STRUCTURAL GRADE 33, TYPE H. STUDS, JOISTS, TRACKS AND ACCESSORIES SHALL
HAVE A MINIMUM METALLIC COATING COMPLYING WITH THE REQUIREMENTS OF ASTM
A1003. ADDITIONAL CORROSION PROTECTION SHALL NOT BE REQUIRED ON EDGES OF
METALLIC-COATED STEEL FRAMING MEMBERS, SHOP OR FIELD CUT, PUNCHED OR
DRILLED. FRAMING MEMBERS SHALL BE LOCATED WITHIN BUILDING ENVELOPE AND
ADEQUATELY SHIELDED FROM DIRECT CONTACT WITH MOISTURE FROM THE GROUND OR
OUTDOOR CLIMATE.
3. THE SLAB SHALL BE LEVEL AND FREE FROM DEFECTS BENEATH LOAD BEARING
WALL TRACKS. IF THE SLAB IS NOT LEVEL, PROVISIONS SHALL BE MADE TO
PROVIDE A UNIFORM BEARING SURFACE WITH A MAXIMUM 1/4" GAP BETWEEN THE
BOTTOM TRACK OR RIM TRACK AND THE SLAB. THIS SHALL BE
ACCOMPLISHED THROUGH THE USE OF LOAD BEARING SHIMS OR NON SHRINK GROUT
PROVIDED BETWEEN THE UNDERSIDE OF THE TRACK AND THE TOP OF THE SLAB
AT BEARING STUD OR JOIST LOCATIONS.
4. ALL STUDS SHALL SEATED TIGHT FOR FULL END BEARING ON THE TOP AND BOTTOM
TRACKS. TIGHT SEATING, PER THE AISI, SHALL CONSIST OF STUDS WITH NO MORE
THAN A 1/8" GAP BETWEEN THE STUD AND THE WEB OF THE TRACK.
DO NOT SPLICE OR NOTCH FLANGES OF STUDS, JOISTS OR TENSION STRAPS
UNLESS NOTED. UNLESS NOTED OTHERWISE, PROVIDE DOUBLE STUDS AT ALL JAMBS,
CORNERS, INTERSECTIONS, BEAM BEARINGS AND STEEL JOIST BEARINGS WHERE
SPACING EXCEEDS 4'0" ON CENTER. DOUBLE UP JOISTS BELOW PARTITIONS AND
AT ROOF (AND FLOOR) OPENINGS WHICH INTERRUPT ANY MEMBERS UNLESS NOTED
OTHERWISE.
5/18/2017 11:20:12 PM
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
5. SCREW CONNECTIONS FOR STEEL TO STEEL AND SHEATHING TO STEEL SHALL CONFORM
TO THE ASTM C1513 STANDARD. SCREW FASTENERS SHALL EXTEND THROUGH THE
STEEL CONNECTION A MINIMUM OF THREE (3) EXPOSED THREADS. SCREW FASTENERS
SHALL PENETRATE INDIVIDUAL COMPONENTS OF CONNECTIONS WITHOUT CAUSING
PERMANENT SEPERATION BETWEEN COMPONENTS.
6. WELDED CONNECTIONS FOR COLD FORMED STEEL SHALL BE IN ACCORDANCE WITH
AISI S100 AND AWS D1.3.
7. BRIDGING SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATION WITH THE
FOLLOWING MINIMUM REQUIREMENTS: FOR WALLS WITH NO AXIAL LOAD, PROVIDE
BRIDGING AT MID-HEIGHT FOR WALLS LESS THAN OR EQUAL TO 10'-0" HIGH, AND
5'-0" O.C. MAXIMUM FOR WALLS GREATER THAN 10'-0" HIGH. FOR AXIAL LOAD
BEARING WALLS, PROVIDE BRIDGING EQUALLY SPACED AT 4'-0" MAXIMUM. IN
ADDITION, BLOCKING OR BRIDGING SHALL BE PROVIDED AT ROOF (AND FLOOR) LINES
AND ELSEWHERE AS NOTED ON THE DRAWINGS. SOLID BLOCKING SHALL BE INSTALLED
IN LIEU OF BRIDGING WHERE NOTED ON THE DRAWINGS. WELDING SHALL BE PERFORMED
BY WELDERS EXPERIENCED IN LIGHT GAGE STEEL FRAMING CONSTRUCTION.
U-CHANNEL BRIDGING SHALL BE CAPABLE OF 565 LBS. OF AXIAL COMPRESSION
WHEN STUDS ARE SPACED AT 24 INCHES ON CENTER. U-CHANNEL BRIDGING
SHALL BE CAPABLE OF 57.5 FT-LBS OF STRONG AXIS MOMENT.
8. BLOCKING SHALL BE THE SAME GAGE AS THE STUDS. PLACE 1/2" DIAMETER ANCHOR
BOLTS IN TRACKS WITH SPACINGS NOT TO EXCEED 4'-0" O.C. AND AT ALL JAMBS,
INTERSECTIONS, CORNERS, AND WALL ENDS (2 ANCHOR BOLTS MINIMUM PER TRACK).
SHEAR STUDS
2. PROVIDE SUBMITTALS IN A TIMELY MANNER TO ALLOW FIVE WORKING DAYS FOR
THE ENGINEER'S REVIEW. FOR HARD COPY SUBMITTALS, PROVIDE NO MORE THAN
FOUR SETS FOR REVIEW (ONE COPY TO BE RETAINED BY THE ENGINEER). FOR
ELECTRONIC SUBMITTALS, PROVIDE PDF FILES ONLY. ALL SUBMITTALS WITH
A REQUESTED REVIEW TIME OF LESS THAN FIVE WORKING DAYS MAY BE RETURNED
WITHOUT REVIEW AT THE ENGINEER’S DISCRETION.
3. CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE AS SHOP DRAWINGS.
THE MANUFACTURER OR FABRICATOR SHALL CLOUD ANY CHANGES, SUBSTITUTIONS,
AND/OR DEVIATIONS FROM THE CONTRACT DOCUMENTS. ANY CHANGES, SUBSTITUTIONS,
AND/OR DEVIATIONS THAT ARE NOT CLOUDED OR FLAGGED SHALL NOT BE CONSIDERED
ALLOWED AFTER THE ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY BY THE
ENGINEER.
4. THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL TO THE
ENGINEER. CLEARLY INDICATE ITEMS NOT IN ACCORDANCE WITH THE CONTRACT
DOCUMENTS. VERIFY DIMENSIONS WITH THE ARCHITECT.
5. THE ENGINEER'S REVIEW IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN
OBTAINING CORRECT SHOP DRAWINGS. RESPONSIBILITY FOR CORRECTNESS AND
COMPLETENESS SHALL REST WITH THE CONTRACTOR. SHOP DRAWINGS WILL BE
RETURNED FOR RESUBMITTAL IF SIGNIFICANT ERRORS ARE FOUND DURING REVIEW.
6. THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. SHOP DRAWINGS
PROCESSED BY THE ENGINEER SHALL NOT BE CONSIDERED CHANGE ORDERS. ITEMS THAT
ARE OMITTED OR SHOWN INCORRECTLY AND THAT ARE NOT FLAGGED BY THE ENGINEER
ARE NOT TO BE CONSIDERED CHANGES TO CONTRACT DOCUMENTS. IT IS THE
CONTRACTOR'S RESPONSIBILITY TO CONSTRUCT ITEMS ACCORDING TO THE CONTRACT
DOCUMENTS. SHOULD A DISCREPANCY BE NOTED BETWEEN THE REVIEWED
AND RETURNED SHOP DRAWINGS AND THE CONTRACT DOCUMENTS, THE CONTRACT
DOCUMENTS SHALL GOVERN.
7. THE ENGINEER RESERVES THE RIGHT TO MAKE CHANGES TO THE CONTRACT DOCUMENTS
AT ANY TIME BEFORE OR AFTER SHOP DRAWING REVIEW.
8. THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS
WITH THE DESIGNING OR SUBMITTING PARTY.
DEFERRED SUBMITTALS: (PER 2012 IBC 107.3.4.1)
1. FOR THE PURPOSES OF THIS SECTION, DEFERRED SUBMITTALS ARE DEFINED AS THOSE
PORTIONS OF THE DESIGN THAT ARE NOT SUBMITTED AT THE TIME OF THE APPLICATION
AND WHICH ARE TO BE SUBMITTED TO THE BUILDING OFFICIAL WITHIN A SPECIFIED
PERIOD.
2. DEFERRAL OF ANY SUBMITTAL ITEMS SHALL HAVE PRIOR APPROVAL OF THE BUILDING
OFFICIAL. THE ARCHITECT OR ENGINEER OF RECORD SHALL LIST THE DEFERRED
SUBMITTALS ON THE PLANS AND THE CONTRACTOR SHALL SUBMIT THE DEFERRED
SUBMITTAL DOCUMENTS FOR REVIEW BY THE BUILDING OFFICIAL.
3. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE
ARCHITECT OR ENGINEER OF RECORD A MINIMUM OF 30 DAYS PRIOR TO FABRICATION.
THE DOCUMENTS SHALL BE REVIEWED FOR GENERAL CONFORMANCE WITH THE DRAWINGS. A
COPY OF THE DEFERRED SUBMITTAL DOCUMENTS SHALL BE SUBMITTED TO THE BUILDING
OFFICIAL WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS
HAVE BEEN REVIEWED. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED
UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE
BUILDING OFFICIAL.
ABBREVIATIONS
A.B.C.
A.F.F.
ALT
A.B.
B.F.F
B.O.B.
B.O.D.
B.O.F.
B.O.S.
BOT.
BRG
C.I.P.
C.L.
CLR
CONC.
CONC. C.J.
C.M.U.
CONN.
CONT.
D.L.
DIA.
DN
DWG(S)
E.F.
E.O.S.
EQ
EQUIP.
EXP. BOLT
E.J.
E.W.
F.F.E.
GA
GALV.
G.S.N.
GLB (GLULAM)
HSA
HORIZ.
I.B.C.
I.C.C.
K(KIP)
LB(S)
LG.
L.L.
L.L.H.
AGGREGATE BASE COURSE
ABOVE FINISHED FLOOR
ALTERNATE
ANCHOR BOLT
BELOW FINISHED FLOOR
BOTTOM OF BEAM
BOTTOM OF DECK
BOTTOM OF FOOTING
BOTTOM OF STEEL
BOTTOM
BEARING
CAST IN PLACE
CENTERLINE
CLEAR
CONCRETE
CONCRETE CONTROL JOINT
CONCRETE MASONRY UNIT
CONNECTION
CONTINUOUS
DEAD LOAD
DIAMETER
DOWN
DRAWING(S)
EACH FACE
EDGE OF SLAB
EQUAL
EQUIPMENT
EXPANSION BOLT
EXPANSION JOINT
EACH WAY
FINISHED FLOOR ELEVATION
GAGE
GALVANIZED
GENERAL STRUCTURAL NOTES
GLUED-LAMINATED BEAM
HEADED STUD ANCHOR
HORIZONTAL
INTERNATIONAL BUILDING CODE
INTERNATIONAL CODE COUNCIL
1000 POUNDS
POUND(S)
LONG
LIVE LOAD
LONG LEG HORIZONTAL
L.L.V.
LONG.
MFR('S)
M.C.J.
MECH.
N/A
N.F.S.
N.T.S.
O.C.
O.D.
OPP
P.A.F.
P.C.
PCF
PLF
PREFAB.
PSF
PSI
REINF.
SCH
SIM
S.I.P.
SP
STD
T&B
T.L.
T.O.B.
T.O.C.
T.O.D.
T.O.F.
T.O.L.
T.O.M.
T.O.P.
T.O.S.
T.O.W.
T.O.P.L
TRANS
TYP
U.N.O.
VERT.
W.W.F.
W/
W/O
LONG LEG VERTICAL
LONGITUDINAL
MANUFACTURER('S)
MASONRY CONTROL JOINT
MECHANICAL
NOT APPLICABLE
NON-FROST SUSCEPTIBLE
NOT TO SCALE
ON CENTER
OUTSIDE DIAMETER
OPPOSITE (MIRRORED)
POWDER ACTUATED FASTENER
PRECAST CONCRETE
POUNDS PER CUBIC FOOT
POUNDS PER LINEAR FOOT
PREFABRICATED
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
REINFORCING
SCHEDULE
SIMILAR
STRUCTURAL INSULATED PANEL
SPACES
STANDARD
TOP AND BOTTOM
TOTAL LOAD
TOP OF BEAM
TOP OF CONCRETE
TOP OF DECK
TOP OF FOOTING
TOP OF LEDGER
TOP OF MASONRY
TOP OF PLATE
TOP OF STEEL
TOP OF WALL
TOP OF PLATE
TRANSVERSE
TYPICAL
UNLESS NOTED OTHERWISE
VERTICAL
WELDED WIRE FABRIC
WITH
WITHOUT
A Marriott Brand Hotel
COLD FORMED STEEL / STEEL STUD FRAMING (THESE NOTES APPLY TO STRUCTURAL
STUD WALLS SHOWN ON THE STRUCTURAL PLANS. FOR INTERIOR NON-BEARING
PARTITIONS, REFER TO THE ARCHITECTURAL DRAWINGS):
VERIFY SIZE AND LOCATION WITH ARCHITECTURAL
AND/OR MECHANICAL DRAWINGS
AC TUCSON
9. SPECIAL INSPECTION OF ALL POST-INSTALLED ANCHORS IS REQUIRED.
MECHANICAL EQUIPMENT
1. SUBMIT SHOP DRAWINGS AND/OR PRODUCT DATA FOR ALL ITEMS DEFINED BY THE
STRUCTURAL DRAWINGS AND SPECIFICATIONS, AS WELL AS STRUCTURAL ITEMS
DEFINED BY THE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS, PRIOR TO
FABRICATION AND/OR CONSTRUCTION IN THE FIELD.
GENERAL STRUCTURAL NOTES
8. FOR MINIMUM EMBEDMENT LENGTH SEE DETAILS. INSTALL ALL BOLTS AS OUTLINED IN
MANUFACTURER'S SPECIFICATIONS, UTILIZING PROPER SIZE AND TYPE OF DRILL,
CLEANING HOLE, DRIVING AND TIGHTENING BOLT.
.
7
1
9/ 3 0/
SHOP DRAWINGS AND PRODUCT DATA SUBMITTALS:
7. THE CONTRACTOR MAY NOT USE SUBSTITUTES FOR EPOXY OR EXPANSION ANCHORS
WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
ee
O.
27349
RONALD H.
SCHNEIDER
8" MASONRY WALL U.N.O.
SW
H
e s si
f
ro
SEE PLANS AND SCHEDULES FOR SIZE
AND REINFORCING
SW
5. ALL CONNECTORS SHALL HAVE CURRENT I.C.B.O. APPROVAL. ALL TRUSS TO TRUSS
CONNECTORS SHALL BE DESIGNED BY THE TRUSS MANUFACTURER.
6. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN
CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO
MANUFACTURE. CALCULATIONS AND SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS
REQUIRED AT BEARING POINTS.
KEYNOTE
4. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:
4. ADDITIONAL TRUSSES SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL
EQUIPMENT.
ICC REPORT ESR-2272
ICC REPORT ESR-2713
1
FOUNDATION DETAILS ARE 100 SERIES NUMBERS
FRAMING DETAILS ARE 200 SERIES NUMBERS
ur )
u c t al
4. EXPANSION BOLTS FOR CONCRETE SHALL BE ONE OF THE FOLLOWING APPROVED PRODUCTS
SATISFYING CRACKED CONCRETE REQUIREMENTS IN ACCORDANCE WITH ACI APPENDIX D.
1. THE TRUSS MANUFACTURER SHALL BE RESPONSIBLE FOR THE COMPLETE DESIGN,
FABRICATION AND ERECTION PROCEDURES OF ALL TRUSSES, BRIDGING AND/OR BLOCKING
PANELS, HANGERS, BRACING, ETC. FOR A COMPLETE INSTALLATION OF THE TRUSS
SYSTEM USING DESIGN METHODOLOGIES RECOMMENDED IN AISI AND LGSEA REFERENCES.
TRUSS CONFIGURATIONS ARE AS SHOWN ON THE DRAWINGS. ALL BRACING AND
BRIDGING SIZES AND SPACINGS BY TRUSS MANUFACTURER IN ACCORDANCE WITH THE
LATEST RECOMMENDATIONS OF THE AMERICAN IRON AND STEEL INSTITUTE AISI SG-671.
3. THE CONTRACTOR SHALL CONVENE A MEETING WITH THE SPECIAL INSPECTION AGENCY
(AGENCIES), THE BUILDING OFFICIAL, THE ARCHITECT, AND THE STRUCTURAL ENGINEER
OF RECORD TO REVIEW INSPECTION REQUIREMENTS AND PROCEDURES, PRIOR TO
COMMENCING WITH CONSTRUCTION.
DETAIL CUTS SHOWN ON PLANS
r
(S t
ICC REPORT ESR-1385
ICC REPORT ESR-3056
ICC REPORT ESR-1056
ICC REPORT ESR-1396
ICC REPORT ESR-1678
101
REMARKS
T
PREFABRICATED COLD FORMED STEEL TRUSSES:
HILTI "KWIK BOLT III"
HILTI "KWIK HUS EZ"
SIMPSON "TITEN HD"
SIMPSON "WEDGE-ALL"
POWERS "WEDGE BOLT+"
2. EACH SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE
COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL AND STRUCTURAL
ENGINEER OF RECORD, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION
OR OPERATION REQUIRING SPECIAL INSPECTION.
DESCRIPTION
DA
3. EXPANSION BOLTS OR SCREW BOLTS FOR MASONRY SHALL BE ONE OF THE FOLLOWING
APPROVED PRODUCTS.
10. FACTORY PUNCHOUTS IN STUDS WILL BE LOCATED ALONG THE CENTER LINE OF THE WEBS
OF THE STUD MEMBERS AND WILL HAVE A MINIMUM SPACING OF 24". PUNCHOUTS ARE A
MAXIMUM OF 1 1/2" WIDE BY 4" LONG. PUNCHOUT ENDS SHALL BE A SEMICIRCLE.
ANY PUNCHOUT SHAPE WHICH FITS ENTIRELY WITHIN THIS PUNCHOUT DESCRIPTION IS
ACCEPTABLE. WHERE A MEMBER IS CONNECTED INTO FRAMING, THERE SHALL NO PUNCHOUTS
WITHIN 10 INCHES OF THE END OF THE MEMBER.
SYMBOL
r
2. EPOXY BOLTS FOR MASONRY SHALL BE ONE OF THE FOLLOWING APPROVED PRODUCTS.
SIMPSON "SET"
ICC REPORT ESR-1772
HILTI "HIT-HY 70"
ICC REPORT ESR-2682
* USE 43 MIL MINIMUM THICKNESS WHERE REQUIRED FOR WELDING
PLAN LEGEND
1. THE OWNER (OR REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE ACTING
AS THE OWNER'S AGENT) SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO
PROVIDE INSPECTION AND TESTING DURING CONSTRUCTION OF THE TYPES OF WORK
REQUIRING SPECIAL INSPECTION AS INDICATED ON THE DRAWINGS.
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
ICC REPORT ESR-2508
ICC REPORT ESR-2322
ICC REPORT ESR-3187
ICC REPORT ESR-2583
SIZE
STUDS--- ----- PER SCHEDULE*
TRACKS-- ----PER SCHEDULE*
dP
SIMPSON "SET-XP"
HILTI “RE-500 SD”
HILTI “HIT-HY 200 SAFE SET"
POWERS “PE1000+”
9. MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES BASED ON ICC ESR-4943P:
Reg i st ere
1. EPOXY BOLTS OR DOWELS SHALL BE A THREADED ROD OR REINFORCING STEEL INSTALLED
WITH THE ONE OF THE FOLLOWING APPROVED PRODUCTS SATISFYING CRACKED CONCRETE
REQUIREMENTS IN ACCORDANCE WITH ACI APPENDIX D.
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
POST-INSTALLED ANCHORS:
4. DEFERRED SUBMITTAL ITEMS:
COLD FORMED STEEL TRUSSES
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S1.0A
TABLE 2: REQUIRED STRUCTURAL SPECIAL INSPECTIONS (CONTINUED)
TABLE 1: REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS
INSPECTION
INSPECTION
IBC CODE
REFERENCE
CODE OR STANDARD
REFERENCE
CONTINUOUS
SYSTEM OR MATERIAL
REMARKS
FREQUENCY
PERIODIC
1. SOILS
BY THE GEOTECHNICAL ENGINEER
D. PROPORTIONS OF SITE-PREPARED
GROUT
1. FABRICATORS
1704.2.5
X
SPECIAL INSPECTIONS APPLY TO VERIFICATION OF
DETAILED FABRICATION AND QUALITY CONTROL
PROCEDURES, INCLUDING REVIEW FOR
COMPLETENESS AND ADEQUACY RELATIVE TO THE
CODE REQUIREMENTS. SPECIAL INSPECTIONS ARE
NOT REQUIRED FOR WORK DONE ON THE PREMISES
OF A FABRICATOR REGISTERED AND APPROVED TO
PERFORM SUCH WORK WITHOUT SPECIAL
INSPECTION. APPROVED FABRICATORS, UPON
COMPLETION OF COMPONENT MANUFACTURING,
SHALL SUBMIT A CERTIFICATE OF COMPLIANCE
TO THE BUILDING OFFICIAL STATING THAT THE WORK
WAS PERFORMED IN ACCORDANCE WITH THE
APPROVED CONSTRUCTION DOCUMENTS.
E. CONSTRUCTION OF MORTAR
JOINTS
ACI 318 1.3
ACI 318 3.5
ACI 318 7.5
WELDING OF REINFORCING STEEL
1705.3
ACI 318 1.3
ACI 318 3.5.2
AWS D1.4
PLACEMENT OF CAST-IN-PLACE
ANCHOR BOLTS
1705.3
1908.5
1909.1
ACI 318 1.3
ACI 318 1.3
ACI 318 D.9
X
VERIFY USE OF REQUIRED MIX
DESIGN(S)
1705.3
1904.2
1910.2
1910.3
ACI 318 1.3
ACI 318, CHAPTER 4
X
CONCRETE PLACEMENT
1705.3
ACI 318 1.3
ACI 318 5.9, 5.10
X
SHOTCRETE PLACEMENT
1705.3
1910
ACI 318 1.3
X
CONCRETE PLACEMENT AT
COMPOSITE SLABS
1705.3
ACI 318 1.3
ACI 318 5.10
X
CONCRETE/SHOTCRETE CURING
1705.3
1910.9
ACI 318 1.3
ACI 318 5.11-5.13
X
VERIFICATION OF IN-SITU CONCRETE
STRENGTH PRIOR TO STRESSING OF
TENDONS IN POST-TENSIONED
CONCRETE
1705.3
ACI 318 1.3
ACI 318 6.2
X
STRESSING OF TENDONS IN
POST-TENSIONED CONCRETE
1705.3
VERIFICATION OF IN-SITU CONCRETE
PRIOR TO REMOVAL OF FORMS AND
SHORES FROM ELEVATED BEAMS AND
SLABS
1705.3
X
REFER TO STEEL FOR WELDING REQUIREMENTS
ES
I
AR
E
1705.3
ACI 318 1.3
ACI 318 6.2
Swaim job #
1449
X
ACI 530, 1.16.4.3,
1.17.1
ACI 530, 2.1.7.7.2,
3.3.3.4(c), 8.3.3.4(b)
D. PREPARATION, CONSTRUCTION,
AND PROTECTION OF MASONRY
DURING COLD WEATHER
(TEMPERATURE BELOW 40°F (4.4°C))
OR HOT WEATHER (TEMPERATURE
ABOVE 90°F (32.2°C))
1705.4
F. PLACEMENT OF AAC MASONRY
UNITS AND CONSTRUCTION OF
THIN-BED MORTAR JOINTS
04.06.15
X
revisions
X
ACI 530, 1.8 C,
1.8 D
X
ACI 530.1, 3.5,
3.6 C
X
ACI 530.1, 3.3 B.8
X
SEE NOTE 1
X
SEE NOTE 2
ACI 530.1, 1.4 B.2.a.3,
1.4 B.2.b.3, 1.4 B.2.c.3,
1.4 B.3, 1.4 B.4
X
NOTES:
1. REQUIRED FOR THE FIRST 5000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY.
2. REQUIRED AFTER THE FIRST 5000 SQUARE FEET (465 SQUARE METERS) OF AAC MASONRY.
TABLE 2: REQUIRED STRUCTURAL SPECIAL INSPECTIONS (CONTINUED)
SYSTEM OR MATERIAL
891.4-IBC12
ACI 530.1, 1.5
X
IBC CODE
REFERENCE
CODE OR STANDARD
REFERENCE
1705.3
1909.1
ACI 318, 3.8.6, 8.1.3,
21.2.8
ICC EVALUATION
REPORT
REMARKS
FREQUENCY
CONTINUOUS
PERIODIC
6. POST-INSTALLED ANCHORS
X
X
.
7
1
9/ 3 0/
date
B. TYPE, SIZE, AND LOCATION OF
ANCHORS, INCLUDING OTHER
DETAILS OF ANCHORAGE OF
MASONRY TO STRUCTURAL
MEMBERS, FRAMES OR
OTHER CONSTRUCTION
OBSERVE PREPARATION OF GROUT
SPECIMENS, MORTAR SPECIMENS,
AND/OR PRISMS
ACI 318 1.3
ACI 318 6.1
0 6.
.A
A , U. S
FORS job #
ALL BOLTS VISUALLY INSPECTED
X
ee
O.
/
GN E D .0.4 . .
I Z ON
x pi r
es
INSPECTION
ACI 318 1.3
ACI 318 18.18.4
ACI 318 18.20
IFI C A TE N
. 5.
X
ona l E n g in
27349
RONALD H.
SCHNEIDER
. /.
1
ACI 530.1, 3.3 B
ACI 530.1, 3.3 F
E. PLACEMENT OF GROUT
3. MASONRY (LEVEL B)
SPECIAL INSPECTIONS APPLY TO SHAPE,
LOCATION AND DIMENSIONS OF THE CONCRETE
MEMBER BEING FORMED
INSTALLATION IN HARDENED
CONCRETE AND COMPLETED
MASONRY
X
SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT
NAME, TYPE, AND DIMENSIONS, HOLE DIMENSIONS,
COMPLIANCE WITH DRILL BIT REQUIREMENTS,
CLEANLINESS OF THE HOLE AND ANCHOR, ADHESIVE
EXPIRATION DATE, ANCHOR/ADHESIVE INSTALLATION,
ANCHOR EMBEDMENT, AND TIGHTENING TORQUE
X
MANUFACTURER'S CERTIFIED TEST REPORTS
AS MASONRY CONSTRUCTION
BEGINS, VERIFY THAT THE FOLLOWING
ARE IN COMPIANCE:
MATERIAL VERIFICATION OF WELD
FILLER METALS
MATERIAL VERIFICATION OF
COLD FORMED STEEL DECK
A. PROPORTIONS OF SITE-PREPARED
MORTAR
ACI 530.1, 2.1,
2.6 A
B. CONSTRUCTION OF MORTAR
JOINTS
SPECIAL INSPECTION SCHEDULES
7. COLD-FORMED STEEL FRAMING
VERIFY COMPLIANCE WITH THE
APPROVED SUBMITTALS
X
1705.2
AWS D1.3
VERIFY USE OF PROPER WPS'S
X
VERIFY WELDER QUALIFICATIONS
X
COPY OF WELDING PROCEDURE SPECIFICATIONS
COPY OF QUALIFICATION CARDS
X
ACI 530.1, 3.3 B
X
C. GRADE AND SIZE OF PRESTRESSING
TENDONS AND ANCHORAGES
ACI 530.1, 2.4 B,
2.4 H
X
D. LOCATION OF REINFORCEMENT,
CONNECTORS, AND PRESTRESSING
TENDONS AND ANCHORAGES
ACI 530.1, 3.4,
3.6 A
X
E. PRESTRESSING TECHNIQUES
ACI 530.1, 3.6 B
X
F. PROPERTIES OF THIN-BED
MORTAR FOR AAC MASONRY
ACI 530.1, 2.1 C
X
SEE NOTE 2
1705.4
5/18/2017 11:20:13 PM
X
VERIFY DURING CONSTRUCTION:
A. SIZE AND LOCATION OF
STRUCTURAL ELEMENTS
C. WELDING REINFORCEMENT
1705.3
ACI 530.1, 2.6 B,
2.4 G.1.b
ER T
C
1317
2. CONCRETE
REINFORCING STEEL AND
PRESTRESSING TENDON PLACEMENT
X
e s si
f
ro
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
PERIODIC
C. PLACEMENT OF REINFORCEMENT,
AND CONNECTORS
ACI 530, 1.16
ACI 530.1, 3.2 E,
3.4, 3.6 A
ur )
u c t al
REMARKS
FREQUENCY
CONTINUOUS
1705.4
T
CODE OR STANDARD
REFERENCE
X
DA
IBC CODE
REFERENCE
ACI 530, 1.16
ACI 530.1, 2.4, 3.4
r
(S t
INSPECTION
X
B. GRADE, TYPE, AND SIZE OF
REINFORCEMENT AND ANCHOR
BOLTS
r
891.0-IBC12
ACI 530.1, 3.2 D,
3.2 F
dP
TABLE 2: REQUIRED STRUCTURAL SPECIAL INSPECTIONS
A. GROUT SPACES
A Marriott Brand Hotel
X
Reg i st ere
X
LIFT THICKNESS
VERIFICATION OF FORMWORK
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
PERIODIC
AC TUCSON
1705.6
GEOTECHNICAL
REPORT
X
FABRICATED SYSTEMS AND ELEMENTS
REMARKS
FREQUENCY
CONTINUOUS
PRIOR TO GROUTING, VERIFY THAT
THE FOLLOWING ARE IN
COMPLIANCE:
X
FILL PLACEMENT & COMPACTION
SYSTEM OR MATERIAL
CODE OR STANDARD
REFERENCE
3. MASONRY (LEVEL B)
VERIFY FOOTING BEARING
CAPACITY AND SUBGRADE
PREPARATION FOR FILLS
FILL MATERIAL VERIFICATION
IBC CODE
REFERENCE
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
SYSTEM OR MATERIAL
ASSOCIATES LTD
ARCHITECTS AIA
891.1-IBC12
890-IBC12
X
SEE NOTE 1
WELDED FRAMING CONNECTIONS
1705.2
AWS D1.3
X
ALL WELDS VISUALLY INSPECTED PER AWS D1.3 7.1
INSTALLATION OF FLOOR
AND ROOF DECKING
1705.2
ICC EVALUATION
REPORT
X
SPECIAL INSPECTIONS APPLY TO DECKING TYPE,
DEPTH AND GAGE, POWER ACTUATED FASTENERS,
SCREWS, PROPRIETARY SIDE SEAM ATTACHMENTS,
AND BUTTON PUNCHES
FLOOR AND ROOF DECK WELDS
1705.2
AWS D1.3
X
ALL WELDS INSPECTED PER AWS D1.3 7.1
FABRICATION OF STRUCTURAL
ELEMENTS
1705.2
X
REFER TO INSPECTION OF FABRICATOR
REQUIREMENTS
MATERIAL VERIFICATION OF
STRUCTURAL STEEL
1705.2
ASTM A6
AISC 360 A3.1
X
CERTIFIED MILL TEST REPORTS
MATERIAL VERIFICATION OF ANCHOR
BOLTS AND THREADED RODS
1705.2
AISC 360 A3.4
X
MANUFACTURER'S CERTIFIED TEST REPORTS
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S1.1
ASSOCIATES LTD
ARCHITECTS AIA
891.3-IBC12
TABLE 2: REQUIRED STRUCTURAL SPECIAL INSPECTIONS (CONTINUED)
INSPECTION
REMARKS
SYSTEM OR MATERIAL
5. STRUCTURAL STEEL
1704.2.5
AISC 360 N7
X
INSPECTION MAY BE WAIVED WHEN PERFORMED
IN A PRE-APPROVED SHOP
INSPECTION PRIOR TO WELDING
PERFORM
THESE
TASKS (P)
WELDING PROCEDURE SPECIFICATIONS
AVAILABLE
1705.2
OBSERVE THESE
ITEMS ON A
RANDOM BASIS (O)
P
WELDER IDENTIFICATION SYSTEM
O
THE FABRICATOR OR ERECTOR, AS APPLICABLE,
SHALL MAINTAIN A SYSTEM BY WHICH A WELDER
WHO HAS WELDED A JOINT OR MEMBER CAN BE
IDENTIFIED. STAMPS, IF USED, SHALL BE THE
LOW-STRESS TYPE
P
P
WELDS MEET VISUAL ACCEPTANCE
CRITERIA
P
CRACK PROHIBITION
P
WELD/BASE-METAL FUSION
P
CRATER CROSS SECTION
P
WELD PROFILES
ER T
C
ona l E n g in
IFI C A TE N
ee
O.
27349
RONALD H.
SCHNEIDER
ES
I
AR
E
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
1317
P
FORS job #
FIT-UP OF GROOVE WELDS
(INCLUDING JOINT GEOMETRY)
O
WELD SIZE
1449
P
AISC 360 N5.4-3
JOINT PREPERATION
O
date
UNDERCUT
CLEANLINESS
(CONDITION OF STEEL SURFACE)
O
TRACKING
(TACK WELD QUALITY AND LOCATION)
O
BACKING TYPE AND FIT
(IF APPLICABLE)
e s si
f
ro
T
O
WELDS CLEANED
SIZE, LENGTH AND LOCATION
OF WELDS
DA
MATERIAL IDENTIFICATION
(TYPE/GRADE)
PERIODIC
INSPECTION AFTER WELDING
ur )
u c t al
P
CONTINUOUS
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
REMARKS
FREQUENCY
r
(S t
1705.2
CODE OR STANDARD
REFERENCE
r
MANUFACTURER CERTIFICATIONS FOR
WELDING CONSUMABLES AVAILABLE
IBC CODE
REFERENCE
AISC 360 N5.4-1
P
04.06.15
POROSTY
P
ARC STRIKES
P
K-AREA
P
BACKING REMOVED AND WELD TABS
REMOVED (IF REQUIRED)
P
O
CONFIGURATION AND FINISH OF
ACCESS HOLES
O
FIT-UP OF FILLET WELDS
O
DIMENSIONS
(ALIGNMENT, GAPS AT ROOT)
O
REPAIR ACTIVITIES
P
O
DOCUMENT ACCEPTANCE OR
REJECTION OF WELDED JOINT
MEMBER
P
CHECK WELDING EQUIPMENT
revisions
WHEN WELDING OF DOUBLE PLATES, CONTINUITY
PLATES OR STIFFENERS HAS BEEN PERFORMED
IN THE K-AREA, VISUALLY INSPECT THE WEB
K-AREA FOR CRACKS WITHIN 3 INCHES
(75 MM) OF WELD
USE OF QUALIFIED WELDERS
TABLE 3: REQUIRED ARCHITECTURAL SPECIAL INSPECTIONS
O
AC TUCSON
INSPECTION DURING WELDING
892-IBC12
INSPECTION
CONTROL AND HANDLING OF WELDING
CONSUMABLES
O
PACKAGING
O
EXPOSURE CONTROL
O
SYSTEM OR MATERIAL
IBC CODE
REFERENCE
O
ENVIRONMENTAL CONDITIONS
O
WIND SPEED WITHIN LIMITS
O
SURFACE CONDITIONS
O
WPS FOLLOWING
O
SETTINGS ON WELDING EQUIPMENT
O
PERIODIC
X
ICC EVALUATION
REPORT
APPLICATION
X
SPECIAL INSPECTIONS APPLY TO CLEANLINESS
OF STEEL, PRODUCT NAME AND TYPE,
MATERIAL EXPIRATION DATE, AMBIENT
CONDITIONS, APPLICATION PROCEDURES,
AND MATERIAL THICKNESS AND DENSITY
2. EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS)
INSTALLATION
PRECIPITATION AND TEMPERATURE
REMARKS
FREQUENCY
CONTINUOUS
1. SPRAYED FIRE-RESISTANT MATERIALS
1705.13.4
NO WELDING OVER CRACKED
TACK WELDS
CODE OR STANDARD
REFERENCE
1705.15
X
NOT REQUIRED IF INSTALLED
OVER A WATER-RESISTIVE BARRIER
WITH MEANS TO DRAIN MOISTURE
TO THE EXTERIOR, OR IF INSTALLED
OVER MASONRY OR CONCRETE WALLS.
1705.17
X
DURING DUCTWORK INSTALLATION,
TEST FOR LEAKAGE AND RECORD DEVICE
LOCATION(S). PRIOR TO OCCUPANCY, TEST FOR
PRESSURE DIFFERENCE, FLOW MEASUREMENT
AND DETECTION, AND VERIFY CONTROL.
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
FABRICATION OF STRUCTURAL
ELEMENTS
891.3-IBC12
INSPECTION
. 5.
PERIODIC
. /.
1
FREQUENCY
CONTINUOUS
dP
CODE OR STANDARD
REFERENCE
A Marriott Brand Hotel
IBC CODE
REFERENCE
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
SYSTEM OR MATERIAL
Reg i st ere
TABLE 2: REQUIRED STRUCTURAL SPECIAL INSPECTIONS (CONTINUED)
5/18/2017 11:20:15 PM
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
AISC 360 N5.4-2
TRAVEL SPEED
O
SELECTED WELDING MATERIALS
O
SHIELDING GAS TYPE/FLOW RATE
O
PREHEAT APPLIED
O
INTERPASS TEMPERATURE MAINTAINED
(MIN./MAX.)
O
PROPER POSITIONS (F, V, H, OH)
O
WELDING TECHNIQUES
O
INTERPASS AND FINAL CLEANING
O
EACH PASS WITHIN PROFILE
LIMITATIONS
O
EACH PASS MEETS QUALITY
REQUIREMENTS
O
INSTALLATION
SPECIAL INSPECTION SCHEDULES
3. SMOKE CONTROL SYSTEMS
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S1.1A
TABLE 5: REQUIRED TESTING FOR SPECIAL INSPECTIONS
ASSOCIATES LTD
ARCHITECTS AIA
894-IBC12
INSPECTION
SYSTEM OR MATERIAL
REMARKS
FREQUENCY
IBC CODE
REFERENCE
CODE OR STANDARD
REFERENCE
VARIES
X
BY THE GEOTECHNICAL ENGINEER
1705.6
VARIES;
CLASSIFICATION AND
TESTING OF
CONTROLLED FILL
MATERIALS
X
BY THE GEOTECHNICAL ENGINEER
CONTINUOUS
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
PERIODIC
1. GEOTECHNICAL
FILL IN-PLACE DENSITY OR
PREPARED SUBGRADE DENSITY
MATERIAL VERIFICATION
ee
O.
. 5.
ES
I
AR
E
. /.
1
dP
IFI C A TE N
27349
RONALD H.
SCHNEIDER
ur )
u c t al
FABRICATE SPECIMENS AT TIME FRESH
CONCRETE IS PLACED
ona l E n g in
r
(S t
CONCRETE TEMPERATURE
ASTM C231
ER T
C
T
1705.3
1905.6
e s si
f
ro
DA
CONCRETE AIR CONTENT
ASTM C143
EACH 50 CY NOT LESS
THAN ONE TEST EACH
5000 SF OF SLAB OR
WALL PLACED EACH DAY
r
CONCRETE SLUMP
ASTM C39
Reg i st ere
CONCRETE STRENGTH
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
2. CONCRETE
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
ASTM C1064
Swaim job #
SHOTCRETE STRENGTH
1705.3
1910.10
ASTM C39
EACH 50 CY NOT LESS
THAN ONE TEST EACH
EACH 5000 SF OF WALL
PLACED EACH DAY
1317
FORS job #
3. MASONRY
UNIT STRENGTH METHOD
1449
2105.2.2.1
ASTM C55
ASTM C90
ASTM C140
ASTM C476
ASTM C1019
PRIOR TO CONSTRUCTION
(LEVEL B QA)
date
1
04.06.15
revisions
4. STEEL
1705.2
AWS D1.1 7.7.1
EACH SIZE AND TYPE
OF STUD EACH SHIFT
PRE-INSTALLATION TESTING OF
WELDING STUDS WELDED THROUGH
DECKING
1705.2
AWS D1.1 7.6
EACH STUD SIZE AND
DECK GAGE COMBINATION
NOT LESS THAN
(4) MEASUREMENTS
FOR EACH 1000
SF OF SPRAYED AREA
EACH FLOOR LEVEL
1705.13.4
AC TUCSON
THICKNESS AT FLOOR, ROOF, AND
WALL ASSEMBLIES
ASTM E605
THICKNESS AT STRUCTURAL
FRAMING MEMBERS
1705.13.4
DENSITY
1705.13.5
BOND STRENGTH AT FLOOR, ROOF,
AND WALL ASSEMBLIES
1705.13.6
25% OF EACH
STRUCTURAL MEMBER
EACH FLOOR LEVEL
EACH 10000 SF OF
SPRAYED AREA EACH
FLOOR LEVEL
ASTM E736
BOND STRENGTH AT STRUCTURAL
FRAMING MEMBERS
1705.13.6
EACH TYPE OF
STRUCTURAL MEMBER
FOR EACH 10000
SF OF FLOOR AREA
EACH FLOOR LEVEL
6. SMOKE CONTROL SYSTEMS
DETERMINED
BY JURISDICTION
5/18/2017 11:20:16 PM
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
DETECTION AND CONTROL
VERIFICATION
DETERMINED
BY JURISDICTION
1705.17
SPECIAL INSPECTION SCHEDULES
LEAKAGE AND PRESSURE
DIFFERENTIAL AND FLOW
MEASUREMENT
A Marriott Brand Hotel
5. SPRAYED FIRE-RESISTANT MATERIALS
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
PRE-CONSTRUCTION TESTING OF
WELDING STUDS
SEE AISC 360 FOR QA ON
GROOVE WELDS, ACCESS HOLES,
AND FATIGUE WELDS
Revision1
PER DRAWINGS
Date 1
MT - AWS
D1.1 6.14.4
UT - AWS D1.1
6.13 & 6.14.3
1
MAGNETIC PARTICLE (MT)
AND ULTRASONIC (UT)
TESTING OF WELDS
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S1.1B
NOTES:
1.
1.
2.
3.
4.
(2)
(1)
NOTES:
CHAMFER EDGES.
CONCRETE SLAB OR FINISHED
GRADE WHERE OCCURS.
CONCRETE EQUIPMENT SLAB.
#4 AT 12" O.C. EACH WAY
TOP AND BOTTOM.
2.
3.
4.
5.
6.
(6)
(5)
(3)
CORNER BARS SAME SIZE
AND SPACING AS HORIZONTAL
REINFORCING. LAP PER CLASS BSPLICE
LENGTHS DETAIL. IF DIFFERING BAR SIZES
AND SPACINGS INTERSECT AT A CORNER,
THE SMALLER BAR AND ITS SPACING
SHALL GOVERN THE CORNER BARS. ( 24"
MINIMUM).
ALTERNATE BEND.
CONCRETE WALL OR
FOOTING.
REINFORCING PER PLANS AND
/OR G.S.N.
VERTICAL REINFORCEMENT PER PLAN.
VERTICAL CORNER OR INTERSECTION
BAR TO BE THE LARGER OF INTERSECTING
WALLS.
ASSOCIATES LTD
ARCHITECTS AIA
NOTES:
1.
2.
3.
FOOTING BELOW IMAGINARY
LINE EXTENDING FROM
BOTTOM OF FOOTING.
BOTTOM OF CONCRETE
FOOTING.
30" MAX IN GRANULAR SOILS,
45° MAX IN OTHER SOILS U.N.O.
TENSION SPLICE LENGTHS
CONCRETE PSI
1.
3.
4.
(2)
(1)
f'c = ALL
TOP
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
ENCLOSED
W/ SPIRAL
TIES
24"
36"
31"
46"
19"
28"
25"
37"
17"
25"
22"
33"
12"
12"
#4
32"
47"
41"
61"
25"
37"
33"
49"
23"
34"
29"
44"
15"
12"
#5
39"
59"
51"
77"
31"
47"
41"
61"
28"
42"
36"
54"
19"
15"
#6
47"
71"
61"
92"
37"
56"
49"
73"
34"
50"
44"
65"
23"
18"
#7
69"
103"
89"
134"
54"
81"
71"
106"
49"
73"
63"
95"
27"
21"
#8
78"
117"
102"
153"
62"
93"
81"
121"
56"
83"
72"
108"
30"
23"
#9
88"
132"
115"
172"
70"
105"
91"
136"
63"
94"
81"
122"
34"
26"
CORNER
200-030-TYP
MAXIMUM SLOPE BETWEEN ADJACENT FOOTING
SCALE: NOT TO SCALE
4.
5.
SLEEVE FOR PIPE AT SLAB
SCALE: NOT TO SCALE
200-022-TYP
1.
(2)
2.
3.
4.
5.
1 1/2"
(12)
(9)
(10)
(11)
8" MIN
(5
)
TYPICAL COLUMN CLOSURE POUR AT CONCRETE SLAB ON GRADE
SCALE: NOT TO SCALE
200-021-TYP
NOTE:
FOR ADDITIONAL INFORMATION,
SEE PLANS AND DETAILS.
(5)
08
SECTION
A
NOTE:
FOR CLARITY, COLUMNS
OMITTED. FOR CONFIGURATION
OF SPECIFIC CLOSURE POURS,
SEE PLAN.
NOTES:
A. NO PIPE SHALL PASS THROUGH
FOOTINGS OR UNDER COLUMN
FOOTINGS.
B. FOR TRENCHES GREATER THAN
3'-0" BELOW BOTTOM OF FOOTING,
SEE TYPICAL PIPE WALL FOOTING
DETAIL.
(4)
12
87"
131"
114"
170"
78"
117"
102"
152"
43"
33"
200-040-TYP
2.
4d b OR
3.
2 1/2" MIN.
TRENCH PARALLEL TO FOUNDATION
SCALE: NOT TO SCALE
D
FINISHED
BAR
18O-DEG HOOKS
revisions
9O DEG HOOKS
A OR G, IN.
D,IN.
#3
J, IN.
A OR G,IN.
6
2.25
5
3
#4
3
6
4
8
#5
3.75
7
5
1O
#6
4.5
8
6
12
5.25
1O
#7
#8
14
7
16
6
11
8
#9
9.5
15
11.75
19
#1O
1O.75
17
13.25
22
#11
12
19
14.75
24
#14
18.25
27
21.75
31
#18
24
36
28.5
41
TYPICAL REINFORCING HOOK SCHEDULE
SCALE: NOT TO SCALE
200-045-TYP
MIN.
LAP PER G.S.N. (24" MIN.)
- TYPICAL.
TOP OF WALL FOOTING.
PIPE THRU STEM WALL AS
OCCURS - SEE TYPICAL
DETAIL.
RETURN TO FOOTING
THICKNESS AS SHOWN ON
PLAN.
(1)
(2)
3" CLR.
(3)
6"
"d"
MIN.
(8)
D
(7)
2D
(5)
1
(3)
OFFSET BASE PLATE
13
(9)
(9)
(10)
(10)
(4)
2
320-003-TYP
A
COLUMN TIES
2 BOLT BASE PLATE
TYPICAL STEEL COLUMN BASE PLATE
SCALE: NOT TO SCALE
505-003-TYP
09
(5)
2D
1
TYPICAL OPENING IN CONCRETE SLAB
45°
D
1"
D
2
NOTE:
D = 2'-0" MAXIMUM.
SCALE: NOT TO SCALE
(6)
BEND & HOOK DETAILS
(4)
17
(2)
(4)
2D
NOTE:
PROVIDE EXTRA BARS (NOT SHOWN) PARALLEL TO SIDES OF OPENINGS, EQUAL TO AREAS OF
INTERRUPTED SLAB BARS. EXTEND FULL LENGTH OF SPAN OR OF TOP BARS AS APPLICABLE.
THIS DETAIL IS TYPICAL AT OPENINGS UP TO 4'-0" MAX. DIMENSIONS EXCEPT AS SHOWN
OTHERWISE.
BAR CLEARANCE
(5)
(5)
4'-0" MAX.
(5)
SPLICE DETAIL
LAP - SEE G.S.N.
MAXIMUM 1/5 LAP BUT NOT
MORE THAN 6".
WIRE TIES.
1D (1" MINIMUM).
RADIUS=3D FOR BARS NOT
OVER #8; 4D FOR #9, #10
AND #11 BARS; 5D FOR #14
AND #18 BARS. 5D FOR ALL
GRADE 40 BARS WITH 180
DEGREE HOOK.
6. 4D (4" MINIMUM).
7. 12D (90 DEGREE HOOK).
8. 6D (4" MINIMUM).
9. 135 DEGREE BEND.
10. BEND AROUND 1 1 /2" PIN FOR
#3 BARS. BEND AROUND 2" PIN
FOR #4 BARS. BEND AROUND
2 1/2" PIN FOR #5 BARS.
3.
4.
5.
BAR OFFSET
(3)
D
TYPICAL BASE PLATE
1
(12)
(1)
(1)
NOTE:
PROVIDE TEMPORARY SUPPORT
DURING ERECTION FOR
COLUMNS WITH 2 BOLT BASE
PLATES.
1.
2.
6 MIN
(7)
4.
(6)
NOTES:
(4)
2.
3.
1'-6"
(2)
CENTERLINE OF COLUMN AND
STEEL BASE PLATE.
STEEL BASE PLATE.
1 1/4" MINIMUM OR PER A.I.S.C.
TABLE J3.4.
STEEL COLUMN - FOR TYPE,
SIZE, BASE PLATE AND ANCHOR
BOLTS, SEE SCHEDULE.
2" MINIMUM OR AS REQUIRED FOR
WRENCHING CLEARANCE.
(2)
(3)
dP
04.06.15
D
BEND DIA.
SIZE
"d"
1.
5.
1317
(8
)
4'-0" MAX.
1.
4.
0"
2'-
3"
NOTES:
(1)
(4)
(3)
2'0"
NOTES:
2.
3.
1/4
.
7
1
9/ 3 0/
90°
"d"
3.
4.
(3)
TYP
.A
A , U. S
(8
)
2.
(1)
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
END HOOKS,ALL GRADES
4" MIN.
(2)
E
date
DIMENSION
180°
02
200-006-TYP
DETAILING
10'-0"
OPENING MAY HAVE ANY
SHAPE OTHER THAN SHOWN
HERE. FOR REINFORCING
APPLICATION, USE CIRCUMSCRIBING RECTANGLE.
(2) #5 BARS AT CENTER OF
SLAB - TYP.
(1) #5 BAR AT TOP.
EXTEND TRIMMER BARS 2'-6"
MIN. BEYOND SIDES OF
OPENING OR AS FAR AS
POSSIBLE AND HOOK.
ES
I
AR
Swaim job #
NOTES:
1.
ee
O.
. 5.
215"
IFI C A TE N
. /.
1
143"
SCALE: NOT TO SCALE
CAST IRON SLEEVE 2"
LARGER THAN PIPE.
NO SLEEVES PERMITTED
THROUGH FOOTING.
EXCAVATION BELOW
THESE LINES NOT
PERMITTED.
4. CONCRETE FILL PIPE
TRENCH. EXTEND 8"
EACH SIDE OF SLEEVE.
5. 3'-0" MAXIMUM. STEP
FOOTING IF NECESSARY
IN ORDER TO MAINTAIN
3'-0" MAX HEIGHT.
6. BACKFILL PER SPECS.
7. 90% DENSITY (ASTM D-698).
8. CONCRETE FOOTING.
9. SLEEVE. PROVIDE 1/2"
MINIMUM CLEARANCE AROUND
PIPE OR CONDUIT.
10. PIPE OR CONDUIT.
11. CONCRETE FILL TO BE PLACED
BEFORE FOOTING IS POURED.
FORM SAME AS FOOTING AND
POUR FULL WIDTH OF PIPE
TRENCH.
12. FOUNDATION WALL.
(8)
(3)
203-010
165"
MINIMUM REINFORCING BAR SPLICE LENGTHS IN CONCRETE
01
1.
SHORE
(2)
2", 1' AT P.T. SLABS
4"
(1)
HOUSEKEEPING PAD AT MECHANICAL EQUIPMENT
110"
DIMENSION
(2)
SCALE: NOT TO SCALE
30"
DETAILING
(3)
NOTES:
1. DO NOT DRILL DEEPER SO TO AVOID
DAMAGE TO P.T. TENDONS.
2. SEE MECHANICAL DRAWINGS FOR
SIZE AND LOCATION OF PAD.
39"
NOTES:
(3)
(3)
137"
1449
FINISHED GRADE WHERE
OCCURS.
DO NOT EXCAVATE A TRENCH.
BELOW IMAGINARY LINE
EXTENDING FROM BOTTOM OF
FOOTING OR FOUNDATION.
BOTTOM OF CONCRETE
FOOTING.
BOTTOM OF TRENCH.
30° MAX IN GRANULAR SOILS,
45° MAX IN OTHER SOILS U.N.O.
6" MIN
(1)
92"
FORS job #
"CONC. C.J." WHERE SHOWN
ON PLAN.
CENTERLINE OF COLUMN.
KEYED JOINT - SEE TYPICAL
THICKENED SLAB AT CONCRETE
CLOSURE POUR DETAIL.
RADIUS 1'-6" MINIMUM/
3'-0" MAXIMUM.
2'-0" MINIMUM 4'-0"
MAXIMUM.
(1)
CLR
106"
NOTES:
(4)
(1)
71"
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
(2)
153"
A Marriott Brand Hotel
4.
5.
CONCRETE HOUSEKEEPING PAD.
W.W.F. 6X6-W1.4XW1.4.
#3 DOWELS AT 16" O.C. EACH
WAY AND AT PERIMETER.
CHAMFER EDGE.
EXISTING CONCRETE SLAB.
102"
AC TUCSON
1.
2.
3.
2.
3.
118"
12d b
1.
(1)
04
200-004-TYP
NOTES:
NOTES:
79"
db
SCALE: NOT TO SCALE
07
db
203-002-TYP
PLAN - CORNER REINFORCING IN CONCRETE FOOTING AND/OR WALL
6" MIN
3'-0" MAX
SCALE: NOT TO SCALE
11
194"
NOTES:
1. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH
CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCEMENT.
2. CONCRETE COVERAGE AROUND REINFORCING SHALL NOT BE LESS THAN THE DIAMETER
OF THE BAR.
(2)
CONCRETE EQUIPMENT PAD ON GRADE
129"
T
#11
149"
OR
AAO
RG
3"
CLR.
6"
(2)
6" MIN.
100"
ona l E n g in
27349
RONALD H.
SCHNEIDER
ur )
u c t al
#10
ER T
C
DA
NOTE:
FOR ADDITIONAL INFORMATION,
SEE PLANS AND DETAILS.
(3)
e s si
f
ro
r
(S t
(4)
(3)
r
(2)
(3)
Reg i st ere
(1)
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
(4)
(5)
16
REGULAR
2"
(1)
(5)
3"
COMP. BARS
f'c = 5,000 PSI
TOP
HOOK A OR G
8" MIN.
1' - 0"
(6)
(4)
(5)
REGULAR
12" MIN.
INTERSECTION
15
(CLASS B)
f'c = 4,000 PSI
TOP
#3
J
(4)
4X4 - W1.4XW1.4 W.W.F.
OR #4 AT 12" O.C.
FIRM UNDISTURBED SOIL OR
COMPACTED BASE.
PIPE OR CONDUIT.
TYPICAL SLAB THICKNESS.
2.
(1)
REGULAR
STD
SPACING
>2db OTHER >2db OTHER >2db OTHER >2db OTHER >2db OTHER >2db OTHER LAP
SIZE
-
NOTES:
(4)
(4)
(3)
f'c=2,500/3,000 PSI
BAR LOCATION
TYPICAL STEP IN CONCRETE FOOTING
SCALE: NOT TO SCALE
200-020-TYP
05
TYPICAL PIPE THROUGH FOUNDATION WALL AND TRENCH
SCALE: NOT TO SCALE
200-005-TYP
03
BEAM STIRRUPS
TYPICAL CONCRETE REINFORCING BAR DETAILS
SCALE: NOT TO SCALE
200-050-TYP
NOTES:
3.
(3)
"W"
4.
(4)
ISOLATED FOOTINGS
5.
6.
(5)
(7)
5/18/2017 11:20:19 PM
(6)
(4)
"W"
3'-0" MIN. 3'-0" MIN.
7.
2.
NOMINAL BEAM
DEPTH "D"
TYPICAL NOTE:
1. SEE G.S.N. FOR ADDITIONAL
INFORMATION.
NUMBER OF 3/4" DIA.
ASTM, A325 BOLTS
UP TO 7"
8" - 11"
2
12" - 14"
3
15" - 17"
4
18" - 20"
5
21" - 23"
6
24" - 29"
30" - 32"
7
3.
2
1.
2.
3.
NOTES:
THE TYPICAL STEEL BEAM TO
STEEL COLUMN OR STEEL BEAM
TO STEEL BEAM CONNECTION
CONSISTS OF 3/8" SINGLE
SHEAR PLATES WITH 3/4" DIA.
ASTM A325 BOLTS. USE 5/8"
SHEAR PLATES WHERE "D" =
27" OR GREATER.
ALL BOLTS SHALL BE INSTALLED
USING SHORT SLOTTED HOLES IN
EITHER THE BEAM WEB OR THE
SHEAR PLATE PER LATEST AISC
SPECIFICATIONS.
CONNECTIONS REQUIRING DOUBLE
ANGLES OR BENT PLATES WILL
BE MARKED ON THE PLANS WITH
AN ASTERISK (*).
ALL DOUBLE ANGLES SHALL BE
L4X4X1/4 AND ALL BENT
PLATES SHALL BE 1/4" THICK
- DETAIL PER THE LATEST
AISC STEEL CONSTRUCTION
MANUAL.
1.
2.
1 1/2"
CONCRETE.
KEYED JOINT - REMOVE FORM
MATERIAL PRIOR TO PLACING
ADJACENT CONCRETE.
4.
5.
(1)
STEM WALL.
CONCRETE FOOTING.
1'-6" MAXIMUM - WHERE
TRENCH EXCEEDS 1'-6",
NOTIFY STRUCTURAL ENGINEER
PRIOR TO PLACEMENT OF FOOTING.
BACKFILL AND RECOMPACT
TRENCH PER SOILS REPORT
AND SPECIFICATIONS.
BOTTOM OF TRENCH.
(1)
(2)
(2)
3'-1" OR GREATER
3'-0" MIN.
(2)
CONCRETE SLAB.
SCARIFY, MOISTEN, OR DRY
AS REQUIRED, AND COMPACT
ALL SUB GRADE SOILS BENEATH
SLABS.
COMPACTED ENGINEERED FILL.
AFTER OVER EXCAVATION HAS
BEEN ACCOMPLISHED, THE
EXPOSED SOILS SHALL BE
SCARIFIED, MOISTENED, OR
DRIED AS REQUIRED, AND
COMPACTED.
MINIMUM WIDTH OF RECOMPACTION/ENGINEERED FILL
REQUIRED BEYOND THE
FOOTING EDGE SHALL BE
EQUAL TO 3'-0" MINIMUM.
FINISHED GRADE.
SEE PLANS FOR TOP OF
FOOTING ELEVATION.
4" A.B.C.
2 1/2"
3'-0" MIN.
1.
2.
(4)
1.
NOTES:
3 1/2"
(1)
TYPICAL DETAILS
FRAMING NOTES:
(7)
(3)
NOTE:
FOR TRENCH DEPTH OF 3'-6"
OR LESS, SEE TYPICAL PIPE
AT FOOTING DETAIL.
NO PIPE SHALL PASS THRU
FOOTINGS OR UNDER COLUMN
FOOTINGS.
(4)
8
33" - 35"
9
36"
10
NOTE:
ALL DIMENSIONS ARE ±1/2".
SCHNEIDER
(5)
(4)
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
18
TYPICAL EARTHWORK DETAIL
SCALE: NOT TO SCALE
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
CONTINUOUS FOOTINGS AND SLAB
200-002-TYP
14
TYPICAL BOLT SCHEDULE FOR STEEL CONNECTIONS
SCALE: NOT TO SCALE
512-010-TYP
10
TYPICAL KEY IN CONCRETE
SCALE: NOT TO SCALE
200-023-TYP
06
PIPE PASSING BELOW WALL FOOTING IN DEEP TRENCH
SCALE: NOT TO SCALE
Project Number: 114411
200-007-TYP
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S1.2
NOTES:
NOTES:
(1)
1.
2.
3.
1.
2.
3.
4.
(2)
4.
0"
2'-
(3)
3'6"
(1)
FLOOR OR ROOF LINE.
(2) #5 VERTICALS.
WHERE 2'-0" CANNOT BE
OBTAINED. EXTEND BAR AS FAR
AS POSSIBLE AND HOOK OR BEND.
(2) #5 FOR OPENINGS 4'-0"
WIDE OR LESS. (2) #6 FOR
OPENINGS WIDER THAN 4'-0".
(2) #5 TYPICAL CORNER
DIAGONAL BARS.
WHERE WIDTH OF OPENING
EXCEEDS 2 TIMES WALL
THICKNESS. JAMB BARS SHALL
EXTEND FULL HEIGHT OF WALL.
(2) #5 UNLESS LARGER BARS
ARE SHOWN ON PLANS OR DETAILS.
DOWELS ARE SAME SIZE AS
JAMB BARS.
EMBED AND LAP PER G.S.N.
5.
(5)
6.
(4)
(4)
7.
8.
9.
(5)
(3)
SUPPORT
(1)
(2)
(6)
2'-0"
(6)
(7)
3"
(3)
MIN.
(9)
(2)
507-010-TYP
DOUBLE STUDS - TYPICAL.
DOUBLE STUDS WHERE SHOWN
ON PLANS AND DETAILS.
(2) #12 SCREWS.
STEEL STUD.
STEEL STUD TRACK. MATCH THICKNESS
AND USE MINIMUM 1 1/2" FLANGE
1
WIDTH.
6. TYPICAL FOUNDATION ATTACHMENT
48" O.C. OR 0.145 X 1 1/2" HILTI
LOW VELOCITY FASTENERS. CONNECT
AT 18" O.C. U.N.O.
7. (3) #12 SCREWS.
8. 4" LONG WELD AT END, TYP.
6" LONG WELD IF STUDS ARE S300
MEMBERS.
9. THICKNESS OF STUD.
10. ONE #10 SCREW EACH SIDE OF EACH
STUD TO TRACK. FOR STUDS THICKER
THAN 68 MILS USE #12 SCREWS.
(1)
1
(9)
(6)
FIXED ANCHOR
(6)
(7)
INTERIOR STRESSING ANCHOR
(6)
STRESSING ANCHOR
(6)
1'-0"
(9)
3.
4.
5.
6.
7.
(5)
8.
9.
(8)
3'-0"
2'-0" MAX.
(2)
12
1
1
2'-0"
MAX.
(4)
2'-0"
(2)
107200-S1.2-28
GRID
(5)
(7)
1.
(9), (3)
(6)
2.
3.
4.
A
(7)
(3)
(3)
TERMINATE UNIFORM TENDON SUPPORT
STEEL.
HIGH CHAIR.
UNIFORM TENDON AT COLUMN.
BANDED TENDON.
SCALE: NOT TO SCALE
(11)
NOTES:
(6)
1.
2.
(8)
3.
(11)
(2)
(1)
UNIFORM TENDONS.
MILD REINFORCING SUPPORT.
LOWER LAYER OF MILD REINFORCING.
UPPER LAYER OF MILD REINFORCING.
TIE TENDONS TO UPPER LAYER MAT
REINFORCING.
10. MIN. 2 TENDON EACH DIRECTION
THROUGH COLUMN AREA.
11. DROP CAP WHERE SHOWN ON PLAN.
12. COLUMN VERTICALS.
SECTION
A
6.
6
(6)
(3)
(3)
(5)
(4)
SECTION
B
28
NOTES:
CANTILEVER
INTERIOR SPAN
END SPAN
(8)
X
(1)
(8)
4'-0"
(2)
(4)
MIN.
1
114411-S1.3-33
6"
ANCHORS (6" 3/4
3"
3"
OR LESS SLAB
THICKNESS)
350-001-TYP
1.
29
21
TYPICAL CONCRETE SLAB
TO CONCRETE COLUMN (BEFORE POURING OF SLAB)
SCALE: NOT TO SCALE
107200-S1.2-24
4.
5.
6.
EQ.
(9)
(11)
(10)
(1)
(3)
(5)
(2)
(4)
SCHNEIDER
"L"
X
SECTION
FOUNDATION
STRUCTURAL ENGINEERS
CANTILEVER
ENDS
TENDON PROFILE FOR POST TENSIONED CONCRETE SLABS
SCALE: NOT TO SCALE
STEEL J AMB, PER LINTEL SCHEDULE
OR PLAN.
STEEL TRACK.
SIMPSON SSC4.25 WITH (5) #10
SCREWS TO JAMB. ONE SIDE OF
JAMB, U.N.O.
3/8" DIA. SIMPSON TITEN HD
EMBEDDED 3 3/4 " INTO CONCRETE.
FASTENER AT CONCRETE.
CONCRETE FOUNDATION/SLAB.
d
3
d
4
SEE
PLAN
2.
3.
(11)
"H"
(4)
SEE NOTES
SEE NOTES
(11)
CLR. U.N.O.
(5)
3/4"
SEE NOTES
SEE NOTES
(3)
EQ.
5/18/2017 11:20:23 PM
NOTE:
REFER TO STEEL STUD WALL
BRACING OPTIONS SHEET
FOR MORE INFORMATION.
TYPICAL FLAT STRAP BRIDGING DETAIL
(8)
NOTES:
- ALL TENDONS SHALL BE 1/2" DIA. WITH PLASTIC SHEATHS.
- TENDONS SHALL FORM A SMOOTH PARABOLIC CURVE BETWEEN CONTROL POINTS INDICATED. AFTER PLACING HIGH AND LOW
POINTS, SUPPORTS AND CHAIRS SHALL BE ADEQUATE TO MAINTAIN TENDON PROFILE. MAX SPACING OF CHAIRS TO BE 3'-0" USE SLAB BOLSTERS WHERE C.G.S. IS 1" OR LESS TO BOTTOM OF SLAB.
- ADDED TENDONS SHALL MAINTAIN THE SAME PROFILE AS THROUGH TENDONS.
- SEE ANCHOR DETAILS FOR ANCHOR REQUIREMENTS.
- MAXIMUM TENDON SPACING SHALL NOT EXCEED 7 TIMES THE SLAB THICKNESS OR 48 " O.C.
- ALL TENDONS ARE TO BE SET FOR MAXIMUM DRAPE, 1" FROM CENTERLINE OF TENDON TO BOTTOM OF SLAB AT MIDSPAN, AND
1" FROM CENTERLINE OF TENDON TO TOP OF SLAB AT SUPPORT TYPICAL UNLESS NOTED OTHERWISE ON
FRAMING PLANS. AT END SPANS (IN DIRECTION OF TENDON) AT MIDSPAN, MAXIMUM DRAPE SHALL BE 1" FROM CENTERLINE
OF TENDON TO BOTTOM OF SLAB.
(7)
(4)
(11)
CLR. U.N.O.
(2)
(6)
3/4"
(7)
(3)
SEE NOTES
SEE
PLAN
(2)
(6)
6"
3"
ANCHOR SPACING AT SLAB EDGE
1/2" DIA. POST TENSION TENDON.
ADDED TENDON MID-HEIGHT.
SEE PLANS FOR TENDON
REQUIREMENTS.
4. POST TENSIONED CONCRETE
SLAB.
5. TOP AND BOTTOM REINFORCING,
SEE PLAN FOR SIZE, SPACING,
AND LENGTH.
6. #4 SUPPORT BAR CONTINUOUS WITH
12" LAP (MIN IN UNIFORM DIRECTION.
7. (2) #5 CONT. BEHIND ANCHORS TYPICAL.
8. CENTERLINE OF SPAN.
9. SEE PLAN.
10. TENDON DRAPE.
11. SUPPORT.
(7)
(2)
6"
3"
1.
2.
3.
(5)
(5)
6"
3"
TYPICAL DETAILS
7.
(1)
6"
SCALE: NOT TO SCALE
7'-6"
5.
6.
(1)
(6)
VERT. PLACE
ANCHORS (7"
OR GREATER
SLAB THICK)
NOTES:
4'-6"
4.
4"
NOTE:
DO NOT POUR SLAB ABOVE
IF ANY CONCRETE COLUMNS
BELOW PENETRATE BOTTOM
OF SLAB.
NOTES:
2'-4"
3.
STEEL STUD.
(1) #10 LOW PROFILE SCREW
AT EACH STUD. U.N.O.
CONTINUOUS 3" X 18GA. STRAP
EACH SIDE OF STUDS.
ATTACH FLAT STRAPPING TO
BLOCKING WITH (4) #10 LOW
PROFILE SCREWS.
SOLID BLOCKING.
6" LONG TRACK SECTION
CONNECTED TO STUD FLANGES
WITH (2) #10 LOW PROFILE
SCREWS EACH SIDE.
(2) #10 LOW PROFILE SCREWS
AT SOLID BLOCKING TO STUD.
6"
4"
107200-S1.2-29
1'-6"
1.
2.
24
TENDONS AROUND COLUMN
SCALE: NOT TO SCALE
6"
2'-4"
507-011-TYP
(10)
(9)
SCALE: NOT TO SCALE
(2)
4.
(2)
(8)
(6)
(1)
(2)
(2)
(11)
TYPICAL U-CHANNEL DETAIL
(3)
POST TENSIONED CONCRETE SLAB.
TOP OF CONCRETE COLUMN CAN
NOT PENETRATE BOTTOM OF SLAB
ABOVE.
IF CONCRETE COLUMN PENETRATES
BOTTOM OF SLAB ABOVE,
JACKHAMMER TOP OF COLUMN SO
IT IS BELOW LINE OF BOTTOM OF
SLAB. WASH SURFACE FREE OF
LOOSE MATERIAL, DUST AND OTHER
FOREIGN MATERIAL.
CONCRETE COLUMN CONTINUOUS
ABOVE. SEE SCHEDULE FOR
REINFORCING.
CONCRETE COLUMN.
(5)
(12)
(4)
6 1/2"
(1)
(8)
1'-6"
(3)
3.
5.
NO CURVE
(5)
1.
2.
(4)
1
B
NOTE:
IN LIEU OF WELDING, STEEL
ANGLE MAY BE CONNECTED TO
STEEL STUD AND CHANNEL WITH
(2) #10 X 3/4" HEX WASHER HEAD
SCREWS EACH.
NOTES:
P.T. TENDONS.
PROVIDE CORNER BAR FOR
PERIMETER BARS.
ADD (1) #3 TIE AT CORNERS
TYPICAL.
24"
PERIMETER BARS.
ADD (6) #3 HAIR PINS
AT 8" O.C. AT EACH BAND OF 4
OR MORE TENDONS SPACED
AT 6" OR CLOSER.
6" MIN. TO FIRST TENDON IN
NEXT BAND - TYPICAL.
5.
6.
7.
8.
9.
1
SCALE: NOT TO SCALE
107200-S1.2-23
SCALE: NOT TO SCALE
346-004-TYP
4.
5.
GRID
33
TYPICAL COLUMN CLOSURE POUR AT CONCRETE COLUMN
20
PLAN - TENDON DISPLACEMENT AT SLAB OPENINGS
23
(4)
(4)
1
(1)
(1)
1"
4.
(2)
STEEL STUD.
CONTINUOUS 1 1/2" X 16 GAUGE
COLD-ROLLED STEEL CHANNEL
BRIDGING THRU STUD PUNCH OUTS SEE GENERAL STRUCTURAL NOTES
FOR BRIDGING REQUIREMENTS.
STEEL L1 1/4X1 1/4 X 14 GAUGE
X STUD WIDTH MINUS 1/4" AT
EACH STUD.
THICKNESS OF THINNER OBJECT.
BANDED TENDONS
3.
(1)
32
revisions
(1)
507-013-TYP
1.
2.
(4)
04.06.15
VARIES
TYP.
SCALE: NOT TO SCALE
NOTES:
TYP
date
CONCRETE COLUMN
"CONC. C.J." WHERE SHOWN
ON PLAN.
1/2" COMPRESSIBLE FILLER.
NOTES:
ALL STEEL STUD INTERSECTIONS
SHALL BE SCREWED WITH (2) #12
SCREWS. FOR SIZE AND GAUGE
OF TYPICAL STEEL STUDS, SEE
GENERAL STRUCTURAL NOTES.
SPECIAL SIZES ARE CALLED OUT
IN DETAILS.
SCALE: NOT TO SCALE
3.
TENDON ANCHORAGE DETAIL FOR POST TENSIONED CONCRETE
TYPICAL SOLID BLOCKING
TYPICAL STEEL STUD ATTACHMENT
1.
2.
MAX.
31
NOTES:
(3)
3'-0"
NOTE:
(7)
FORS job #
1449
(7)
VARIES
12
(10)
350-003-TYP
(1)
>1
(5)
.
7
1
9/ 3 0/
(ANCHOR AT CONSTRUCTION JOINT)
GENERAL NOTES:
ALL ANCHORS SHALL BE INSTALLED IN THE CENTER OF SLAB UNLESS OTHERWISE NOTED.
SEE TENDON PROFILE DETAIL AND PLANS FOR TENDON LOCATION AND REQUIREMENTS.
AFTER STRESSING, TENDON HARDWARE SHALL BE COATED WITH A RUST PREVENTIVE MASTIC BEFORE CONCRETING OR DRYPACKING.
A MAXIMUM OF 3" OF EXPOSED STRAND (WITHOUT PLASTIC SHEATH) IS PERMITTED AT ENDS, REPAIR ALL TORN SHEATHS.
ANCHORS MUST BE OF A TYPE APPROVED BY THE I.C.B.O. AND THE GOVERNING AGENCIES.
27
(10)
.A
A , U. S
1317
TRANSITION-NO KINKS
PERMITTED IF TENDON SWAY
EXCEEDS 1:12 USE #3 HAIRPIN AT
12" O.C. WITH 24" LONG LEGS.
MAXIMUM TENDON SWAY OF 1:6.
(1) #5 X 4'-0" EACH CORNER AT
MID DEPTH.
(1) #5 TOP AND BOTTOM.
DISPLACED TENDON.
TENDON.
EDGE OF SLAB.
HOLES NOT PERMITTED IN
HATCHED AREA.
HOLES IN SLAB - REINFORCE PER
BOTTOM DETAIL FOR MORE THAN
TWO SLEEVES.
(D1 + D2)/4 OR 60" AT
BANDED TENDONS.
2.
2'-0"
1'-0"
(5)
(1)
(6)
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
Revision1
(8)
(4)
(1)
MIN.
(3)
(8)
E
Date 1
(9)
(2)
(5)
(10)
(2)
(3)
COATED TENDON.
FORM.
POCKET FORMER (GROMMET) GROUT AFTER STRESSING.
4. (2) #3 HAIRPIN AS PER DETAIL. ANCHOR
SPACING AT SLAB EDGE.
5. ENCAPSULATED WATER TIGHT BOOT
BY P.T. SUPPLIER.
6. (2) #5 CONT. BEHIND ANCHORS
LAP 2'-0" MIN.
7. NAIL CASTING TIGHT AGAINST FORM.
8. ANCHOR CASTING.
9. SEE TYPICAL REINFORCED EDGE
DETAIL.
10. BURN OFF 1/2" BEHIND FACE OF
CONCRETE AFTER STRESS.
D1
2 1/4" CLR.
1.
1.
2.
3.
FIRST POUR
3" MIN
1-6
SECOND POUR
D2
(3)
ES
I
AR
Swaim job #
SCALE: NOT TO SCALE
394-001-TYP
NOTES:
1'-6"
3.
4.
5.
(9)
WIRE TENDON SUPPORT
19
SCALE: NOT TO SCALE
NOTES:
1.
2.
(4)
TYPICAL OPENING IN CONCRETE WALL
22
(4)
NOTES:
SCALE: NOT TO SCALE
ee
O.
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
(6)
4" MIN
8" MAX
TYPICAL STEEL STUD WALL
IFI C A TE N
350-004-TYP
6"
(5)
SCALE: NOT TO SCALE
SEE PLAN
(8)
(8)
T
26
30
(7)
PLAN - ADDED CORNER REINFORCING FOR POST TENSIONED SLABS
ona l E n g in
27349
RONALD H.
SCHNEIDER
DA
DIAGONAL SLAB REINFORCED DETAIL
(5)
ER T
C
ur )
u c t al
(4)
e s si
f
ro
r
(S t
(9)
(10)
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
r
2'
M
IN
.
(3)
1
(2)
NOTE:
OMIT BARS USED AROUND POST
TENSIONED TENDONS WHERE ADDED
CORNER REINFORCING OCCURS SEE PLANS FOR LOCATIONS.
BANDED TENDON BUNDLES.
#4 SUPP0RT BARS.
HIGH CHAIRS OR SLAB BOLSTERS.
WIRE TENDONS, SUPPORT & CHAIR
TOGETHER - STAPLE CHAIR TO
FORM (PROVIDE CHAIR UNDER EACH
TENDON BUNDLE.
A Marriott Brand Hotel
(9)
NOTES:
. 5.
4.
5.
6.
7.
COLUMN OR WALL.
SLAB EDGE.
LOCATE COLUMN REINFORCING
SHOWN IN OUTER LAYER.
(5) #5X12'-0" AT 6" O.C. CENTERED.
(6) #4 AT 16" O.C. TOP CENTERED.
(4) #5X8'-0" LONG, CENTERED.
CONCRETE WALL BELOW
. /.
1
1.
2.
3.
1
(7)
ASSOCIATES LTD
ARCHITECTS AIA
NOTES:
(2)
dP
(1)
Reg i st ere
(3)
AC TUCSON
5.
6.
CONTINUOUS TOP TRACK.
SINGLE TRACK - USE DOUBLE TRACK AT
OPENINGS GREATER THAN 8'-0".
SPLICE TOP TRACK WITH INSET STUD X12"
LONG. INSET STUD SHALL MATCH WIDTH AND
GAGE OF TOP TRACK AND SHALL HAVE
A MINIMUM FLANGE WIDTH OF 1 5/8".
PROVIDE (6) #10 SCREWS ON EACH SIDE OF
TRACK, EACH SIDE OF SPLICE, TO INSET STUD. A TOTAL
OF (24) SCREWS PER SPLICE.
10. CONNECTION PER LINTEL DETAIL AND SCHEDULE.
9.
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
3.
4.
7.
8.
STEEL STUDS AT 16" O.C. U.N.O. - SEE
TYPICAL STEEL STUD ATTACHMENT FOR
TOP AND BOTTOM CONNECTION.
BRIDGING PER G.S.N. AND TYPICAL
BRIDGING DETAIL.
LINTEL PER SCHEDULE.
DOUBLE STUDS AT OPENINGS GREATER
THAN 6'-0" WIDE - TYPICAL U.N.O.
TRIMMER STUD(S) AS NOTED IN SCHEDULE - TYP.
ANCHOR BOLTS - SEE G.S.N. AND SHEARWALL
SCHEDULE FOR SIZE AND SPACING.
2'0"
2.
1'0"
1.
107200-S1.2-30
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
1
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
25
EXTERIOR STEEL JAMB AT CONCRETE FOUNDATION/SLAB
SCALE: NOT TO SCALE
Project Number: 114411
114411-S1.3-25
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S1.3
NOTES:
1.
STEEL STUDS. FOR NUMBER OF
STUDS AND SIZE SEE PLAN.
STEEL PLATE 0.28" X 1 1/4" WIDE FOR
1/2" STUDS; 0.42" X 2" FOR 3/4" DIA.
STUDS.
CONCRETE SLAB THICKNESS
PER PLAN MINUS 1 1/2 " FOR PODIUM
LEVEL. THICKNESS MINUS 1 3/4" FOR
PARKING LEVELS.
STUD SPACING PER PLAN.
CONCRETE COLUMN.
1.58" DIA. MINIMUM FOR 1/2" DIA.
STUDS. 2.37" DIA. MINIMUM FOR
3/4" DIA. STUDS.
0.28" MINIMUM FOR 1/2" DIA. STUDS.
0.42" MINIMUM FOR 3/4" DIA. STUDS.
2.
(3)
(4)
4.
5.
SAW CUT JOINT
(1)
HORIZ BOLT
EMBEDMENT
LENGTH
HEADED STUD
FILLET WELD
SIZE, "S"
7"
4"
1/4"
5/8"
7"
4"
5/16"
3/4"
7"
5"
5/16"
7/8"
8"
6"
5/16"
1"
9"
7"
3/8"
1 1/8"
10"
8"
---
1 1/4"
11"
9"
---
4.
5.
6.
7.
(4)
3"
3.
4.
5.
(3)
(4)
TYP
(5)
PLATE, ANGLE
CHANNEL, ETC.
(NOTE 3)
3.
4.
5.
CONCRETE WALL.
THREADED ROD AND CONCRETE
INSERT AT MASONRY WALL
BOND BEAMS AND AT 48 " O.C.
VERTICALLY.
FOR JOINT REQUIREMENTS, SEE
ARCHITECTURAL SPECIFICATIONS.
MASONRY WALL.
REINFORCING IN GROUTED CELL
AT END OF WALL.
SEE SCHEDULE
EMBEDMENT
EMBEDMENT
EMBEDMENT
(5)
HEADED STUD
IFI C A TE N
ee
O.
27349
RONALD H.
SCHNEIDER
ES
I
AR
E
ur )
u c t al
(2)
ANCHOR BOLT
(2)
ona l E n g in
r
(S t
"S"
KEYED JOINT
ANCHOR
NOTE:
TOP FLANGE OF BEAM MUST
BE FREE OF PAINT, DIRT,
RUST AND OIL - TYPICAL.
(3)
(4)
ER T
C
r
STANDARD
HOOK OR
BOLT HEAD
-TYPICAL
e s si
f
ro
T
3/16
(1)
DA
(4)
2" MIN.
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
(3)
(4)
(3)
FACE OF CONCRETE
OR MASONRY
(7)
PLATE, ANGLE
CHANNEL, ETC.
(NOTE 3)
1.
2.
(5)
(2)
TYP
(2)
6.
NOTES:
(5)
(1)
(6)
(6)
. 5.
3.
VERT BOLT
EMBEDMENT
LENGTH
1/2"
ASSOCIATES LTD
ARCHITECTS AIA
LOCATION OF HEADED STUDS
WHERE TWO STUDS ARE USED.
CONCRETE OVER STEEL DECK
- FOR DIRECTION OF DECK,
SEE PLANS - STEEL DECK
MAY BE SPLIT AS REQUIRED.
WELDED WIRE FABRIC.
STEEL BEAM.
HEADED STUD - CENTER OVER
BEAM WEB WHERE ONE STUD
IS REQUIRED.
SEE G.S.N. FOR PLACEMENT
OF STUDS.
. /.
1
2.
ANCHOR
DIAMETER
2.
dP
CONCRETE OVER STEEL DECK
- FOR DIRECTION OF DECK,
SEE PLAN.
WELDED WIRE FABRIC CONTINUOUS THRU
CONTROL JOINT.
SAW CUT SHALL BE MADE
SOON ENOUGH TO PREVENT
CRACKING, BUT NOT SO SOON
AS TO CAUSE SPALLING OF
THE CONCRETE WHILE SAWING.
STEEL DECK.
WOOD BLOCK WITH 3/4"
CHAMFER AS SHOWN ( TO
BE REMOVED).
1.
(1)
(2)
Reg i st ere
1"
3/16"
MAX
MAX
3/4"
1.
3.
NOTES:
1" MIN
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
NOTES:
(1)
(2)
NOTES:
1. PROVIDE ANCHORS, ANCHOR BOLTS,
AND HEADED STUDS PER THIS
SCHEDULE UNLESS NOTED ON PLANS
OR DETAILS.
2. SCHEDULE APPLIES TO ANCHORS
IN CONCRETE AND MASONRY.
3. THICKNESS OF DRYPACK DOES NOT
APPLY TOWARDS EMBEDMENT.
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
CONTROL JOINTS IN CONCRETE OVER STEEL DECK
580-001-TYP
SCALE: NOT TO SCALE
501-001-TYP
41
STUD SHEAR REINFORCEMENT (SSR) DETAIL
114411-S1.4-41
SCALE: NOT TO SCALE
37
TYPICAL SHEAR CONNECTORS TO COMPOSITE STEEL BEAM
SCALE: NOT TO SCALE
583-101
34
TYPICAL MASONRY WALL AT CONCRETE WALL
SCALE: NOT TO SCALE
401-042-TYP
NOTES:
NOTES:
NOTES:
6.
7.
8.
(4)
ANCHOR
DIAMETER
MECHANICAL
ANCHOR EMBEDMENT
LENGTH IN CONCRETE
MECHANICAL
ANCHOR EMBEDMENT
LENGTH IN MASONRY
THREADED
ROD ANCHOR
EMBEDMENT LENGTH
IN CONCRETE
3/8"
3"
2 3/4"
4 1/2"
3 1/2"
1/2"
4"
3 1/2"
5"
4 1/2"
5/8"
5 1/4"
4 1/2"
6 3/4"
6"
3/4"
5 3/4"
5 1/2"
6 3/4"
7"
(4)
7/8"
---
---
7"
---
(5)
(2)
8"
8"
8"
---
---
---
10"
---
1"
1"
REINFORCING
STEEL SIZE
REINFORCING
STEEL EMBEDMENT
LENGTH IN CONCRETE
#3
3"
6"
#4
6"
8"
#5
6"
8"
#6
8"
8"
#7
8"
8"
#8
10"
8"
#9
12"
12"
2.
3.
(1)
MECHANICAL ANCHOR
(NOTE 4)
MAX.
4"
(2)
(3)
MAX.
1 1/2"
10"
MIN.
MIN.
(3)
1/8
TYPICAL DECK SECTION
SHRINKAGE AND TEMPERATURE REINFORCEMENT AT BANDED SLAB EDGE
SCALE: NOT TO SCALE
114411-S1.4-42
38
MASONRY BOND BEAM AT INTERSECTING WALLS
SCALE: NOT TO SCALE
401-013-TYP
TYP
1.
3/16
3.
4.
(2)
(3)
1.
SEE PLAN FOR SPACING (8'-0"
MAXIMUM).
CENTERLINE OF FRAMING
MEMBER.
ANGLE L4X4X1/4.
FACE OF FRAMING MEMBER.
2.
35
TYPICAL SMALL OPENING IN STEEL DECK
SCALE: NOT TO SCALE
502-020-TYP
NOTES:
NOTES:
2.
3.
4.
5.
PLATE, ANGLE
CHANNEL, ETC.
(NOTE 3)
6.
NOTES:
LINTEL DEPTH PER
SCHEDULE.
TOP REINFORCING WHERE
INDICATED IN LINTEL
SCHEDULE.
OPEN END MASONRY UNITS.
REINFORCING - SEE LINTEL
SCHEDULE.
SHORE LINTEL UNTIL GROUT
REACHES DESIGN STRENGTH.
STIRRUPS WHERE INDICATED.
(1)
1.
2.
(2)
(3)
3.
4.
5.
6.
(4)
7.
ADHESIVE ANCHOR
(THREADED ROD OR
REINFORCING STEEL)
OPEN
SPACING OF SUPPORT MEMBER.
CENTERLINE OF SUPPORT
MEMBER.
STEEL DECK.
(1) #5 EACH SIDE OF OPENING.
#4 X 3'-0" - TYPICAL.
BLOCK OUT CONCRETE FOR
OPENING. DO NOT CUT DECK
UNTIL ADJACENT CONCRETE
HAS REACHED DESIGN
STRENGTH.
(1) #5 CONTINUOUS BETWEEN
SUPPORT.
OPEN
(5)
(1)
ADHESIVE ANCHOR
(THREADED ROD OR
REINFORCING STEEL)
TYP
3/16
TYPICAL POST-INSTALLED ANCHOR AND REINFORCING STEEL SCHEDULE
SCALE: NOT TO SCALE
(2)
(3)
(4)
(6)
3/16
(1)
TYP
RIB
NOTE:
AN OPENING WHICH CUTS ONE WEB ( 4" MAX DIMENSION PERPENDICULAR TO RIBS) , MAY BE
CUT IN DECK WITHOUT ANY SPECIAL REINFORCING.
AN OPENING WHICH CUTS TW O WEBS (8" MAX DIMENSION PERPENDICULAR TO RIBS), WILL
REQUIRE ANGLE SUPPORT SHOWN ABOVE.
ANY OPENING WHICH CUTS MORE THAN TWO WEBS, FRAME OPENING WITH TYPICAL ANGLE
SUPPORT FRAME, SEE TYPICAL FRAME OPENING IN ROOF FRAMING DETAIL.
(1)
(2)
#
(4)
501-002-TYP
NOTE:
FOR CLARITY, ROOF
DECK NOT SHOWN.
STEEL STUD PUNCHOUT DIMENSIONS
43
114411-S1.5-51
PLAN VIEW - TYPICAL FRAME OPENING IN ROOF FRAMING
SCALE: NOT TO SCALE
502-013-TYP
(6)
RIB
(5)
NOTE:
EXTEND GROUT, OPEN END
MASONRY UNITS, AND
REINFORCING 24" PAST EACH
JAMB.
RIB
(3)
#
SCALE: NOT TO SCALE
WEB
RIB
SECTION
#
4'-0" MAX.
50
(1)
#
(2)
CORNER
42
(4)
46
2' - 0"
5.
PROVIDE POST- INSTAL LED ANCHORS
AND REINFORCING STEEL PER THIS
SCHEDULE UNLESS NOTED ON PLANS
OR DETAILS.
POST-INSTALLED ANCHORS SHALL HAVE
I.C.C. APPROVAL.
THICKNESS OF DRYPACK DOES NOT
APPLY TOWARDS EMBEDMENT.
MECHANICAL ANCHORS INCLUDE BUT
ARE NOT LIMITED TO WEDGE, UNDERCUT
AND SCREW TYPE ANCHORS.
AT POST-TENSIONED SLABS LOCATE
TENDONS USING NON-DESTRUCTIVE
METHODS PRIOR TO DRILL ING INTO SLAB.
EMBEDMENT
FACE OF CONCRETE
OR MASONRY
4.
EMBEDMENT
NOTE:
ANY PUNCHOUT SHAPE THAT
FITS ENTIRELY WITHIN THE
SHOWN PUNCHOUT IS
ACCEPTABLE IF IT ALLOWS FULL
STRENGTH BRIDGING
INSTALLATION.
EMBEDMENT
4.
1.
114411-S1.4-50
PUNCHED MEMBER.
PUNCHOUT, TYP.
SEMI CIRCLE ENDS ON
PUNCHOUTS, TYP.
MEMBER END.
(2)
INTERSECTION
(3)
NOTES:
REINFORCING
STEEL EMBEDMENT
LENGTH IN MASONRY
1/4"±
TYPICAL BRIDGING DETAIL AT ANCHOR STUD
SCALE: NOT TO SCALE
revisions
(1)
ALTERNATE TOP AND BOTTOM
1
NOTES:
NOTE:
DETAIL REQUIRED
WHERE TENDON
SPACING EXCEEDS
4'-6".
(3)
1
(3)
1.
2.
3.
0
1"
1 1/4"
(2)
(2)
(2)
45.0
NOTE:
SEE TYPICAL U-CHANNEL BRIDGING
DETAIL FOR CLIP TO STUD
CONNECTION.
(6)
49
THREADED
ROD ANCHOR
EMBEDMENT LENGTH
IN MASONRY
45.0
0
EACH SIDE,
EACH
CONNECTION
(8)
date
04.06.15
OPEN
1
(6)
4.
1449
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
(1)
3.
STEEL DECK.
ANGLE SUPPORT 2"X2"X3/16"
BELOW DECK - ANGLE MAY
BE PLACED ON TOP OF DECK
WITH PRIOR APPROVAL OF
ARCHITECT.
WELD 2" AT EACH LOWER RIB TYPICAL.
ANGLE SHALL EXTEND A
MINIMUM OF 3 WEBS PAST
THE DECK OPENING.
A Marriott Brand Hotel
(7)
(2)
(1)
1.
2.
2" MIN. PAST
3RD WEB
Revision1
4.
5.
(3)
MASONRY WALL.
BOND BEAM REINFORCING.
CORNER BARS SAME SIZE AND
SPACING AS HORIZONTAL
REINFORCING (24" MIN).
1
3.
(5)
(1)
(6)
FORS job #
NOTES:
(4)
STEEL STUD PER PLAN.
CONTINUOUS 1 1/2" X 16 GAUGE
COLD-ROLLED STEEL CHANNEL
BRIDGING THRU STUD PUNCH OUTS SEE GENERAL STRUCTURAL NOTES
FOR BRIDGING REQUIREMENTS.
STEEL L1 1/4X1 1/4 X 14 GAUGE
X STUD WIDTH MINUS 1/4" AT
EACH STUD.
CLIP AT EACH STUD.
ANCHOR STUD PER SCHEDULE. CONNECT
TOGETHER WITH SAME REQUIREMENT AS
SHOWN IN TYPICAL STEEL STUD
ATTACHMENT DETAIL
T200-54 (50KSI) CUT TO FIT (DRILL CORNER
PRIOR TO CUTTING).
(2) 1/4" DIA. TEK SCREWS.
THICKNESS OF THINNER OBJECT CONNECTED.
1.
2.
3.
CONCRETE SLAB.
BANDED TENDON OR BEAM.
CONCRETE SLAB EDGE.
#4 AT 12" O.C. FOR 8" SLAB.
ANCHORAGE REINFORCING.
DISTRIBUTED TENDONS, TYPICAL.
EXTEND 24"
1.
2.
1.
2.
3.
4.
5.
6.
1317
Date 1
SCALE: NOT TO SCALE
TYPICAL CAST-IN-PLACE ANCHOR, ANCHOR BOLT,
AND HEADED STUD SCHEDULE
45
AC TUCSON
48
39
TYPICAL MASONRY WALL LINTEL
SCALE: NOT TO SCALE
404-001-TYP
36
WEB
(7)
NOTE:
WHEN ONE RIB IS CUT NO
REINFORCING IS REQUIRED.
WHEN TW O RIBS ARE CUT
AND ADJACENT OPENINGS
DETAIL USING STEEL ANGLES.
ARE GREATER THAN 4'-0"
O.C., REINFORCE SLAB AS
SHOWN.
FRAME OPENING WITH TYPICAL
CLOSER THAN 4'-0" O.C.,
ARE CUT OR OPENINGS ARE
WHEN MORE THAN TWO RIBS
SECTION
TYPICAL SMALL OPENING IN CONCRETE OVER STEEL DECK
SCALE: NOT TO SCALE
502-800-TYP
NOTES:
1.
2.
3.
4.
5.
CONCRETE WALL.
TOOLED JOINT.
#4 X 5'-0" AT 24 " O.C. VERTICAL
CONTRACTOR SHALL L OCATE
CONTROL JOINTS AT 20'-0" O.C.
MAXIMUM.
3/4" X 3/4" V-GROOVE.
1
1.
2.
3.
1.
2.
THICKNESS OF STUD.
COLD FORMED COLUMN/JAMB.
#12 SCREWS AT 6" O.C. FULL HEIGHT.
3.
4.
5.
6.
(2)
(2)
(4)
GRID
CL CONSTRUCTION JOINT.
SEE PLAN FOR DIM.
1'-4"
1'-4"
(3)
D
D/2 D/2
(6)
(5)
SCHNEIDER
BACK TO BACK
1 1/2" CLR.
5/18/2017 11:20:23 PM
1 1/2"
P.T. SLAB.
#4X2'-8" AT 24" O.C.
2"X4" KEYWAY BETWEEN
P.T. TENDONS OMIT KEYWAY
WHERE TOP AND BOTTOM
REINFORCING EXTENDS
THRU JOINT.
SPECIAL SLAB REINFORCING
CONTINUOUS THRU JOINT
WHERE SHOWN ON PLANS.
(1)
BOXED
(2)
4.
(3)
1-6
SEE PLAN
EQ.
(1)
(1)
(1)
(2)
MASONRY WALL.
VERTICAL REINFORCING FULL
HEIGHT.
BREAK OUT FACE SHELL AND
GROUT SOLID - FULL HEIGHT
OF WALLS.
OPEN END MASONRY UNIT.
MASONRY LINTEL.
DOWELS IN GROUTED BOND
BEAM TO MATCH AND LAP
LINTEL REINFORCING PER
G.S.N. - 24" X 24" MIN.
BEND AS REQUIRED.
3" CLR.
(3)
(4)
(5)
1.
2.
3.
NOTES:
NOTES:
TYPICAL DETAILS
NOTES:
(2)
(3)
(4)
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
51
CONCRETE WALL CONTROL JOINT
SCALE: NOT TO SCALE
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
300-005-TYP
47
TYPICAL BUILT-UP COLD-FORMED COLUMN, JAMB STUD - ELEVATION VIEW
SCALE: NOT TO SCALE
507-017
44
PLAN VIEW - MASONRY LINTEL AT MASONRY WALL INTERSECTION
SCALE: NOT TO SCALE
404-003-TYP
40
CONSTRUCTION JOINT
SCALE: NOT TO SCALE
Project Number: 114411
114411-S1.3-40
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S1.4
1.
2.
3.
4.
6"
4'-0" O.C. (MAX.)
NOTES:
2 1/4" CLEAR AT 8" MASONRY UNITS
2 1/2" CLEAR AT 12" MASONRY UNITS
ASSOCIATES LTD
ARCHITECTS AIA
(MAX.)
KICK PLATE.
GRATING PER PLAN.
CAP END (TYP.)
L5X3X3/8 TYPICAL.
TYP
NOTES:
G
1.
2.
1 1/2" DIA. STANDARD PIPE
HANDRAIL AND POSTS (TYP.)
1/4"X4" KICK PLATE.
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
1'-6"
(1)
JAMB WITH 1 BAR
JAMB WITH 2 BARS
TYP
3/16
CL HANDRAIL POST
1/4"
1" GAP
(MAX.)
1/4"
MAX.
NOTE: IF FLANGE W IDTH EXCEEDS 7"
PROVIDE 1 1 /2" MIN. FROM CENTERLINE
OF PIPE TO EDGE OF FLANGE (TYP.).
ona l E n g in
IFI C A TE N
ee
O.
27349
RONALD H.
SCHNEIDER
. 5.
ES
I
AR
E
. /.
1
dP
ER T
C
T
5.
e s si
f
ro
DA
4.
5"
Reg i st ere
(3)
SEE MASONRY WALL REINFORCING SCHEDULE FOR REINFORCING.
ALL CELLS AND BOND BEAMS WITH REINFORCING SHALL BE GROUTED.
WHERE 2 BARS PER CELL ARE INDICATED, L OCATE AS SHOWN ON JAMB DETAILS
AND PROVIDE ADDITIONAL LAP SPLICE LENGTH PER THE GENERAL STRUCTURAL NOTES.
MASONRY CONTROL JOINTS SHALL EXTEND FULL HEIGHT OF MASONRY WALL.
TERMINATE ALL HORIZONTAL REINFORCING, INCLUDING JOINT REINFORCING, AT MASONRY
CONTROL J OINTS EXCEPT FLOOR, ROOF AND PARAPET BOND BEAM REINFORCING.
SINGLE BARS SHALL BE ACCURATELY LOCATED AT CENTERLINE OF WALL U.N.O.
TYP
ur )
u c t al
1.
2.
3.
(2)
r
(S t
(4)
r
NOTES:
2-1/2" TYP.
1/4" (MAX.)
4"
4"
JAMB WITH 6 BARS
2'-0"
TYP.
JAMB WITH 4 BARS
3'-6"
(1)
(2)
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
(TYP.)
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
PLAN VIEW - TYPICAL MASONRY WALL REINFORCING
401-011-TYP
TYPICAL HANDRAIL ATTACHMENT-SECTION
54
SCALE: NOT TO SCALE
1317
114411-S4.4-57
FORS job #
TYPICAL HANDRAIL DETAIL (REMOVABLE)
52
SCALE: NOT TO SCALE
114411-S4.4-54
1449
NOTES:
2.
STEEL L EDGER ANGLE - FOR
SIZE AND LOCATION, SEE
PLAN.
STEEL PLATE 1/8" THICKER
THAN ANGLE X 1/2" LESS
THAN ANGLE LEG X 16"
LONG.
date
04.06.15
NOTES:
(1)
NOTES:
1.
1.
2.
2.
3.
GRATING PER PLAN.
GRATING CLAMPS "GRATEFIX" BY
BEAM CLAMP OR EQUAL AT 2'-0" O.C.
MECHANICAL EQUIPMENT.
BEAM PER PLAN.
3.
4.
(2)
TYP.
1/8
(1)
4.
4'-0" O.C. (MAX.)
(3)
(2)
5.
(5)
(1)
(4)
1/8
TYP
1
1'-6"
(3)
1" MAX
revisions
1 1/2" DIA. STANDARD PIPE
HANDRAIL AND POSTS (TYP.)
1/4"X4" KICK PLATE.
PROVIDE 1"Ø X 3" LONG PIPE
INSERT AT SPLICES IN RAILS.
TYPICAL.
TOP OF STEEL OR FIBERGLASS
GRATING.
ALL HANDRAIL CORNERS SHALL
BE ROUND USING 1 1/2"Ø
LONG RADIUS BUTT WELD ELBOWS
OR THE PIPE MAY BE BENT AT
THE MINIMUM RADIUS. ROUNDED
CORNERS ARE TO BE USED IN
BOTH THE HORIZONTAL AND
VERTICAL PLANES.
NOTE:
GRATING REQUIRES A MINIMUM OF 1"
OF BEARING LENGTH AT SUPPORT
BEAMS.
TYPICAL SPLICE IN CONTINUOUS STEEL LEDGER ANGLE
SCALE: NOT TO SCALE
56
501-020-TYP
(4)
(2)
TYP
TYPICAL GRATE AT STEEL BEAM AT EQUIPMENT
114411-S4.0-53
SCALE: NOT TO SCALE
NOTES:
1.
2.
3.
4.
5.
6.
1
7.
8.
STEEL J AMB STUDS.
CONTINUOUS STEEL TRACK AT TOP AND BOTTOM OF LINTEL TO
MATCH WIDTH OF STUD WALL, MATCH THICKNESS OF LINTEL
JOIST, AND HAVE A MINIMUM FLANGE W IDTH OF 1 1/2"
LINTEL JOIST AS REQUIRED. J OIST PUNCHOUTS ALLOWED
ALONG LINTEL SPAN U.N.O.
#10 SCREWS AT 12" O.C.
SIMPSON LSFC4.25 WITH (4) #10 SCREWS TO JAMB AND ( 4) #10
SCREWS TO LINTEL AT 6" WALLS. 6" LONG 362S200-43 WITH (2)
#8 SCREWS TO JAMB AT 3 5/8" WALLS.
COPE EACH FLANGE OF LINTEL AT J AMB STUDS AND EXTEND
WEBS OVER JAMB STUDS. SECURE WITH THE NUMBER OF LOW
PROFILE SCREWS PER HEADER SCHEDULE ON EACH SIDE OF
JAMB.
CONTINUOUS STEEL TRACK AT BOTTOM OF CRIPPLE STUDS TO
MATCH DEPTH AND THICKNESS OF WALL STUDS, AND HAVE A
MINIMUM FLANGE W IDTH OF 1 1/4".
ATTACH CRIPPLE STUD TO TRACK EACH SIDE WITH #8 SCREWS
MIN.
(1)
(2)
(7)
NOTES:
1.
2.
(1)
55
(2)
TYPICAL HANDRAIL DETAIL (FIXED)
53
SCALE: NOT TO SCALE
114411-S4.4-55
(3)
NOTE:
GRATING REQUIRES A MINIMUM OF 1"
OF BEARING LENGTH AT SUPPORT
BEAMS.
(7)
(5)
(8)
(6)
(4)
(2)
(2)
57
(3)
X
GRATING PER PLAN.
GRATING CLAMPS "GRATEFIX" BY
BEAM CLAMP OR EQUAL AT 2'-0" O.C.
BEAM PER PLAN.
3.
A Marriott Brand Hotel
1
60
AC TUCSON
2'-0"
(1)
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
1.
Revision1
SCALE: NOT TO SCALE
55
Date 1
59
TYPICAL GRATING CONNECTION
114411-S4.0-57
SCALE: NOT TO SCALE
X
NOTES:
1.
(1) #4 IN SILL - EXTEND 2'-0"
BEYOND OPENING.
(1) #4 MIN EACH SIDE OF OPENING
U.N.O. - EXTEND 2'-0" BEYOND OPENING.
LINTEL REINFORCING.
JAMB REINFORCING.
MASONRY CONTROL J OINT.
WALL OPENING.
TOP OF WALL.
ROOF OR FLOOR LINE.
MASONRY WALL. TYPICAL
REINFORCING NOT SHOWN
FOR CLARITY.
10. FLOOR LINE.
TYPICAL COLD-FORMED STEEL LINTEL
SCALE: NOT TO SCALE
NOTES:
2.
507-015
1.
2.
3.
4.
5.
3.
4.
5.
6.
7.
8.
9.
2'-0" MIN.
TYP. U.N.O.
(6)
(6)
(7)
CL HANDRAIL POST
KICK PLATE.
GRATING PER PLAN.
2" SCH. 40 PIPE SLEEVE.
BAR 3/8 X 3/4 X 3" N.S. & F.S.
3/8"x6"x REQ'D STEEL PLATE.
TYPICAL DETAILS
61
CL HANDRAIL POST
1/4"
(1)
(8)
3"
(3)
(4)
6"
OPEN
(1)
(2)
(TYP)
(2)
1/8
(4)
1/8
5-1/2"
(3)
(4)
(4)
OPEN
5/18/2017 11:20:26 PM
(3)
(2)
(1)
(5)
(10)
OPEN
TYP
3/16
(3)
TYP
(5)
3/16
1
ALTERNATIVE
2
ALTERNATIVE
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
(9)
59
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
TYPICAL MASONRY WALL OPENING REINFORCING
SCALE: NOT TO SCALE
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
401-010-TYP
54
TYPICAL HANDRAIL ATTACHMENT-ALTERNATIVE SECTIONS
SCALE: NOT TO SCALE
Project Number: 114411
114411-S4.4-56
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S1.5
COLUMN (C) SCHEDULE
SWC2
(2) 362S162-43
DOUBLE STUD
8 - RF
362S162-33 AT 24" O.C.
(2) 362S162-33 AT 40'-0" O.C. MAX.
SWC3
(2) 362S200-43
DOUBLE STUD
7-8
362S200-54 AT 24" O.C.
(2) 362S200-54 AT 35'-0" O.C. MAX.
SWC4
(2) 362S162-54
DOUBLE STUD
6-7
362S162-54 AT 12" O.C.
(2) 362S200-68 AT 23'-0" O.C. MAX.
MARK
BW1
STUD TYPE AND SPACING
C1
HSS3x3x1/4
C2
HSS3.5x3.5x3/16
C3
BW2
---
7-8
SWC8
(1) 362S162-54
---
8 - RF
362S200-43 AT 24" O.C.
(2) 362S200-43 AT 32'-0" O.C. MAX.
SWC9
(1) 362S200-54
---
7-8
362S162-54 AT 24" O.C.
(2) 362S200-43 AT 21'-0" O.C. MAX.
TYPE/SIZE
CONNECTION
L1
L3X3X3/16
1/2" Ø TITEN HD OR EQUAL AT 3'-0" O.C.
INTO HOLLOW OR GROUTED CMU
L2
L3X3X1/4
PER DETAILS
362S162-33 AT 24" O.C.
(2) 362S162-33 AT 40'-0" O.C. MAX.
7-8
362S162-68 AT 24" O.C.
(2) 362S200-54 AT 40'-0" O.C. MAX.
6-7
362S200-68 AT 16" O.C.
(2) 362S200-68 AT 15'-0" O.C. MAX.
8 - RF
N/A
N/A
C8
HSS3x3x3/16
7'-0"
(6) #5 EACH WAY
---
F2
18"
10'-0"
10'-0"
(12) #6 EACH WAY
---
---
1/2" x 7" x 12" BASE PLATE
WITH (2) 3/4" DIA. SIMPSON TITEN HD
EMBEDDED 5 3/4"
---
1/2" x 4" x 12 " BASE PLATE
WITH (2) 3/4" DIA. SIMPSON TITEN HD
EMBEDDED 5 3/4"
F3
24"
12'-0"
12'-0"
(11) #7 EACH WAY
---
F4
24"
13'-0"
13'-0"
(11) #8 EACH WAY
---
F5
30"
15'-0"
15'-0"
(17) #7 EACH WAY
---
HSS6x3x3/8
1/2" x 10" x 10" BASE PLATE
WITH (4) 1/2" DIA. ANCHOR BOLTS EMBEDDED
---
C11
HSS8x6x3/16
PER DETAIL
IDENTIFIED ON PLAN
---
ES
I
AR
E
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
17'-0"
(17) #8 EACH WAY
---
FORS job #
F7
36"
20'-0"
20'-0"
(32) #7 EACH WAY
---
1449
F8
42"
22'-0"
22'-0"
(20) #9 EACH WAY
---
F9
18"
3'-0"
CONT.
(4) #6
CONTINUOUS
---
F10
18"
8'-0"
12'-0"
(13) #6 EACH WAY
---
F11
10"
1'-4"
CONT
(2) #4 CONTINUOUS
---
date
04.06.15
revisions
N/A
N/A
6-7
362S200-54 AT 24" O.C.
(2) 362S162-54 AT 34'-0" O.C. MAX.
F12
36"
18'-0"
18'-0"
(16) #9 EACH WAY
---
F13
24"
12'-0"
14'-0"
(15) #7 EACH WAY
---
F14
12"
3'-0"
3'-0"
(4) #5 EACH WAY
---
Date 1
NOTE:
1.
SEE COLUMN TO FLOOR DETAIL FOR CORNER CONDITIONS.
CONTINUOUS FROM BELOW
7-8
CONTINUOUS FROM BELOW
CONTINUOUS FROM BELOW
CONCRETE WALL (CW) REINFORCING SCHEDULE
HORIZONTAL
820
6-7
600S200-43 AT 24" O.C.
(2) 600S200-33 AT 14'-0" O.C. MAX.
MARK
VERTICAL
THICKNESS
8 - RF
CONTINUOUS FROM BELOW
CONTINUOUS FROM BELOW
CW1
#5 AT 16" O.C.
#5 AT 16" O.C.
8"
7-8
CONTINUOUS FROM BELOW
CONTINUOUS FROM BELOW
CW2
#5 AT 12" O.C.
#5 AT 12" O.C.
8"
600S162-54 AT 24" O.C.
(2) 600S200-43 AT 16'-0" O.C. MAX.
CW3
#6 AT 16" O.C.
#5 AT 16" O.C.
8"
NOTES:
1.
FOR FOOTING BEARING DEPTH BELOW GRADE, SEE G.S.N. U.N.O.
2.
CENTER FOOTINGS UNDER WALLS OR COLUMNS U.N.O.
TYPICAL MASONRY WALL REINFORCING SCHEDULE
CONNECTION AT 6TH
FLOOR
H1
SIMPSON
S/LTT20
(8) #10 SCREWS
1/2" Ø ANCHOR ROD
TO HOLDDOWN BELOW
SIMPSON PAB 4
EMBEDDED 4" MIN.
---
6-7
H2
SIMPSON
S/HDU4
(6) #14 SCREWS
TO MIN (2) 33 MIL STUDS
5/8" Ø ANCHOR ROD
TO HOLDDOWN BELOW
SIMPSON PAB 5
EMBEDDED 4" MIN.
---
8 - RF
CONTINUOUS FROM BELOW
CONTINUOUS FROM BELOW
CW4
#8 AT 15" O.C.
#5 AT 12" O.C.
8"
TYPICAL
#5 AT 32" O.C.
H3
SIMPSON
S/HDU4
(6) #14 SCREWS
TO MIN (2) 43 MIL STUDS
5/8" Ø ANCHOR ROD
TO HOLDDOWN BELOW
SIMPSON PAB 5
EMBEDDED 4" MIN.
---
7-8
CONTINUOUS FROM BELOW
CONTINUOUS FROM BELOW
CW5
#6 AT 14" O.C.
#5 AT 12" O.C.
8"
CORNERS
(3) #5
H4
SIMPSON
S/HDU6
(12) #14 SCREWS
TO MIN (2) 54 MIL STUDS
5/8" Ø ANCHOR ROD
TO HOLDDOWN BELOW
SIMPSON PAB 5
EMBEDDED 5" MIN.
---
6-7
600S200-54 AT 24" O.C.
(2) 600S200-54 AT 28'-0" O.C. MAX.
CW6
#8 AT 18" O.C.
#6 AT 13" O.C.
8"
INTERSECTIONS
(2) #5
8"
MASONRY C.J. AND
END OF WALLS
(1) #5
JAMBS AT OPENINGS
UP TO 4'-0"
(1) #5
JAMBS AT OPENINGS
4'-1" TO 6'-0"
(2) #5
JAMBS AT OPENINGS
6'-1" TO 10'-0"
(4) #5
JOINT REINFORCING
AT 16" O.C.
TOP OF WALL
(1) #5
FLOOR AND ROOF LINES
(2) #5
LINTELS
SEE PLANS
SILLS
(1) #4
LOAD BEARING WALL FRAMING NOTES:
1. STUDS DO NOT NEED TO BE LINED UP FROM FLOOR TO FLOOR.
2. STUDS REQUIRED BRIDGING AT 4'-0" O.C. MAXIMUM.
3. DOUBLE STUDS DO NOT REQUIRE BRIDGING.
4. EXTERIOR STUDS ARE CONTINUOUS FROM 6TH FLOOR TO PARAPET TOP U.N.O.
CW7
CW8
SHEATHING
THICKNESS
NUMBER OF
FACES
EDGE
ATTACHMENT
ATTACHMENT AT
PODIUM SLAB
(SEE KEYNOTE "A")
8"
821
REMARKS
SHEAR STUD REINFORCEMENT (SSR) SCHEDULE
ATTACHMENT AT
COMPOSITE DECK
STEEL SHEET
0.027"
1
#8 SCREWS
AT 6" O.C.
1/2" DIA. TITEN HD
AT 48" O.C. WITH MIN.
3" EFFECTIVE EMBEDMENT
PDP OR PHN PINS
AT 8" O.C.
WITH 1 1/4" EMBEDMENT
SW2
STEEL SHEET
0.027"
1
#8 SCREWS
AT 4" O.C.
1/2" DIA. TITEN HD
AT 48" O.C. WITH MIN.
3" EFFECTIVE EMBEDMENT
PDP OR PHN PINS
AT 6" O.C.
WITH 1 1/4" EMBEDMENT
1
#8 SCREWS
AT 3" O.C.
1/2" DIA. TITEN HD
AT 48" O.C. WITH MIN.
3" EFFECTIVE EMBEDMENT
PDP OR PHN PINS
AT 4" O.C.
WITH 1 1/4" EMBEDMENT
GENERAL NOTES:
1.
SEE TYPICAL DETAILS FOR ADDITIONAL INFORMATION.
2.
ORIENT PANELS HORIZONTALLY OR VERTICALLY. ALL PANEL EDGES SHALL BE BACKED WITH FRAMING. BLOCK BETWEEN
STUDS AT HORIZONTAL PANEL EDGES WITH 362S162-33 STUDS, U.N.O.
3.
EDGE ATTACHMENT SPACING APPLIES TO ALL STUDS AT PANEL EDGES, TOP AND BOTTOM PLATES AND BLOCKING AT PANEL EDGES. LOCATE
SCREWS 3/8" MINIMUM FROM EDGES.
4.
SILL PLATE ATTACHMENT AT FRAMING ALSO APPLIES TO ATTACHMENT OF FRAMING ABOVE WALL TO WALL TOP PLATE, U.N.O.
5.
SCREWS IN THE FIELD OF THE PANEL SHALL BE INSTALLED AT 12" O.C. U.N.O.
6.
THE STEEL FACE MUST BE IN CONTACT WITH THE FRAMING.
7.
USE SELF-DRILLING/SELF-TAPPING BUGLE HEAD SCREWS WITH A MINIMUM 0.3145" HEAD DIAMETER AND MINIMUM 1.25" LENGTH.
8.
SCREW HEADS MUST BE FLUSH WITH THE PANEL SURFACE AND PENETRATE INTO THE FRAMING MEMBER BY AT LEAST
THREE (3) EXPOSED THREADS.
9.
SILL PLATE ATTACHMENT DEVICES SHALL BE SIMPSON PRODUCTS OR ALTERNATIVES WITH EQUAL CAPACITIES.
KEYED NOTES:
A.
BOTTOM TRACK MINIMUM THICKNESS OF 54 MILS.
#8 AT 11 1/2" O.C.
SILL PLATE ATTACHMENT
SW1
0.027"
#8 AT 11 1/2" O.C.
---
MARK
NUMBER
OF RAILS
STUD
DIAMETER
FIRST STUD
SPACING
1
NUMBER OF STUDS
PER RAIL
NORMAL STUD
SPACING
SSR1
(8)
3/4"
4 1/2"
5
8 1/4"
SSR2
(8)
3/4"
4 1/2"
9
6 1/2"
SSR3
(8)
3/4"
4 1/2"
10
5 1/2"
---
---
SSR4
(6)
3/4"
4 1/2"
9
8 1/4"
SSR5
(12)
1/2"
3 1/2"
6
6 1/2"
SSR6
(8)
3/4"
4"
20
4"
SSR7
(8)
3/4"
4 1/2"
15
5"
NOTES:
1.
FOR ADDITIONAL INFORMATION, SEE G.S.N. AND PLANS.
SCHEDULES
SHEATHING MATERIAL AND ATTACHMENT
#6 AT 13" O.C.
NOTE:
1. WALLS HAVE (1) LAYER OF REINFORCEMENT, U.N.O.
SHEAR WALL (SW) SCHEDULE (COLD-FORMED STEEL)
MARK
#5 AT 14" O.C.
VERTICAL
BW8
824
8" MASONRY
HORIZONTAL
BW7
REMARKS
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
CONTINUOUS FROM BELOW
CONNECTION AT
INTERMEDIATE FLOORS
STEEL SHEET
ee
O.
17'-0"
CONNECTION TO STUDS
SW3
IFI C A TE N
36"
805
SHEATHING
TYPE
ona l E n g in
27349
RONALD H.
SCHNEIDER
F6
---
C10
ER T
C
1317
---
1/2" x 10" x 10" BASE PLATE
WITH (4) 1/2" DIA. ANCHOR BOLTS EMBEDDED
4" AT 6TH FLOOR, 2 1/2" AT 7TH, 8TH FLOORS
e s si
f
ro
Swaim job #
---
1/2" x 4" x 9" BASE PLATE
WITH (2) 3/8" DIA. SIMPSON TITEN HD EMBEDDED
4" AT 6TH FLOOR, 2 1/2" AT 7TH, 8TH FLOORS
HSS6x6x3/16
7'-0"
7-8
8 - RF
BW6
NOTES:
1.
WHEN THE HOLDDOWN IS ABOVE A BEAM, THE ANCHOR ROD SHALL TERMINATE AT A NUT AND WASHER BELOW THE
BEAM FLANGE.
2.
WHEN (2) 43 MIL STUDS ARE REQUIRED THEY SHALL BE BACK TO BACK SUCH THAT THE SCREWS PENETRATE (2) STUDS.
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
HSS6x3x3/8
(2) 362S200-54 AT 28'-0" O.C. MAX.
8 - RF
BW5
HOLDOWN (H) SCHEDULE
5/18/2017 11:20:26 PM
C7
1/2" x 7" x 12" BASE PLATE
WITH (2) 3/4" DIA. SIMPSON TITEN HD
EMBEDDED 5 3/4"
1
NOTES:
1.
ALL LEDGERS SHALL HAVE MINIMUM OF 2 WELD PLATES OR ANCHOR BOLTS.
WELD PLATES OR ANCHOR BOLTS SHALL BE LOCATED NOT LESS THAN 6" NOR
MORE THAN 1'-4" FROM END OF LEDGER OR LEDGER SPLICE.
HOLDOWN
TYPE
HSS6x6x3/16
C9
843
MARK
362S200-68 AT 24" O.C.
C6
12"
ur )
u c t al
(2) 362S200-68 AT 9'-0" O.C. MAX.
F1
---
r
(S t
362S200-68 AT 12" O.C.
LEDGER (L) SCHEDULE
HSS6x6x3/8
LENGTH
FOOTING
REINFORCING
REMARKS
WIDTH
T
6-7
6-7
C5
DIMENSIONS
HEIGHT
MARK
DA
---
BW3
HSS5x3x3/8
(2) 362S200-54 AT 17'-0" O.C. MAX.
(1) 362S200-43
BW4
MARK
362S200-54 AT 16" O.C.
SWC7
NOTES:
1.
DOUBLED CHORD STUDS SHALL BE LIP-TO-LIP AND CONNECTED TOGETHER WITH THE SAME
METHOD AS SHOWN IN THE TYPICAL STEEL STUD ATTACHMENT DETAIL FOR DOUBLE STUDS.
2.
DOUBLED CHORD STUDS SHALL BE UNPUNCHED.
3.
CHORD STUDS SHALL BE PLACED DIRECTLY NEXT TO A STANDARD STUD PER BEARING
WALL SCHEDULE.
1
(2) 362S200-33 AT 17'-0" O.C. MAX.
C4
---
1/2" x 4" x 12 " BASE PLATE
WITH (2) 3/4" DIA. SIMPSON TITEN HD
EMBEDDED 5 3/4"
3" CLR
WIDTH
A Marriott Brand Hotel
(1) 362S162-33
362S200-43 AT 24" O.C.
---
1/2" x 4 1/2" x 9 1/2" BASE PLATE
WITH (2) 3/8" DIA. SIMPSON TITEN HD EMBEDDED
4" AT 6TH FLOOR, 2 1/2" AT 7TH, 8TH FLOORS
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
FOOTING REINFORCING
r
SWC6
8 - RF
DOUBLE STUD
TOP REINFORCING WHERE
INDICATED ON SCHEDULE
---
1/2" x 4 1/2" x 9 1/2" BASE PLATE
WITH (2) 3/8" DIA. SIMPSON TITEN HD EMBEDDED
4" AT 6TH FLOOR, 2 1/2" AT 7TH, 8TH FLOORS
ASSOCIATES LTD
ARCHITECTS AIA
1
(2) 362S200-54
HSS3.5x3.5x1/4
1/2" x 4" x 9" BASE PLATE
WITH (2) 3/8" DIA. SIMPSON TITEN HD EMBEDDED
4" AT 6TH FLOOR, 2 1/2" AT 7TH, 8TH FLOORS
800
FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS
REMARKS
AC TUCSON
SWC5
BASE CONNECTION
. 5.
DOUBLE STUD
SIZE
. /.
1
(2) 362S162-33
MARK
dP
SWC1
WALL BRIDGING ANCHOR STUD
AND HORIZONTAL SPACING
WHERE REQUIRED BY BRACING DETAIL CHOSEN
(SEE DETAILS)
Reg i st ere
REMARKS
2" CLR
MEMBER
HEIGHT
MARK
FOOTING (F) SCHEDULE
810
Revision1
(LIGHT GAGE STEEL STUDS)
FLOOR
NUMBER
TO
FLOOR
NUMBER
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
BEARING WALL (BW) SCHEDULE
825
3" CLR
SHEAR WALL CHORD (SWC) SCHEDULE (COLD-FORMED STEEL)
KEYED NOTES:
1. FACE OF COLUMN TO CENTERLINE OF STUD.
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S1.6
---
---
Ln
REMARKS
.33Ln
2"
CLR
---
LT2
---
---
---
---
LT3
---
---
---
---
LT4
---
---
---
---
Ln
.33Ln
Lc
.33Ln
.33Ln
>.50Lc
"S" (SHORT BARS)
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
.33Ln
>.50Lc
"S" (SHORT BARS)
"L" (LONG BARS)
CLASS "B"
"L" (LONG BARS)
CLASS "B"
STD 90°
HOOK
"S" (SHORT BARS)
NOTES:
1.
SEE TYPICAL DETAILS FOR ADDITIONAL INFORMATION.
"L" (LONG BARS)
.125Ln
TYP
"S" (SHORT BARS)
BOTTOM BARS
"L" (LONG BARS)
TYPICAL CONCRETE BEAM DETAIL
ona l E n g in
IFI C A TE N
ee
O.
27349
RONALD H.
SCHNEIDER
ES
I
AR
E
ur )
u c t al
CANTILEVER
ER T
C
r
(S t
INTERIOR SPAN
END SPAN
e s si
f
ro
r
SCHEDULED STIRRUPS
T
SCHEDULED STIRRUPS
SPACE FROM FACE OF SUPPORT EACH END
DA
SCHEDULED STIRRUPS
SPACE FROM FACE OF SUPPORT EACH END
CLASS "B"
. 5.
JAMB
STUDS
. /.
1
---
CONNECTION
SCREWS
ASSOCIATES LTD
ARCHITECTS AIA
GRID
dP
LT1
LINTEL SIZE
GRID
Reg i st ere
MARK
GRID
845
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
LINTEL (LT) SCHEDULE
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
SCALE: NOT TO SCALE
1317
NOTES:
1.
BEAM SCHEDULE STARTS AT SOUTH OR EAST SIDE OF BEAM AND PROGRESSES TO NORTH OR EAST END.
2.
MIDDLE STIRRUPS INCLUDE ENTIRE LENGTH OF BEAM THAT ISN'T OVERRIDDEN BY LEFT OR RIGHT STIRRUPS.
3.
FIRST STIRRUP FROM SUPPORT AT HALF SCHEDULE SPACING.
1
FORS job #
1449
date
04.06.15
CONCRETE BEAM (CB) SCHEDULE
revisions
STIRRUPS
LEFT
STIRRUPS
MIDDLE
STIRRUPS
RIGHT
REMARKS
---
#3 AT 9" O.C.
2 LEGS
---
---
CB1
22"
24"
(4) #7L
(4) #7L
(4) #7L
CB2
22"
24"
(6) #9L
PER PLAN
PER PLAN
#4 AT 8" O.C.
(9'-0") 4 LEGS
CLOSED
#4 AT 10" O.C.
2 LEGS
CLOSED
#4 AT 8" O.C.
(9'-0") 4 LEGS
CLOSED
CB3
42"
48"
(2) LAYERS (7) #11L
PER PLAN
PER PLAN
#4 AT 10" O.C.
(13'-0") 4 LEGS
CLOSED
#4 AT 12" O.C.
2 LEGS
CLOSED
#4 AT 10" O.C.
(13'-0") 4 LEGS
CLOSED
---
#4 AT 5" O.C.
4 LEGS
---
#3 BARS AT 10" EACH SIDE FACE OF BEAM
---
#4 AT 8" O.C.
4 LEGS
---
#3 BARS AT 10" EACH SIDE FACE OF BEAM
CB4
CB5
42"
36"
48"
48"
(2) LAYERS (14) #10L
(2) LAYERS (10) #10L
(7) #9S
(7) #9S
PER PLAN
PER PLAN
Date 1
---
#3 BARS AT 10" EACH SIDE FACE OF BEAM
CB6
36"
48"
(12) #10L
(5) #9S
PER PLAN
---
#4 AT 12" O.C.
2 LEGS
---
#3 BARS AT 10" EACH SIDE FACE OF BEAM
CB7
42"
48"
(6) #9L
PER PLAN
PER PLAN
---
#4 AT 10" O.C.
2 LEGS
#4 AT 3" O.C.
(6'-0") 6 LEGS
#3 BARS AT 10" EACH SIDE FACE OF BEAM
CB8
42"
48"
(6) #9L
PER PLAN
PER PLAN
---
#4 AT 5" O.C.
4 LEGS
---
#3 BARS AT 10" EACH SIDE FACE OF BEAM
CB9
48"
48"
(7) #9L
PER PLAN
PER PLAN
---
#4 AT 9" O.C.
2 LEGS
#4 AT 3" O.C.
(6'-0") 6 LEGS
#3 BARS AT 10" EACH SIDE FACE OF BEAM
---
#4 AT 5" O.C.
4 LEGS
---
#3 BARS AT 10" EACH SIDE FACE OF BEAM
48"
48"
(7) #9L
PER PLAN
PER PLAN
5/18/2017 11:20:27 PM
SCHEDULES
1
CB10
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
TOP RIGHT
LONGITUDINAL
REINFORCING
A Marriott Brand Hotel
TOP LEFT
LONGITUDINAL
REINFORCING
Revision1
BOTTOM
LONGITUDINAL
REINFORCING
1
WIDTH DEPTH
AC TUCSON
MARK
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S1.7
CONCRETE COLUMN (CC) SCHEDULE
COLUMN
MARK
CC1
CC2
CC3
CC4
CC5
CC6
CC7
CC8
CC9
CC10
CC11
CC12
CC13
CC14
CC15
CC16
CC17
ASSOCIATES LTD
ARCHITECTS AIA
GENERAL NOTES
CC18
LEVEL
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
OFF-CENTER
TYPE 2 22"X11"
(6) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
-
-
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
-
-
-
TYPE 1 28"X28"
(8) #9 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
-
-
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 1 22"X22"
(8) #11 VERTICALS
WITH #4 TIES
AT 9" O.C.
-
-
-
TYPE 1 28"X28"
(8) #9 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
-
TYPE 2 14 1/2"X8"
INTEGRAL W ITH WALL
(6) #9 VERTICALS
WITH #3 TIES AT 8" O.C.
LONG DIMENSION IS
EAST - WEST
-
TYPE 2 14 1/2"X8"
INTEGRAL W ITH WALL
(6) #9 VERTICALS
WITH #3 TIES AT 8" O.C.
LONG DIMENSION IS
EAST - WEST
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 4 22"X22"
(12) #11 VERTICALS
WITH #4 TIES
AT 9" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
TYPE 1 22"X22"
(8) #11 VERTICALS
WITH #4 TIES
AT 9" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
-
-
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
TYPE 1 28"X28"
(8) #10 VERTICAL
WITH #3 TIES
AT 9" O.C.
TYPE 1 28"X28"
(8) #9 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 4 22"X22"
(12) #10 VERTICALS
WITH #3 TIES
AT 6" O.C.
TYPE 1 28"X28"
(8) #9 VERTICALS
WITH #3 TIES
AT 18" O.C.
-
-
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
-
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
-
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
TYPE 1 22"X22"
(8) #11 VERTICALS
WITH #4 TIES
AT 18" O.C.
TYPE 1 22"X22"
(8) #9 VERTICALS
WITH #3 TIES
AT 9" O.C.
TYPE 1 22"X22"
(8) #11 VERTICALS
WITH #4 TIES
AT 18" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
TYPE 1 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
TYPE 1 22"X22"
(8) #11 VERTICALS
WITH #4 TIES
AT 9" O.C.
*
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
-
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
TYPE 2 8"X20"
INTEGRAL W ITH WALL
(4) #9 VERTICALS WITH
#3 TIES AT 8" O.C.
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
TYPE 5 "T" SHAPE
INTEGRAL W ITH WALL
(6) #9 INTERIOR AND
(4) #6 PERIPHERAL VERTICALS
WITH #3 TIES AT 8" O.C.
1. PROVIDE CONTINUOUS VERTICAL REINFORCING BARS. WHERE SPLICING
IS REQUIRED USE CONTACT OR NONCONTACT WITHIN 6" LAP BAR SPLICES
FOR BARS #1O AND SMALLER.
USE WELDED SPLICES FOR REINFORCING BARS #11 AND LARGER.
-
TYPE 1 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
.2.
WHEN SPLICING DIFFERENT SIZE BARS, SMALLER BAR SIZE CONTROLS.
3.
FOR DOWEL DEVELOPMENT LENGTHS INTO PILE CAP OR FOOTING,
SEE TYPICAL DETAIL.
4.
BOTTOM OF COLUMN IS TOPC OR TOF, AS SHOWN ON PLAN.
5.
CONTINUOUS REINFORCING MAY BE USED FOR MORE THAN ONE STORY
TO MINIMIZE SPLICES.
TYPE 2 8"X20"
INTEGRAL W ITH WALL
(4) #9 VERTICALS WITH
#3 TIES AT 8" O.C.
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
e s si
f
ro
ER T
C
ona l E n g in
IFI C A TE N
ee
O.
27349
RONALD H.
SCHNEIDER
. 5.
TYPE 1 22"X22"
(8) #10 VERTICALS
WITH #3 TIES
AT 9" O.C.
ES
I
AR
E
. /.
1
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
ur )
u c t al
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
r
(S t
TYPE 1 28"X28"
(8) #9 VERTICALS
WITH #3 TIES
AT 9" O.C.
r
-
T
FOOTING TO
2 OR 2.5
-
DA
2 0R 2.5 TO
3 OR 3.5
-
dP
3 0R 3.5 TO
4 0R 4.5
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
Reg i st ere
4 OR 4.5 TO
5 OR 5.5
TYPE 3 22"X22"
(4) #10 VERTICALS
WITH #3 TIES
AT 18" O.C.
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
5 OR 5.5 TO
6
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
TYPE 2 8"X32"
INTEGRAL W ITH WALL
(6) #9 VERTICALS WITH
#3 TIES AT 8" O.C.
1317
FORS job #
* STOP THIS COLUMN 8" BELOW THE BOTTOM OF THE LEVEL 4.5 SLAB.
1449
NOTES:
(3)
a
(1)
1.
a
(4)
2.
(2)
a
3.
a
a
(4)
(5)
(5)
4.
5.
(8) #5 BARS X 13'-6" LONG (MIN)
IN REGION SHOWN, PLACED AT TOP
OF SLAB.
(7) #5 BARS X 13'-6" LONG (MIN)
IN REGION SHOWN, PLACED AT TOP
OF SLAB.
(7) #5 BARS X DIMENSIONED LENGTH
IN REGION SHOWN, PLACED AT TOP
OF SLAB.
EDGE OF BUILDING.
CONCRETE COLUMN BELOW.
date
04.06.15
revisions
(5)
(2)
COLUMN BAR REGION SCHEDULE
"a"
"b"
b
24"
29"
28 1/2"
28 1/2"
CENTER COLUMN CONDITION
B
EDGE CONDITION #1
AC TUCSON
2.
BARS SHOWN ARE THE MINIMUM NUMBER
OF BARS REQUIRED AT EACH COLUMN.
SLAB REINFORCING FROM PLANS THAT
ARE OF EQUAL LENGTH OR CONTINUOUS
THROUGH THE COLUMN, MAY BE COUNTED
TOWARDS THIS TOTAL.
AT EDGE OR CORNER, CONTINUE STRAIGHT
BAR WITHIN 3 " OF EDGE OF SLAB.
EDGE CONDITION #2
MINIMUM REINFORCING AT TOP OF PT SLAB OVER COLUMN
SCALE: NOT TO SCALE
SIZE
TOC
Ldn
TYP
204
4
S5.0
H
1
6
TYP
2" TYP
1.
2.
3.
4.
(3)
5.
6.
7.
(5)
NOTE:
HOOK ALL REINFORCEMENT AT OPENINGS.
H
LEVEL
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
(1)
(3)
(2)
(3)
(4)
8.
CONCRETE COLUMN.
NOT USED.
TIES AT 4" 0.C. TYPICAL
AT SPLICES.
SEE COLUMN DETAILS AND
GENERAL NOTES.
VERTICAL REINFORCING, SEE SCHEDULE.
TIES, SEE SCHEDULE.
DOWELS TO MATCH AREA OF STEEL OF
COLUMN BARS.
FOOTING, SEE SCHEDULE.
TYPE 3 (RECTANGULAR
OR SQUARE)
CONCRETE COLUMN TYPES
TYPE 2 (RECTANGULAR)
TYPE 1 (SQUARE)
CONCRETE COLUMN TYPES
CONCRETE COLUMN TYPES
8"
(1)
(8)
(5)
(2)
(7)
(2)
(3)
(6)
8"
2' - 8"
(3)
(6)
(7)
TOC
Ldh, TYP.
6 1/2"
(8)
TYPE 4 (SQUARE)
Ldh, TYP.
(7)
(3)
CONCRETE COLUMN TYPES
TYPE 5 (T SHAPED)
CONCRETE COLUMN TYPES
2" TYP
TYP
CROSSTIE SHAPE
SPLICE
LENGTH
(1)
(4)
(8)
3" CLR. MIN.
5/18/2017 11:20:28 PM
(2)
(2)
(4)
NOTES:
(6)
(1)
2" TYP
(4)
CONCRETE COLUMN.
TIES PER CONCRETE COLUMN
SCHEDULE AND TYPICAL
DETAIL A.
COLUMN REINFORCEMENT.
ALTERNATE 90° BEND EACH SIDECROSSTIE.
135° BEND WITH 6DB EXTENSION.
90° BEND WITH 6DB EXTENSION.
LINE OF COLUMN ABOVE.
PERIPHERAL VERTICAL.
(3)
(3)
SPLICE
LENGTH
TOC
(1)
(1)
MAX
TYP
(5)
3.
4.
5.
6.
7.
8.
(1)
LEVEL
6.
(3)
1.
2.
2" TYP
4.
5.
CLASS B SPLICE LENGTH.
CLASS B SPLICE LENGTH OF WALL BAR.
ROUGHEN TO 1/4" AMPLITUDE WHILE CONCRETE
IS PLASTIC.
LEAVE ROUGH SURFACE AT WALL.
PLACE END BARS AND THEN START SPACING
BETWEEN PER SCHEDULE.
END BAR IS THE LARGER SIZE OF INTERSECTING
WALLS,
(4)
Ldh, TYP.
(2)
NOTES:
1.
2.
3.
NOTES:
2" TYP
SEE SCHEDULE
CONCRETE WALL EDGE BEYOND
SCHNEIDER
CONCRETE SHEARWALL DETAIL
SCALE: NOT TO SCALE
A
TYPICAL CONCRETE COLUMN SECTION
SCALE: NOT TO SCALE
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
C
CONCRETE COLUMN SCHEDULE
1.
b
b
NOTE:
A Marriott Brand Hotel
(3)
(1)
AT PARKING LEVEL SLABS
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
b
b
LOCATION
AT SLABS ABOVE GRADE
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S1.8
ASSOCIATES LTD
ARCHITECTS AIA
(6)
(4)
PLAN VIEW
(6)
(6)
PLAN VIEW
(1)
(9)
PLAN VIEW
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
(3)
(4)
(3)
(3)
(4)
(3)
(5)
(5)
(4)
(2)
ELEVATION VIEW
ELEVATION VIEW
ELEVATION VIEW
(1)
ER T
C
ona l E n g in
IFI C A TE N
ee
O.
27349
RONALD H.
SCHNEIDER
ES
I
AR
E
ur )
u c t al
8.
9.
e s si
f
ro
. 5.
7.
T
6.
6.
(9)
DA
5.
(7)
r
(S t
4.
STEEL STUD WALL.
CONTINUOUS BOTTOM TRACK.
ANCHOR STUD PER
SCHEDULE.
U-SHAPED MEMBER WITH
AXIAL CAPACITY OF 550 LBS.
AND MOMENT CAPACITY OF
55 FT-LBS. AT 4'-0" O.C.
VERTICALLY (E.G.TSN BB150)
CLIP ANGLE AT EACH STUD
(E.G. TSN BRIDGE CLIP).
TRACK PIECE CUT TO SHAPE
FOR CONNECTION SEE
TYPICAL BRIDGING DETAIL AT
ANCHOR STUD.
. /.
1
1.
2.
3.
FULL HEIGHT STEEL SHEATHING ON
ONE SIDE.
STEEL STUD WALL.
CONTINUOUS BOTTOM TRACK.
FLAT STRAP AT 4' -0" VERTICALLY.
SOLID BLOCKING AT 4'-0" O.C.
VERTICALLY AT END OF W ALL AND
POTENTIALLY INTERIOR
LOCATIONS ALONG LENGTH.
STUD WITH CAP TRACK AT
BLOCKING.
SHEARWALL COMPRESSION
CHORD PER PLAN, WITH ONE
STANDARD STUD DIRECTLY NEXT
TO IT.
HOLDDOWN WHERE PRESENT.
STUD RETATED 180° WITH CAP
TRACK AT BLOCKING.
DISCONTINUE TRACK AT
HOLDDOWN.
r
4.
(7)
NOTES:
2.
3.
4.
5.
dP
3.
(1)
STEEL STUD WALL.
CONTINUOUS BOTTOM
TRACK.
ANCHOR STUD PER
SCHEDULE AT ENDS OF
WALL AND POTENTIALLY
INTERIOR LOCATIONS
ALONG LENGTH.
FLAT STRAP AT 4'-0" O.C.
VERTICALLY.
4' MAX
1.
2.
4' MAX
4' MAX
NOTES:
(1)
(8)
Reg i st ere
1.
(8)
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
NOTES:
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
4' MAX
(4)
(6)
1317
4' MAX
4' MAX
(4)
(5)
(5)
(4)
FORS job #
(5)
1449
date
04.06.15
4' MAX
4' MAX
4' MAX
revisions
(2)
(6)
(6)
(2)
(3)
(8)
3
114411-S5.0-320
NO STEEL SHEATHING WALL OPTION 1
SCALE: NOT TO SCALE
1
114411-S5.0-320
STEEL SHEATHING ON ONE SIDE WALL OPTION 1
SCALE: NOT TO SCALE
114411-S5.0-320
PLAN VIEW
(4)
(10)
AC TUCSON
(6)
PLAN VIEW
(3)
PLAN VIEW
(5)
(1)
(7)
(3)
(3)
(4)
(3)
(1)
(2)
(4)
NOTES:
ELEVATION VIEW
ELEVATION VIEW
(6)
1.
ELEVATION
NOTES:
(1)
(3)
4.
5.
(5)
STEEL STUD WALL.
CONTINUOUS BOTTOM
TRACK.
FLAT STRAP CROSS
BRACING AT ENDS OF
WALL AND POTENTIALLY
INTERIOR LOCATIONS
ALONG LENGTH.
FLAT STRAP AT 4'-0" O.C.
VERTICALLY.
DOUBLE STUDS, BACK TO
BACK, AT CROSS BRACING
AS SHOWN.
NOTES:
1.
2.
(4)
3.
(1)
(5)
4.
(5)
5.
(9)
(9)
(7)
(8)
(10)
(8)
(5)
4' MAX
4' MAX
(4)
STEEL STUD WALL.
CONTINUOUS BOTTOM
TRACK.
U-SHAPED MEMBER WITH
AXIAL CAPACITY OF 550 LBS.
AND MOMENT CAPACITY OF
55 FT-LBS. AT 4'-0" O.C.
VERTICALLY.
FLAT STRAP CROSS
BRACING AT INTERIOR
LOCATIONS ALONG
LENGTH.
DOUBLE STUDS, BACK TO
BACK, AT CROSS BRACING AS
SHOWN.
(1)
(4)
(1)
STEEL STUD WALL BRACING
OPTIONS
4' MAX
3.
4' MAX
1.
2.
SOLID BLOCKING AT 4'-0" O.C. AT
ENDS OF WALL AND
POTENTIALLY INTERIOR
LOCATIONS ALONG LENGTH.
STEEL STUD WALL.
CONTINUOUS BOTTOM TRACK.
U-SHAPED MEMBER WITH AXIAL
CAPACITY OF 550 LBS. AND
MOMENT CAPACITY OF 55 FT-LBS.
AT 4'-0" O.C. VERTICALLY
(E.G. TSN BB150).
5. CLIP ANGLE AT EACH STUD
(E.G. TSN BRIDGE CLIP).
6. FULL HEIGHT STEEL SHEATHING
ON ONE SIDE.
7. STUD WITH CAP TRACK AT
BLOCKING. DISCONTINUE TRACK
AT HOLDDOWNS.
8. SHEAR WALL COMPRESSION
CHORD PER PLAN, WITH ONE
STANDARD STUD DIRECTLY NEXT
TO IT.
9. HOLDDOWN WHERE PRESENT.
10. STUD RETATED 180° WITH CAP
TRACK AT BLOCKING.
DISCONTINUE TRACK AT
HOLDDOWN.
2.
3.
4.
(4)
4' MAX
4' MAX
(5)
(3)
(3)
(2)
(5)
6
NO STEEL SHEATHING WALL OPTION 4
SCALE: NOT TO SCALE
4
114411-S5.0-320
NO STEEL SHEATHING WALL OPTION 2
SCALE: NOT TO SCALE
114411-S5.0-320
5/18/2017 11:20:29 PM
BRACING NOTES:
1.
2.
3.
4.
5.
ANCHOR STUDS, IF USED, SHALL BE LIP-TO-LIP AND CONNECTED WITH THE SAME REQUIREMENTS AS DOUBLE STUDS IN
THE TYPICAL STEEL STUD ATTACHMENT DETAIL.
ANCHOR STUDS, IF USED, SHALL BE UNPUNCHED.
FLAT STRAPS SHALL BE 18 GAUGE X 3".
SPACE SOLID BLOCKING, OR CROSS BRACING, OR ANCHOR STUDS PER BEARING WALL SCHEDULE.
SOLID BLOCKING TO BE A TRACK SECTION THE SAME THICKNESS AS THE STUDS WITH A MINIMUM 1 1/2" FLANGE WIDTH.
(9)
2
(3)
(9)
STEEL SHEATHING ON ONE SIDE WALL OPTION 2
SCALE: NOT TO SCALE
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
NO STEEL SHEATHING WALL OPTION 3
SCALE: NOT TO SCALE
A Marriott Brand Hotel
5
(8)
114411-S5.0-320
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S1.9
ASSOCIATES LTD
ARCHITECTS AIA
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
1
2
2.3 2.5
3
4
5
6
7
8
180' - 0"
30' - 0"
25' - 0"
27' - 6"
CC1
CC3
F11
F6
121
1
103
15
3, 4
S2.0B
T.O.C. 96' - 0"
T.O.F 96'-0"
106
F3
CW1
T.O.C. 99' - 4"
CC15
CC14
CC14
106
273
S5.4
107
1,12
S2.0B
3
F4
108
8
258
F4
107
CC1
6" MASONRY WALL FULL HEIGHT OF ELEVATOR SHAFT REINFORCED WITH
#5 AT 32" O.C. VERTICAL AND #5 AT 24" O.C. IN HORIZONTAL BOND BEAMS.
PROVIDE FORM SAVER CONNECTION TO CONCRETE WALL AT ENDS.
CONNECT TO ELEVATOR SLAB PER DETAIL 119. SOLID GROUT FULL HEIGHT.
13.
9 TOTAL TENDONS WITH DEAD ENDS AT 4" ABOVE SOFFIT AT 3'-0" O.C. U.N.O.
FOR TENDON FORCES THIS AREA SEE SHEET S2.1.
14.
6"HIGH x 6" WIDE CONCRETE CURB. COORDINATE LOCATION AND EXTENTS
WITH ARCHITECTURAL DRAWINGS.
15.
#5 X 6'-6" AT 12" O.C. HOOKED AT WALL IN ELEVATED SLAB AS SHOWN.
16.
ACCENT STRIP CONTINUOUS WITH EXTERIOR. SEE ARCHITECTURAL DRAWINGS.
17.
6" CONCRETE SLAB ON GRADE REINFORCED WITH #5'S AT 12" O.C. EACH WAY
2" FROM TOP OF CONCRETE.
18.
8" POST-TENSIONED CONCRETE SLAB AND RAMPS, TYPICAL.
F7
CC14
12' - 0"
F11
F5
-5"
F4
115
120
CC15
F11
CC1
CC6
CC1
CC12
CC1
CC1
RAMP UP 120
TOP
F11
F1
1
F11
-3'-4"
116
-3'-4"
116
C9
F14
F11
120
28' - 11"
F11
115
3,44
S2.0A
F11
T.O.C. 101' - 4"
-1'-4"
110
103
F6
F11
G
104
115
F2
104
CC1
104
SIM
104
104
CC1
7
S7.0
F10
F2
CC1
CC1
CC1
CC1
CC14
CW5
CW2
T.O.C. 99' - 4"
7
109
C10
F11
F11
121
CC18
CW5
F11
RAMP UP
CW2
116
CC9
CC11
1' - 6"
F14
1
C10
F14
C10
F14
103
F11
104
121
109
F11
SIM
F3
CC16
CC6
1
S7.0
-4'-0"
2' - 0"
121
CW2
CC6
CW2
213
120
7
RAMP UP
F11
CC14
120
33' - 0"
F11
104
CW2
C9
F9
F3
CC13
SIM
104
7"
1' - 11"
116
RAMP UP
CC14
22' - 6"
C9
F6
CW5
116
T.O.C. 103' - 4"
118
1,32
S2.0A
UP
111
F11
7
118
revisions
1
F11
103
FOUNDATION PLAN
"
'-0
-4
1' - 11"
04.06.15
ADJUST BOTTOM OF FOOTING TO CONFORM TO
THE GENERAL STRUCTURAL NOTES AND SOILS
REPORT.
118
103
ELEVATIONS:
TOP OF CONCRETE (T.O.C.) = 100'-0" TYP. U.N.O.
TOP OF FOOTING (T.O.F.) = 98'-0" TYP. U.N.O.
CC17
124
date
F6
F6
F5
F1
7
C9
1317
FORS job #
CC1
T.O.C. 100' - 5"
-8"
120
28' - 0"
TRENCH DRAIN IN CONCRETE PAD. COORDINATE DEPTH, EXTENTS AND
LOCATION WITH ARCHITECTURAL AND MECHANICAL/PLUMBING DRAWINGS.
12.
.
7
1
9/ 3 0/
1449
F2
115
CC14
CONC C.J. TYP
-11'
C9
C9
15' - 0"
SEE TYPICAL DETAIL 20 FOR CONCRETE COLUMN ISOLATION JOINT.
11.
CC9
CC9
101
F6
T.O.C. 99' - 4"
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
COMBINE FOOTINGS AS NECESSARY WITH REQUIRED FOOTING
REINFORCING.
10.
CW2
F11
SIM
121
16' - 6"
NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
FOUNDATION PLAN
SCALE:
5/18/2017 11:20:30 PM
9.
-8"
118' - 6"
108
107
F1
CC2
122
T.O.F. 98' - 0"
SLAB ON GRADE CONTROL JOINTS AT GRIDLINES AND AT 15'-0" O.C. EACH
WAY MAXIMUM PER DETAIL 101.
.A
A , U. S
115
CW4
CC4
105
CONC C.J. TYP
F11
28' - 3"
SIM
107
T.O.C. 96' - 0"
T.O.F. 96' - 0"
CC13
CC1
16' - 10 1/2"
121
107
2
2
10
CW1
CW2
CC2
F12
12
CC3
C
CL COL
& FTG
8.
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
F6
CW2
F11
103
F5
CW1
16' - 3"
-5"
HSS5X5X1/4
F11
19' - 10"
107
16' - 3"
103
16
120
F5
F
STEP FOOTING AS REQUIRED PER TYPICAL DETAIL TO MAINTAIN FOOTING
AT DEPTHS INDICATED IN GENERAL NOTES, ON PLANS AND DETAIL
E
5
CW2
28' - 0"
121
T.O.F. 98' - 0"
E.9
7.
103
121
F4
T.O.F. 98' - 0"
FLOOR DRAIN IN CONCRETE SLAB. COORDINATE LOCATIONS WITH
ARCHITECTURAL AND MECHANICAL/PLUMBING DRAWINGS. SLOPE SLAB
PER ARCHITECTURAL.
9
1
E
CONCRETE EQUIPMENT PAD. COORDINATE SIZE AND LOCATION
WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. SEE DETAIL 16.
6.
ee
O.
Swaim job #
CC9
11
T.O.F. 98' - 0"
5.
CC5
CC12
2' - 4"
F11
F9
WALK OFF MAT DEPRESSION IN CONCRETE SLAB ON GRADE. COORDINATE
SIZE AND LOCATION WITH ARCHITECTURAL DRAWINGS.
ES
I
AR
A Marriott Brand Hotel
13
F3
CC5
CC5
CC1
4"
4"
CC3
4"
4"
CC17
F11
F6
2
F9
CC2
4"
F8
F7
F11
122
RAMP UP
15' - 0"
F8
CC1
121
114
D
4.
F2
F13
A.8
F3
T.O.F. 98' - 0"
(2) HSS5x5x1/4 ELEVATOR GUIDE RAIL SUPPORT COLUMNS BETWEEN
FLOORS. COORDINATE LOCATION WITH ELEVATOR MANUFACTURER.
SEE DETAILS 117 AND 246.
IFI C A TE N
27349
RONALD H.
SCHNEIDER
ur )
u c t al
F3
F11
121
3.
ona l E n g in
r
(S t
SIM
113
18
(2) #4x4'-0" LONG CENTERED IN SLAB AT 4" O.C. - TYPICAL AT
RE-ENTRANT CORNERS AND DISCONTINUOUS SLAB JOINTS U.N.O.
ER T
C
r
F3
113
CC14
B
2.
e s si
f
ro
T
F3
F5
5" CONCRETE SLAB ON GRADE REINFORCED WITH 4 LBS. MACROFIBER
PER CUBIC YARD.
DA
F2
A
1.
112
17
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
FOUNDATION KEYNOTES
. 5.
27' - 6"
. /.
1
27' - 6"
dP
14' - 6"
Reg i st ere
13' - 0"
AC TUCSON
15' - 0"
1/8" = 1'-0"
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.0
ASSOCIATES LTD
ARCHITECTS AIA
3
6
9' - 3"
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
7
3' - 6"
8' - 6"
9' - 0"
10' - 0"
MAT REINFORCEMENT NOTES:
B.
REINFORCING BARS SHOWN TO HAVE 90° HOOK AT ENDS.
C.
REBAR RUNNING NORTH-SOUTH HAS MINIMUM CLEAR COVER TOP AND
BOTTOM.
28
19
18' - 6"
22
13
12
11
AND LENGTH.
13
INDICATES NUMBER OF
#7 TOP OR BOTTOM BARS TO BE
ADDED IN THIS REGION,
DEPENDING ON PLAN NAME.
13
ona l E n g in
IFI C A TE N
ee
O.
27349
RONALD H.
SCHNEIDER
ES
I
T
INDICATES BAR DIRECTION
13
ER T
C
DA
F
e s si
f
ro
AR
E
ur )
u c t al
F
LEGEND: BAR PLACEMENT
r
(S t
E.9
r
E.9
. 5.
FOUNDATIONS ARE TO BE 36" THICK EXCEPT SOUTHWEST STAIR FOUNDATION
WHICH IS TO BE 42" THICK.
8' - 6"
9' - 6"
213
A.
. /.
1
8' - 0"
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
8' - 0"
dP
2.5
Reg i st ere
2.3
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
1317
X
FORS job #
1449
EXTENTS OF ADDITIONAL
date
18
13' - 3"
22
2' - 0"
BAR PLACEMENT.
04.06.15
G
revisions
8' - 6"
4' - 0"
G
6' - 0"
3. TOP REINFORCING BAR PLAN - SOUTHWEST STAIRS
1. TOP REINFORCING BAR PLAN - SOUTHEAST STAIRS
SCALE: 1/4" = 1'-0"
SCALE: 1/4" = 1'-0"
2.3
2.5
(36" THICK)
AC TUCSON
(42" THICK)
3
3' - 6"
9' - 3"
8' - 0"
6
8' - 0"
7
9' - 0"
10' - 0"
28
9' - 6"
8' - 6"
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
3' - 6"
A Marriott Brand Hotel
1' - 6"
6' - 0"
213
F
19
18' - 6"
8' - 6"
E.9
E.9
F
13
13
12
11
13
22
2' - 0"
13
CONCRETE MAT STAIRS
REINFORCEMENT PLANS
22
G
4' - 0"
8' - 6"
13' - 3"
18
G
6' - 0"
5/18/2017 11:20:34 PM
1' - 6"
6' - 0"
3' - 6"
4. BOTTOM REINFORCING BAR PLAN - SOUTHWEST STAIRS
2. BOTTOM REINFORCING BAR PLAN - SOUTHEAST STAIRS
SCALE: 1/4" = 1'-0"
SCALE: 1/4" = 1'-0"
(42" THICK)
(36" THICK)
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.0A
ASSOCIATES LTD
ARCHITECTS AIA
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
7
REINFORCING BARS SHOWN TO HAVE 90° HOOK AT ENDS.
C.
REBAR RUNNING NORTH-SOUTH HAS MINIMUM CLEAR COVER TOP AND
BOTTOM.
11' - 0"
17' - 0"
INDICATES NUMBER OF
#7 TOP OR BOTTOM BARS TO BE
ADDED IN THIS REGION,
DEPENDING ON PLAN NAME.
13
ee
O.
AR
E
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
1317
14
X
9' - 0"
13
9' - 0"
18
IFI C A TE N
Swaim job #
14
21
ES
I
T
AND LENGTH.
ona l E n g in
27349
RONALD H.
SCHNEIDER
DA
INDICATES BAR DIRECTION
C
ER T
C
ur )
u c t al
C
e s si
f
ro
r
(S t
LEGEND: BAR PLACEMENT
. 5.
FOUNDATIONS ARE TO BE 36" THICK EXCEPT SOUTHWEST STAIR FOUNDATION
WHICH IS TO BE 42" THICK.
B.
15
14
MAT REINFORCEMENT NOTES:
A.
10' - 9"
r
10' - 3"
12' - 6"
8' - 6"
7' - 0"
6' - 0"
. /.
1
8' - 0"
10' - 0"
dP
5' - 9"
Reg i st ere
6
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
3
FORS job #
13
EXTENTS OF ADDITIONAL
1449
BAR PLACEMENT.
date
15
04.06.15
revisions
11
D
3' - 6"
5' - 0"
D
1. TOP REINFORCING BAR PLAN - NORTHEAST ELEVATOR
SCALE:
SCALE: 1/4" = 1'-0"
(36" THICK)
(36" THICK)
3
6
AC TUCSON
1/4" = 1'-0"
7
5' - 9"
8' - 0"
9' - 11"
12' - 6"
10' - 9"
32
8' - 6"
11' - 0"
10' - 3"
14
7' - 0"
6' - 0"
17' - 0"
C
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
3. TOP REINFORCING BAR PLAN - NORTHWEST ELEVATOR
A Marriott Brand Hotel
12' - 0"
C
14
13
17
25
15
14
CONCRETE MAT ELEVATOR
FOUNDATION REINFORCEMENT
PLANS
9' - 0"
14
9' - 0"
21
12
D
3' - 6"
5' - 0"
D
5/18/2017 11:20:36 PM
12' - 0"
4. BOTTOM REINFORCING BAR PLAN - NORTHWEST ELEVATOR
2. BOTTOM REINFORCING BAR PLAN - NORTHEAST ELEVATOR
SCALE:
SCALE:
1/4" = 1'-0"
(36" THICK)
1/4" = 1'-0"
(36" THICK)
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.0B
ASSOCIATES LTD
ARCHITECTS AIA
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
4
5
6
7
8
180' - 0"
GARAGE SLAB KEYNOTES:
27' - 6"
30' - 0"
25' - 0"
27' - 6"
1.
4"
4"
4"
4"
8
13
B
3.5"
CB8
7
46.25"
1"
218
CB7
12' - 0"
24"
46.25"
3"
Fe = 26.5k/T
(4T AT 3'-0" O.C.)
4"
4"
4"
4"
4"
4"
4"
4"
4"
249
CB7
9' - 0"
6.75"
6' - 0"
46.75"
4.5"
6.75"
6' - 0"
6.75"
6' - 0"
4"
4"
Fe =27k/T (4T)
Fe =27k/T (2T)
Fe =27k/T (3T)
13
4.5"
12' - 0"
12' - 0"
6.75"
1"
1"
1"
5
4"
CW2
4"
4"
L1
119
6
250
1"
6.25"
1"
6.25"
1"
Fe ADDED=
395k (15T)
4"
4"
3.5"
6.25"
6.25"
POST-TENSION DESIGN
4"
Fe = 27k/T (3T)
7
276
4"
4"
6.75"
1"
6.25"
6.25"
4"
LT1
6.25"
4"
L1
1"
1"
1' - 10"
6.75"
4"
210
OPEN
4"
1"
OPEN
4"
Fe = 27k/T
(3T AT 3'-0" O.C.)
4"
Fe = 27k/T (3T)
Fe = 27k/T (3T)
NUMBER OF PARALLEL TO LINE, DENOTES
CENTERLINE OF TENDON FROM BOTTOM OF TYP.
SLAB. IF NUMBER IS NOT SHOWN USE MAX.
PARABOLIC DRAPE PER TYPICAL DETAIL.
STEEL CANOPY BELOW.
FOR FRAMING PLAN SEE
SHEET S3.0
3.
SLAB TO BE SLOPED TO DRAINS. REFER TO ARCHITECTURAL DRAWINGS.
DEAD END
4 1/2" (8")
Fe = 27k/T (3T)
Fe = 27k/T (4T)
STRESSING END
DENOTES UNIFORM OR
BANDED TENDONS.
Fe = 27k/T (4T)
ADDED TENDONS
Fe ADDED=
268k (10T)
DRAPE CONSTANT AFTER
LAST CENTERLINE VALUE.
CENTERLINE OF TENDON
VARIES LINEARLY ALONG
LINE.
BAND FORCE
Fe ADDED=
419k (16T)
Fe=228K/4T
NOTES:
DENOTES CENTERLINE OF
TENDON FROM BOTTOM OF
BEAM OR DEPRESSED SLAB.
4"
4"
250
1"
4"
4"
4"
3' - 0" 3' - 0" 3' - 0" 3' - 0" 3' - 0" 3' - 0"
1"
1"
3.5"
276
6.75"
6.75"
4"
4" 3/4"
3/4"
210
6.25"
6.25"
1"
6.75"
3.5"
3.5"
1"
4"
4"
4"
4"
CW8
14
TOPS OF COLUMNS SHALL BE USED AS A 0" POINT, UNLESS NOTED OTHERWISE.
276
1"
6.25"
6.25"
4"
"X" INDICATES SLAB CAMBER TO BE MEASURED FROM TOP OF SLAB.
WHERE CAMBER IS NOT INDICATED, SLAB SHALL BE SET LEVEL.
PROVIDE GRADUAL TRANSITIONS BETWEEN POINTS OF CAMBER.
Fe = 27k/T
(3T AT 3'-0" O.C.)
9
4"
6.25"
1"
1"
TOTAL EFFECTIVE FORCE(AT BANDS, HALF OF THIS
FORCE ON EACH SIDE OF
COLUMN).
4 TENDONS
(TENDONS MAY BE GROUPS
OF TWO UNIFORM BANDS.
SPACING NOT TO EXCEED
7 TIMES SLAB THICKNESS
OR 60").
TENDON QUANTITY AND SPACING
BASED ON LENGTH OF PULL.
QUANTITY IS AN ESTIMATE OF
MINIMUM REQUIRED TENDONS.
SUPPLY ADDITIONAL TENDONS
AS REQUIRED TO ACHIEVE
EFFECTIVE FORCE.
Fe=18K/FT/2T AT 3'-0" O.C.
FOR TYPICAL POST-TENSIONING INFORMATION SEE SHEET S1.1 AND S1.2
2ND LEVEL SLAB PLAN
SCALE: 1/8" = 1'-0"
revisions
4"
6.25"
4"
4
CW2
3
CAMBER LEGEND:
6.75"
6' - 0"
6.75"
216
1' - 10"
L1
6.25"
Fe = 26.75k/T
(2T)
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
8
8
S7.0
8
Fe ADDED=
499k (19T)
Fe = 26.5k/T
(4T AT COLUMN)
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
10
3"
4"
1"
4"
4"
8
CW2
1"
6.25"
4"
4"
276
10
6.25"
4"
210
LT1
1"
6.25"
3"
6.75"
4"
4"
6.75"
6.75"
6.25"
1"
T.O.C. 117' - 3"
1' - 10"
6.25"
LT1
6.75"
6.75"
6.25"
1"
6.25"
1"
Fe = 27k/T
(6T AT COLUMN)
0"
X
4"
206
6.25"
3.5"
3.5"
6.75"
1"
4.5"
HSS6X6X1/4
CW2
CW2
6.75"
4"
6.75"
1"
6.75"
6.75"
6.75"
6.75"
6.75"
3.5"
250
6.75"
4"
3"
6.25"
4"
Fe ADDED =
243k (9T)
6.75"
6.75"
4"
6.25"
251
4.5"
4.5"
4.5"
4.5"
1"
1"
1"
8
4"
3.5"
6.75"
6.75"
8
1"
Fe = 27k/T
(3T AT 3'-0" O.C.)
EXCLUDING COLUMN LINE
1"
6.25"
6.25"
Fe =27k/T (3T)
Fe ADDED =
348k (13T)
AT TENDONS WHOSE SWAY EXCEEDS 1:12 PROVIDE
HAIRPIN REINFORCING PER TYPICAL DETAIL 23.
Fe = 27k/T (3T)
4"
9
1"
9.
date
04.06.15
Fe = 27k/T (3T)
4"
11
3"
6.25"
3/4"
3.5"
3.5"
CW1
CW1
3.5"
3.5"
6.75"
6.75"
OPEN
6.25"
3"
1"
4"
CW1
4"
LT1
Fe = 26.5k/T
(3T AT COLUMN)
9
210
4"
1"
209
1"
CONTROLLING POINT FOR TENDON SWEEP.
4"
8
6.25"
9
4"
5' - 0"
3.5"
3.5"
3.5"
3.5"
6.75"
119
1"
OPEN
6.25"
4"
1
6.75"
4"
6.75"
Fe ADDED=
209k (8T)
4"
210
3
6.25"
1"
6.75"
4"
6.25"
8
7
4"
8.
1"
6.25"
6.25"
Swaim job #
1317
14. THIS WALL'S HORIZONTAL CORNER DOWELS TO BE #8 AT
11 1/2" O.C.
4"
215
Fe = 26.75k/T Fe = 26.75k/T
(2T AT 3'-0" O.C.)
(2T AT
3'-0" O.C.)
2
S7.0
LT1
15' - 0"
1"
4"
6.25"
CW1
4"
6.25"
Fe ADDED=
215k (8T)
1" 4"
3/4"
4"
1"
6.25"
11
3"
6.25"
3' - 6"
1"
1"
8
6.25"
6.75"
1"
123
Fe ADDED=
215k (8T)
6.75"
6.75"
6.75"
4"
6.75"
Fe ADDED=
53.8k (2T)
6.75"
F
1"
.
7
1
9/ 3 0/
4"
4"
1"
9
3' - 0"
8
10
210
1"
205
2"
L1
15' - 0"
Fe = 26.75k/T
(2T AT 3'-0" O.C.)
1"
3' - 0" 3' - 0"
1"
1"
1"
1"
8
4"
7' - 4"
1"
201
3"
CLOSURE STRIP
1"
6' - 0"
10
E.9
4"
4"
4"
4"
6.75"
6.75"
4"
208
1"
1"
1"
1"
6.25"
RAMP UP
4"
6.25"
1"
46.25"
6.25"
1"
Fe = 27k/T
(2T AT
3'-0" O.C.)
Fe ADDED=
353k (13T)
6.25"
1"
Fe = 26.75k/T
(3T AT COLUMN)
Fe = 26.5k/T
(3T AT 3'-0" O.C.)
123
1"
6.25"
1"
6.25"
.A
A , U. S
13. 1/2" GAP FILLER BETWEEN CONCRETE OR CMU WALLS AND
COLUMNS.
Fe = 27k/T
(3T AT 3'-0" O.C.)
6.25"
4"
CW2
4"
6.25"
15' - 0"
247
6.25"
6.25"
6.75"
6.75"
6.75"
6.75"
6.75"
6.75"
4"
28' - 0"
6.25"
6.75"
6.75"
6.75"
6.75"
6.75"
1"
3' - 0" 3' - 0" 3' - 0"
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
ELEV
46.25"
10
8
244
4"
4.5"
4.5"
4.5"
4.5"
4.5"
5"
5"
5"
5"
5"
5"
16' - 3"
Fe ADDED=
489k (18T)
1"
4"
244
4.5"
4"
4"
4"
4"
4"
LT1
Fe =162k/T (6T)
6.25"
4"
1"
6.25"
SLOPE 1/2" / 12"
5/18/2017 11:20:40 PM
4"
6.25"
208
3/4"
3/4"
4"
ENSURE (2) TENDONS MINIMUM PASS THROUGH COLUMN
REINFORCEMENT OUTLINE, EACH WAY TYP.
12. TENDONS HAVE A LOW POINT OF 1" ABOVE SOFFIT
MIDSPAN BETWEEN GRIDS "B" AND "C".
4"
6.25"
1"
13
7
7
252
G
CW2
4.5"
13
13
7
6.75"
5"
5"
13
22.75"
22.75"
22.75"
22.75"
RAMP DN
5"
5"
5"
5"
22.75"
22.75"
217
CB1
10
4"
E
ELEV
201
CW4
4"
16' - 3"
118' - 6"
D
4"
9
1"
1 1/2", 20 GA. STEEL ROOF DECK. ATTACHMENT PER G.S.N.
7.
11. PROVIDE 3 TENDONS EACH SIDE.
220
3
3"
44"
8
1"
6.75"
22.75"
22.75"
22.75"
22.75"
4"
22.75"
2
ELEV
241
258
201
46.25"
1"
BLOCKOUT THIS WALL PANEL WHEN POURING SLAB.
6.
4"
1"
10
3' - 0"
10
1"
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
1449
5.
4"
1"
46.25"
3"
OPEN
13
E
1"
1"
1"
1"
1"
1"
1"
33' - 0"
46.25"
1"
247
TYP
ES
I
AR
FORS job #
THIS SECTION OF SLAB PLACED LATER AT WALL
INTERIORS. SEE DETAIL.
4"
253
ee
O.
10. TERMINATE TENDON 4'-0" PAST FACE OF WALL.
46.25"
Fe = 27k/T
(3T)
Fe = 27k/T
(3T AT 3'-0" O.C.)
1"
CC10
219
CB1
276
46.25"
3"
CC10
RAMP UP
C
4.
1"
6.75"
6.75"
CB8
5' - 6"
LT1
46.25"
3"
12' - 0"
46.25"
1"
A.8
217
Fe = 27k/T (4T)
1"
4"
LT1
46.75"
10' - 0"
LT1
CC7
3"
8" CONCRETE WALL WITH (4) #7 AT EACH END WITH
#5 AT 12" O.C. EACH WAY, EACH FACE ELSEWHERE.
TYPICAL STAIRWELL AND ELEVATOR CORES. SEE
CONCRETE WALL REINFORCING SCHEDULE SHEET S1.6.
IFI C A TE N
27349
RONALD H.
SCHNEIDER
ur )
u c t al
LT1
254
4"
46.25"
CC7
1"
LT1
1
ona l E n g in
r
(S t
46.25"
A
276
224
ER T
C
T
3.
Fe ADDED=
428k (16T)
276
6" MASONRY WALL FULL HEIGHT OF ELEVATOR SHAFT
REINFORCED WITH #4 AT 24" O.C. EACH WAY. ATTACH
HORIZONTAL REINFORCING TO CONCRETE WALL WITH
#4 FORM SAVER WITH STANDARD HOOK. SOLID GROUT
FULL HEIGHT.
e s si
f
ro
DA
3/32"
1
MECHANICAL PLATFORM
S2.1B FRAMING PLAN BELOW
2.
8" POST-TENSIONED CONCRETE SLAB AND RAMPS,
TYPICAL.
r
STEEL CANOPY BELOW.
FOR FRAMING PLAN SEE
SHEET S3.0
. 5.
27' - 6"
. /.
1
14' - 6"
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
13' - 0"
dP
15' - 0"
A Marriott Brand Hotel
3
Reg i st ere
2.5
AC TUCSON
2.3
SCHNEIDER
2ND LEVEL SLAB PLAN
2
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
1
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.1
ASSOCIATES LTD
ARCHITECTS AIA
LEVEL 2 REINFORCEMENT KEYNOTES:
4
5
6
7
8
13' - 0"
14' - 6"
27' - 6"
27' - 6"
30' - 0"
25' - 0"
10' - 9"
6' - 9"
27' - 6"
6' - 9"
6' - 9"
6' - 9"
(14) #9 BARS TOP LAPPING AT MIDSPAN BETWEEN GRIDLINE B
AND C AND HOOKED AT BEAM END.
5.
(7) #9 BARS EACH SIDE OF BEAM TOP SPREAD OVER 3'-7".
6.
(20) #9 BARS TOP WITH (9) HOOKED AT COLUMN AND THE
REMAINDER SPREAD OVER 10'-8" LAPPING AT BEAM MIDSPAN
ENDING AT LOCATION SHOWN OR HOOKED AT OPENING EDGE.
7.
#5 BARS AT 7" O.C. EACH WAY TOP AND BOTTOM EXTENDING
1'10" PAST WALLS.
6' - 6"
3/32"
1 MECHANICAL PLATFORM
S2.1B FRAMING PLAN BELOW
1
10.
#4 AT 12" O.C. EAST-WEST REINFORCEMENT IN THE ELEVATED
RAMP UP TO GRIDLINE E, ALTERNATE TOP AND BOTTOM.
9
5
6' - 9"
9
A.8
#5 AT 36" O.C. HOOKED TRANSVERSE TO SLAB EDGE EXTENDING
TO MIDWAY BETWEEN GRID G AND F.
6' - 6"
4
10' - 0"
4
#5X8'-9" LONG HOOKED TOP BARS AT 36" O.C. TRANSVERSE TO
EDGE OF SLAB AT SLAB EDGE, TYPICAL.
9.
5
5
6' - 9"
1.
ADDED REBAR ARE TOP BARS UNLESS NOTED OTHERWISE.
2.
NORTH-SOUTH REINFORCEMENT HAS MINIMUM 1" TOP
COVER. EAST-WEST REINFORCEMENT BELOW TOPMOST
WITH 1 5/8" TOP COVER.
3.
BOTTOM REINFORCEMENT HAS 3/4" BOTTOM COVER.
4.
BARS SHOWN ARE TO BE DISTRIBUTED IN WIDTHS DICTATED
BY DETAIL B ON S1.7 OVER COLUMNS.
5.
CLOSURE STRIP REINFORCEMENT PER DETAIL IS IN
ADDITION TO REINFORCEMENT SHOWN.
6.
BARS SHOWN ADJACENT TO WALLS SHALL BE DISTRIBUTED
AT 5" O.C. WITH THE CLOSEST TO WALL BAR 3" OFF THE
WALL FACE.
7.
WHERE NUMBER IS NOTED ON BAR ON PLAN, THIS NUMBER
REPRESENTS THE NUMBER OF TOTAL REINFORCING
BARS THAT ALREADY SATISFIES DETAIL B ON SHEET S1.8.
WHERE NO NUMBER IS NOTED, REINFORCING IS REQUIRED
AS SPECIFIED ON DETAIL B, S1.8.
RAMP UP
ES
I
AR
E
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
1317
1449
date
04.06.15
12
1
3
13' - 6"
CB1
13
13
12
ELEV
RAMP DN
6' - 9"
6' - 6"
CB1
7
8
8
6' - 3"
7
7
7
7
7
8
8
7
7
8
7
6' - 9"
8' - 4"
16' - 3"
2 BOT
6' - 9"
16' - 3"
1
118' - 6"
ELEV
ELEV
10
AC TUCSON
C
8
3
8
8
8
7
7
8
7
6' - 9"
E
5 BOT
14' - 8"
CLOSURE STRIP
28' - 0"
3
8
7
13' - 4"
5' - 3"
213
8
E.9
8
6' - 9"
5' - 3"
5 BOT
F
8
7
9
OPEN
9
3
7
7
7
7
7
7
7
OPEN
7
7
3 BOT
7
7
2ND LEVEL SLAB REINFORCEMENT
PLAN
OPEN
OPEN
6' - 6"
15' - 0"
7' - 8"
6' - 9"
8
8
8
G
9
5 TOP AND BOTTOM
6' - 6"
6' - 9"
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
OPEN
A Marriott Brand Hotel
33' - 0"
8
6
3
6' - 9"
6' - 9"
10' - 9"
LEGEND: BAR PLACEMENT
INDICATES BAR DIRECTION
AND LENGTH.
NOTES:
INDICATES NUMBER OF
BARS TO BE
ADDED IN THIS REGION.
BARS ARE #5.
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
2ND LEVEL SLAB REINFORCEMENT PLAN
X
EXTENTS OF ADDITIONAL
BAR PLACEMENT.
SCALE: 1/8" = 1'-0"
ALL BARS AT SLAB EDGES SHALL BE HOOKED
5/18/2017 11:20:42 PM
ee
O.
revisions
6
8' - 9"
D
IFI C A TE N
FORS job #
2ND FLOOR REINFORCEMENT NOTES:
B
ona l E n g in
27349
RONALD H.
SCHNEIDER
T
8
8.
ER T
C
DA
A
e s si
f
ro
ur )
u c t al
#5X13'-6" LONG TOP BARS AT 36" O.C. TRANSVERSE TO EDGE OF
SLAB AND CENTERED ON COLUMN GRID, TYPICAL.
4.
180' - 0"
15' - 0"
r
(S t
BEAM REINFORCEMENT AND STIRRUPS PER SCHEDULE.
3.
r
2.
. 5.
3
. /.
1
2.5
dP
2.3
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
Reg i st ere
2
THESE BARS TO BE DISTRIBUTED OVER 10'-6" CENTERED ON THE
BEAM. THESE BARS ARE IN ADDITION TO BARS PER SCHEDULE.
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
1
1.
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.1A
ASSOCIATES LTD
ARCHITECTS AIA
2
2.3
2.5
3
4
5
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
2' - 1"
3' - 8 1/2"
5' - 9 1/2"
5' - 9 1/2"
3.
GRATING 19-W-4, 1 1/2" X 3/16" BY AMICO OR EQUAL, TYPICAL. GRATING TO
BE INSTALLED WITH CROSS RODS ON TOP.
6
W12X26
W 12 X5
E
Swaim job #
1317
FORS job #
GRATING NOTE:
04.06.15
1.
ALL OPENINGS THAT CUT A GRATING BAR ARE TO BE BANDED, OPENINGS
THAT CUT MORE THAN 2 BEARING BARS ARE TO BE FRAMED VIA THE DETAIL
"PLAN VIEW- TYPICAL FRAME OPENING IN ROOF FRAMING."
revisions
4
7
UNIT WT.
100 LBS
AC TUCSON
4
UNIT WT.
100 LBS
UNIT WT.
125 LBS
4
237
4
OPEN
W8X10
SIM
4
1
237
238
UNIT WT.
125 LBS
UNIT WT.
125 LBS
3
268
W12X30
W12X53
237
W8X10
W8X10
2" TYP
W8X10
4" TYP
L3X3X1/4
W8X10
4
UNIT WT.
100 LBS
4
UNIT WT.
125 LBS
4
W8X10
4
UNIT WT.
100 LBS
238
W8X10
OPEN
W8X10
W8X10
4
241
L3X3X1/4
UNIT WT.
125 LBS
W8X10
1
W8X10
1
W8X10
ELEV
237
L3x3x1/4
268
UNIT WT.
100 LBS
W8X10
W8X10
UNIT WT.
100 LBS
EQ
L3x3x1/4
4
L3X3X1/4
EQ
SIM
4
L3X3X1/4
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
W12X26
W12X26
W12X26
W12X26
W12X26
W12X26
W12X30
W12X30
W12X26
238
A Marriott Brand Hotel
UNIT WT.
125 LBS
W8X10 6
1
4
237
.
7
1
9/ 3 0/
1
UNIT WT.
100 LBS
OPEN
C
.A
A , U. S
UNIT WT.
350 LBS
4
7
7
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
L3x3x1/4
L3x3x1/4
239
ES
I
AR
date
SIM
4
2
FOR TYPICAL HANDRAIL CONNECTION OPTIONS SEE TYPICAL DETAILS 52
AND 53, SHEET S1.5. COORDINATE WITH ARCHITECTURAL AND MECHANICAL
DRAWINGS
237
239
SIM
UNIT WT.
4000 LBS
LOCATE BEAMS AT EDGE OF MECHANICAL UNIT EACH OF 4 SIDES FOR UNIT
ATTACHMENT. SEE TYPICAL DETAIL 56/S1.5 FOR CONNECTION OF GRATING
AT UNIT PERIMETER.
ee
O.
1449
3
237
W12X65
SIM
UNIT WT.
100 LBS
6.
7.
W12X26
2" CLR
237
W12X26
W12X26
W12X26
W8X10 6
238
B
W12X26
W12X30
W12X30
W12X26
A.8
GRATING CONTINUOUS OVER BEAM IN THIS AREA.
IFI C A TE N
ur )
u c t al
3
5.
ona l E n g in
27349
RONALD H.
SCHNEIDER
T
2" CLR
5
3
MECHANICAL EQUIPMENT SUSPENDED FROM STRUCTURE ABOVE.
WEIGHTS AND LOCATIONS SHOWN ARE APPROXIMATE. COORDINATE WITH
MECHANICAL DRAWINGS FOR MORE INFORMATION.
ER T
C
DA
A
4.
e s si
f
ro
r
(S t
MECHANICAL EQUIPMENT. WEIGHTS AND LOCATIONS SHOWN ARE
APPROXIMATE. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR
ADDITIONAL INFORMATION. SEE TYPICAL DETAILS FOR FRAMING AT
OPENINGS.
r
2.
5' - 9 1/2"
. 5.
4' - 8 1/2"
. /.
1
4' - 8 1/2"
dP
6' - 0"
Reg i st ere
4' - 6"
MECHANICAL OPENING. COORDINATE SIZE AND LOCATION WITH
ARCHITECTURAL AND MECHANICAL DRAWINGS. SEE TYPICAL DETAILS FOR
FRAMING AT OPENINGS.
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
MECHANICAL MEZZANINE KEYNOTES:
1.
UNIT WT.
125 LBS
1
238
237
W12X19
SIM
238
W12X19
D
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
5/18/2017 11:20:43 PM
MECHANICAL MEZZANINE PLAN
3
3
3
NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
2. COORDINATE LOCATION, SIZE AND NUMBER OF OPENINGS IN GRATING
WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
MECHANICAL MEZZANINE PLAN
SCALE: 1/4" = 1'-0"
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.1B
ASSOCIATES LTD
ARCHITECTS AIA
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
7
8
27' - 6"
27' - 6"
30' - 0"
25' - 0"
27' - 6"
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
5/18/2017 11:20:47 PM
4"
4"
3.5"
3.5"
6.75"
6.75"
1"
6.75"
3' - 0"
4.5"
6.75"
1"
16. THIS WALL'S HORIZONTAL CORNER DOWELS TO BE #8 AT
11 1/2" O.C.
6' - 0"
Fe = 27k/T
(6T AT COLUMN)
1"
4.5"
4.5"
4.5"
17. CONTINUE 1" ± COMPRESSIBLE MATERIAL AROUND WALL
BUMPOUT. SUPPORT ANGLE NOT NEEDED AT BUMPOUT.
18. FIXED CONNECTION BELOW OPENING. REFER TO
ARCHITECTURAL DRAWINGS FOR OPENING LOCATIONS.
4"
6.25"
4"
FORS job #
1449
date
04.06.15
revisions
6.75"
6.75"
6.75"
15. 2'-0" LONG X 8" WIDE LOCATION TO BE PLACED 55 DAYS
AFTER STRESSING.
Fe = 27k/T (3T)
4"
T.O.C. 126' - 9"
3"
1"
6.25"
CAMBER LEGEND:
4"
12' - 0"
Fe = 27k/T
(3T AT 3'-0" O.C.)
275
0"
X
18
"X" INDICATES SLAB CAMBER TO BE MEASURED FROM TOP OF SLAB.
WHERE CAMBER IS NOT INDICATED, SLAB SHALL BE SET LEVEL.
PROVIDE GRADUAL TRANSITIONS BETWEEN POINTS OF CAMBER.
3/4"
3/4"
4"
1"
6.25"
6.25"
6.25"
1"
6.25"
1"
4"
Fe =27k/T (3T)
Fe ADDED=
510k (19T)
276
6.25"
6.25"
1"
4"
1"
4"
4"
6.25"
6.25"
1"
OPEN
4"
210
210
15
1"
OPEN
CW1
14
Fe ADDED=
428k (16T)
8
S7.0
4"
5
15
1"
6.75"
1"
4"
4"
13
276
4"
6.25"
SIM
1"
6.25"
3.5"
3.5"
6.25"
4"
16
6.25"
119
17
4"
119
6.25"
Fe ADDED=
402k (15T)
POST-TENSION DESIGN
4"
Fe = 27k/T (3T)
4"
4"
3.5"
1"
4"
Fe = 27k/T
(3T AT 3'-0" O.C.)
7
6.25"
CW8
4"
8
4"
6.75"
7
4"
4"
4"
4"
1"
NUMBER OF PARALLEL TO LINE, DENOTES
CENTERLINE OF TENDON FROM BOTTOM OF TYP.
SLAB. IF NUMBER IS NOT SHOWN USE MAX.
PARABOLIC DRAPE PER TYPICAL DETAIL.
Fe = 27k/T (3T)
Fe ADDED=
268k (10T)
276
Fe = 27k/T (4T)
STRESSING END
DENOTES UNIFORM OR
BANDED TENDONS.
Fe = 27k/T (4T)
ADDED TENDONS
DRAPE CONSTANT AFTER
LAST CENTERLINE VALUE.
CENTERLINE OF TENDON
VARIES LINEARLY ALONG
LINE.
BAND FORCE
Fe=228K/4T
SLAB TO BE SLOPED TO DRAINS. REFER TO ARCHITECTURAL DRAWINGS.
DEAD END
4 1/2" (8")
Fe = 27k/T (3T)
277
NOTES:
DENOTES CENTERLINE OF
TENDON FROM BOTTOM OF
BEAM OR DEPRESSED SLAB.
Fe = 27k/T (3T)
4"
6.25"
1"
11
6.25"
6.25"
3.5"
7
7
210
3
4"
CW1
8
6.25"
4"
12' - 0"
7
Fe =27k/T (2T)
6.25"
1"
3"
CW1
4"
6.25"
4"
3' - 0" 3' - 0" 3' - 0" 3' - 0" 3' - 0"
6.25"
1"
1"
1"
6.25"
3"
6.75"
6.25"
1"
1"
6.75"
4"
Fe ADDED =
243k (9T)
TOTAL EFFECTIVE FORCE(AT BANDS, HALF OF THIS
FORCE ON EACH SIDE OF
COLUMN).
4 TENDONS
(TENDONS MAY BE GROUPS
OF TWO UNIFORM BANDS.
SPACING NOT TO EXCEED
7 TIMES SLAB THICKNESS
OR 60").
TENDON QUANTITY AND SPACING
BASED ON LENGTH OF PULL.
QUANTITY IS AN ESTIMATE OF
MINIMUM REQUIRED TENDONS.
SUPPLY ADDITIONAL TENDONS
AS REQUIRED TO ACHIEVE
EFFECTIVE FORCE.
Fe=18K/FT/2T AT 3'-0" O.C.
3RD LEVEL SLAB PLAN
1317
13. CONCRETE LEVELLING SLAB THIS AREA. COORDINATE
EXTENTS OF SLAB WITH ARCHITECTURAL DRAWINGS.
14. 1/2" GAP FILLER BETWEEN CONCRETE OR CMU WALLS
AND COLUMNS.
Fe = 27k/T (3T)
Fe = 27k/T
(3T AT 3'-0" O.C.)
EXCLUDING COLUMN LINE
6.25"
3"
6.25"
6.75"
3/4"
4"
4"
4"
6.75"
8
4"
4"
6.75"
12
6.25"
Fe ADDED =
375k (14T)
6.75"
3.5"
6.75"
6.75"
3.5"
3.5"
3.5"
CW1
4.5"
3"
3"
6.25"
1"
4"
4"
3.
.
7
1
9/ 3 0/
TOPS OF COLUMNS SHALL BE USED AS A 0" POINT, UNLESS NOTED OTHERWISE.
6.25"
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
.A
A , U. S
12. PROVIDE 3 TENDONS EACH SIDE.
275
4"
209
1"
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
18
4.5"
1"
7
6' - 0"
1"
1"
4"
4"
6.75"
HSS6X6X1/4
4"
12
6.25"
6.25"
4"
1"
1"
1"
1"
6.75"
7
2
S7.0
3.5"
CW2
10. 18 TENDONS TERMINATE AT SLAB BAND END.
4"
1"
4.5"
7
CLOSURE STRIP
OPEN
4"
4"
4"
PROVIDE 5 TENDONS EACH SIDE.
4"
4"
6.25"
CW1
4"
6.75"
6.25"
6.75"
1"
1" 4"
1"
210
OPEN
9.
1"
11
6.25"
4.5"
4"
Fe = 26.75k/T Fe = 26.75k/T
(2T AT 3'-0" O.C.)
(2T AT
3'-0" O.C.)
1"
E
4"
6.25"
6.25"
3"
11
4"
6.25"
1
6.75"
6.25"
4"
1"
1"
6.75"
6.25"
6.25"
7
7
3.5"
4"
210
4"
6.75"
46.75"
4"
4"
4"
4"
4"
6.25"
205
2"
6.25"
4"
1"
3
AT TENDONS WHOSE SWAY EXCEEDS 1:12 PROVIDE
HAIRPIN REINFORCING PER TYPICAL DETAIL 23.
4"
4"
6.25"
201
4"
4"
119
4"
CW1
1"
6.25"
1"
4"
Fe ADDED=
157k (6T)
6.75"
5' - 0"
2"
2"
1"
4"
2"
Fe ADDED=
323k (12T)
1"
9' - 0"
8
4"
CONTROLLING POINT FOR TENDON SWEEP.
8.
Fe = 27k/T
(3T AT 3'-0" O.C.)
1"
4"
3
4"
1"
6.25"
1"
14.75"
1"
6' - 0"
ELEV
6.25"
3' - 0"
3/4"
CW1
6.25"
1"
15' - 0"
4"
SSR13
G
SSR10
6.75
"
1"
11
4"
3/4"
4"
215
6.75"
6.75"
6.25"
AR
1"
6.25"
3"
CW2
4"
4"
6.75"
6.75"
6.75"
6.75"
119
ELEV
11
6.25"
6.25"
Fe ADDED=
323k (12T)
4"
3/4"
4.5"
4.5"
4.5"
6.75"
3' - 6"
Fe = 26.75k/T
(2T AT 3'-0" O.C.)
210
6.25"
7.
11
3
258
CW1
CW1
6.75"
4.5"
4"
4"
4"
4"
4"
Fe = 26.75k/T
(3T AT COLUMN)
15' - 0"
7
7
4"
1"
SSR11
1"
6.25"
6.25"
2"
10
1"
1"
1"
1"
1"
1"
1"
28' - 0"
7
1"
11
4"
6.25"
1 1/4"
4" 1 1/4"
RAMP UP
Fe ADDED=
53.8k (2T)
6.25"
1"
4.5"
6.75"
6.75"
4.5"
4"
4"
6.25"
6.75"
4.5"
14.25", 8"
208
F
4"
Fe REMAINING
= 426k (16T)
7
3' - 0"
4"
1"
1"
4"
CW1
4"
2"
6.25"
Fe = 26.75k/T
(2T AT COLUMN)
Fe ADDED=
380k (14T)
6.25"
4"
46.25"
4"
4"
8"
E.9
7
46.25"
4"
4.5"
1"
14.75"
14.75"
14.75"
14.75"
14.75"
14.75"
Fe ADDED=
911k (34T)
2
201
1"
4"
Fe ADDED=
53k (2T)
7
4.5"
16' - 3"
261
6.25"
6.75"
203
6.25"
2"
4"
6.25"
4.5"
9
3"
11
6
4"
6.75"
7
6.25"
201
CW1
6.75"
1.5"
1.5"
1.5"
1.5"
6.75"
1.5"
1"
4"
11
9
4"
4"
1 1/4" 1 1/4"
4"
1"
4.5"
16' - 3"
118' - 6"
4
ELEV
ENSURE (2) TENDONS MINIMUM PASS THROUGH
COLUMN REINFORCEMENT OUTLINE, EACH WAY TYP.
1"
ee
O.
11. TERMINATE TENDON 4'-0" PAST FACE OF WALL.
6" CMU WALL
4.5"
201
222
7
Fe ADDED=
270k (10T)
E
OPEN
13"
24"
221
D
4"
3"
6.25"
46.25"
Fe = 27k/T
(3T)
6.25"
6.75"
7
CW1
RAMP UP
1"
Fe ADDED=
212k (8T)
8
1"
6.25"
6.75"
46.25"
6.75"
46.75"
46.75"
46.75"
CC8
223
CW1
Fe ADDED=
103k (4T)
46.75"
46.75"
C
CB4
6.25"
6" MASONRY WALL FULL HEIGHT OF ELEVATOR SHAFT
REINFORCED WITH #4 AT 24" O.C. EACH WAY. ATTACH
HORIZONTAL REINFORCING TO CONCRETE WALL WITH
#4 FORM SAVER WITH STANDARD HOOK. SOLID GROUT
FULL HEIGHT.
BLOCKOUT THIS WALL PANEL WHEN POURING SLAB.
276
6.25"
8" CONCRETE WALL WITH (4) #7 AT EACH END WITH
#5 AT 12" O.C. EACH WAY, EACH FACE ELSEWHERE.
TYPICAL STAIRWELL AND ELEVATOR CORES. SEE
CONCRETE WALL REINFORCING SCHDULE SHEET S1.6.
6.
1"
IFI C A TE N
Swaim job #
5.
215
6.25"
4"
7
Fe = 27k/T
(3T AT 3'-0" O.C.)
4"
208
1"
7
4"
3"
6.25"
46.25"
RAMP DOWN
7
4.
1"
1"
1 1/4"
4" 1 1/4"
4"
11
6
24"
9' - 0"
Fe = 26.75k/T Fe = 26.75k/T
(2T AT 3'-0" O.C.)
(2T AT
3'-0" O.C.)
6.25"
1"
1"
1"
1"
1"
CB9
Fe = 26.75k/T
(2T AT 3'-0" O.C.)
Fe= 26.75k/T
(2T AT 3'-0" O.C.)
1"
6' - 0"
3"
3.5"
CB10
6.75"
6.75"
6.75"
9' - 0"
Fe = 27k/T (4T)
212
1"
9' - 0"
1"
4"
6.25"
1"
CLOSURE STRIP
1"
9' - 0"
Fe= 26.5k/T
(2T AT 3'-0" O.C.)
1"
1"
1"
33' - 0"
Fe = 26.5k/T
(2T AT 3'-0" O.C.)
3' - 0"
6.25"
46.25"
Fe = 26.75k/T
(3T AT COLUMN)
Fe = 26.75k/T
(2T AT 3'-0" O.C.)
1"
12' - 0"
1"
9' - 0"
CC10
4"
6.25"
209
3"
1"
4"
6.25"
13"
Fe = 26.5k/T
(3T AT COLUMN)
3' - 0"
1"
1"
46.75"
3"
3"
3"
3"
3"
6.75"
6.75"
6.75"
6.75"
46.75"
46.75"
46.25"
1"
24"
46.75"
46.75"
Fe ADDED=
362k (14T)
B
4"
4"
4"
4"
4"
4"
4"
4"
3"
3"
3"
3"
3"
3"
46.75"
1"
7
4"
4"
CC7
46.25"
4"
CB5
7
SLAB BAND. TOTAL DEPTH 16", 45" WIDE WITH #4
2 LEG STIRRUPS AT 10" O.C.
3.
1
4"
6.25"
4"
1"
CB6
276
4"
46.25"
CC7
4"
6.25"
A.8
CC8
276
1"
4"
6.25"
10' - 0"
3"
1"
1"
6.25"
13"
3"
4"
4"
4"
4"
4"
4"
4"
24"
276
46.25"
2.
ES
I
T
A
CC8
Fe ADDED=
242k (9T)
8" POST-TENSIONED CONCRETE SLAB AND RAMPS,
TYPICAL.
ona l E n g in
27349
RONALD H.
SCHNEIDER
DA
276
Fe ADDED=
129k (5T)
Fe ADDED=
130k (5T)
1.
ER T
C
ur )
u c t al
GARAGE SLAB KEYNOTES:
e s si
f
ro
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
14' - 6"
r
(S t
13' - 0"
r
15' - 0"
. 5.
6
. /.
1
5
180' - 0"
dP
4
A Marriott Brand Hotel
3
Reg i st ere
2.5
AC TUCSON
2.3
FOR TYPICAL POST-TENSIONING INFORMATION SEE SHEET S1.1 AND S1.2
SCALE: 1/8" = 1'-0"
SCHNEIDER
3RD LEVEL SLAB PLAN
2
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
1
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.2
ASSOCIATES LTD
ARCHITECTS AIA
4
5
6
7
15' - 0"
13' - 0"
9' - 0"
14' - 6"
9' - 0"
5' - 6"
2
27' - 6"
6' - 9"
6' - 9"
LEVEL 3 REINFORCEMENT KEYNOTES:
27' - 6"
10' - 9"
7
7
9
9
7
2 BOT
7
5.
BEAM TOP REBAR SHOWN TO BE DISTRIBUTED OVER 6'-0"
STARTING AT SLAB EDGE. ENSURE ENOUGH TOP REBAR IS
PRESENT TO ENGAGE STIRRUPS.
9
6.
REBAR PER SCHEDULE HOOKED INTO COLUMN.
7.
#5X8'-9" LONG HOOKED TOP BARS AT 36" O.C. TRANSVERSE TO
EDGE OF SLAB AT SLAB EDGE, TYPICAL.
8.
(14) #9 BARS TOP LAPPING AT MIDSPAN BETWEEN GRIDLINE B AND
C AND HOOKED AT BEAM END.
3
8
4 BOT
3
12
21
6' - 9"
BEAM TOP REBAR SHOWN TO BE DISTRIBUTED OVER 10'-8"
CENTERED ON BEAM. ENSURE ENOUGH TOP REBAR IS PRESENT
CONTINUOUSLY TO ENGAGE STIRRUPS.
8
10
4
6
#5X13'-6" LONG TOP BARS AT 36" O.C. TRANSVERSE TO EDGE OF
SLAB AND CENTERED ON COLUMN GRID, TYPICAL.
4.
7
6
B
BEAM BOTTOM REINFORCEMENT AND STIRRUPS PER SCHEDULE.
3.
5 BOT
2
33' - 0"
7
14
8 BOT
4 BOT
9
8
1449
date
12. (2) #5 SPLICED INTO WALL IN POURED LATER POCKET AT MID
SLAB
DEPTH.
04.06.15
revisions
(4) #5 HOOKED INTO POURED LATER POCKET EXTENDING
HALFWAY BETWEEN GRIDLINES F AND G.
ELEV
8
8
8
ELEV
3RD FLOOR REINFORCEMENT NOTES:
16' - 3"
1.
ADDED REBAR ARE TOP BARS UNLESS NOTED OTHERWISE.
2.
NORTH-SOUTH REINFORCEMENT HAS MINIMUM 1" TOP
COVER. EAST-WEST REINFORCEMENT BELOW TOPMOST
WITH 1 5/8" TOP COVER.
3.
BOTTOM REINFORCEMENT HAS 3/4" BOTTOM COVER.
4.
BARS SHOWN ARE TO BE DISTRIBUTED IN WIDTHS
DICTATED BY DETAIL B ON S1.7 OVER COLUMNS.
5.
CLOSURE STRIP REINFORCEMENT PER DETAIL IS IN
ADDITION TO REINFORCEMENT SHOWN.
6.
BARS SHOWN ADJACENT TO WALLS SHALL BE DISTRIBUTED
AT 5" O.C. WITH THE CLOSEST TO WALL BAR 3" OFF THE
WALL FACE.
7.
WHERE NUMBER IS NOTED ON BAR ON PLAN, THIS NUMBER
REPRESENTS THE NUMBER OF TOTAL REINFORCING
BARS THAT ALREADY SATISFIES DETAIL B ON SHEET S1.8.
WHERE NO NUMBER IS NOTED, REINFORCING IS REQUIRED
AS SPECIFIED ON DETAIL B, S1.8.
7
7
7
7
7
8
7
7
6' - 9"
11
7
1
8' - 3"
13
20
4 BOT, 2 TOP
8
8
14
8
6' - 9"
20
8
13
8' - 6"
AC TUCSON
16' - 3"
2 BOT
5 BOT
CLOSURE STRIP
3
28' - 0"
10' - 2"
5' - 3"
8
8
8
5 BOT
F
8
8
8
OPEN
7
OPEN
7
7
OPEN
12
6' - 6"
3RD LEVEL SLAB REINFORCEMENT
PLAN
7
3 BOT
G
13
4
7
7
13
7
6' - 6"
OPEN
4
15' - 0"
8
6' - 9"
8
8
8
6' - 9"
8
8' - 7"
5' - 3"
12
6' - 9"
LEGEND: BAR PLACEMENT
INDICATES BAR DIRECTION
AND LENGTH.
NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
INDICATES NUMBER OF
BARS TO BE
ADDED IN THIS REGION.
BARS ARE #5.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
X
3RD LEVEL SLAB REINFORCEMENT PLAN
SCALE: 1/8" = 1'-0"
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
118' - 6"
4 BOT
A Marriott Brand Hotel
3
6 BOT
7
6' - 9"
FORS job #
7
7
8' - 3"
6' - 9"
Swaim job #
(20) #9 BARS TOP WITH (9) HOOKED AT COLUMN AND THE
REMAINDER SPREAD OVER 10'-8" LAPPING AT BEAM
MIDSPAN
ENDING AT LOCATION SHOWN OR HOOKED AT OPENING EDGE.
SPREAD THESE BARS EVENLY ACROSS OPENING WIDTH.
.
7
1
9/ 3 0/
8
8' - 9"
EXTENTS OF ADDITIONAL
BAR PLACEMENT.
ALL BARS AT SLAB EDGES SHALL BE HOOKED
5/18/2017 11:20:49 PM
.A
A , U. S
8
23
10
E.9
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
9
10
ELEV
E
E
10 BOT
OPEN
6
D
ES
I
AR
8
13' - 6"
C
10
ee
O.
(7) #9 BARS EACH SIDE OF BEAM TOP SPREAD OVER 3'-7".
13.
8
IFI C A TE N
10.
12' - 9"
4
ona l E n g in
27349
RONALD H.
SCHNEIDER
9.
8' - 9"
2
ER T
C
1317
11.
3
e s si
f
ro
ur )
u c t al
7
6' - 9"
2.
r
(S t
9
6' - 9"
THESE BARS TO BE DISTRIBUTED OVER 10'-6" CENTERED ON THE
BEAM.
r
6' - 6"
6' - 9"
1.
T
6' - 9"
6' - 9"
27' - 6"
DA
10' - 0"
25' - 0"
10' - 9"
14
A.8
30' - 0"
5
A
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
8
180' - 0"
. 5.
3
. /.
1
2.5
dP
2.3
Reg i st ere
2
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
1
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.2A
ASSOCIATES LTD
ARCHITECTS AIA
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
6
7
8
27' - 6"
3.
8" CONCRETE WALL WITH (4) #7 AT EACH END WITH
#5 AT 12" O.C. EACH WAY, EACH FACE ELSEWHERE.
TYPICAL STAIRWELL AND ELEVATOR CORES. SEE
CONCRETE WALL REINFORCING SCHEDULE SHEET
S1.6.
277
275
6.25"
4"
6.25"
4"
6.75"
6.75"
12' - 0"
9' - 0"
6.75"
4.5"
4.5"
6.75"
6' - 0"
6.75"
3' - 0" 3' - 0" 3' - 0"
CW1
4"
6.75"
4.5"
4.5"
8"
4"
1"
4"
6.75"
T.O.C. 135' - 3"
CAMBER LEGEND:
6.75"
4.5"
6.75"
1"
6.25"
0"
X
4"
Fe = 27k/T
(3T AT 3'-0" O.C.)
12' - 0"
"X" INDICATES SLAB CAMBER TO BE MEASURED FROM TOP OF SLAB.
WHERE CAMBER IS NOT INDICATED, SLAB SHALL BE SET LEVEL.
PROVIDE GRADUAL TRANSITIONS BETWEEN POINTS OF CAMBER.
TOPS OF COLUMNS SHALL BE USED AS A 0" POINT, UNLESS NOTED OTHERWISE.
8
4"
6.25"
6.25"
6.25"
1"
6.25"
1"
210
OPEN
NOTES:
SLAB TO BE SLOPED TO DRAINS. REFER TO ARCHITECTURAL DRAWINGS.
6.75"
1"
4"
6.25"
1"
4"
6.25"
1"
4"
6.25"
1"
210
CW3
4"
14
Fe ADDED=
428k (16T)
1"
4"
OPEN
276
4"
6.25"
6.25"
5
4
S7.0
15
Fe ADDED=
402k (15T)
NUMBER OF PARALLEL TO LINE, DENOTES
CENTERLINE OF TENDON FROM BOTTOM OF TYP.
SLAB. IF NUMBER IS NOT SHOWN USE MAX.
PARABOLIC DRAPE PER TYPICAL DETAIL.
4"
4"
4"
4"
4"
Fe = 27k/T (3T)
DEAD END
4 1/2" (8")
Fe = 27k/T (3T)
STRESSING END
Fe = 27k/T (3T)
DENOTES UNIFORM OR
BANDED TENDONS.
Fe = 27k/T (4T)
276
Fe = 27k/T (4T)
ADDED TENDONS
DRAPE CONSTANT AFTER
LAST CENTERLINE VALUE.
CENTERLINE OF TENDON
VARIES LINEARLY ALONG
LINE.
BAND FORCE
Fe ADDED=
268k (10T)
Fe=228K/4T
277
DENOTES CENTERLINE OF
TENDON FROM BOTTOM OF
BEAM OR DEPRESSED SLAB.
Fe = 27k/T (3T)
4"
3.5"
4"
1"
4"
CW3
6.25"
1"
3.5"
1"
4"
6.25"
Fe ADDED=
510k (19T)
1"
6.25"
CW3
POST-TENSION DESIGN
Fe = 27k/T
(3T AT 3'-0" O.C.)
7
6.75"
4"
6.25"
4"
6.25"
15
4"
12' - 0"
7
3' - 0"
1"
16
3.
210
6.25"
1"
275
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
1"
11
3
6.25"
4"
Fe =27k/T (3T)
Fe ADDED =
243k (9T)
7
6.75"
6.75"
4"
3/4" 3/4"
4"
6.25"
4"
3"
4"
6.25"
4"
1"
3"
8
7
6.25"
1"
6.25"
6.25"
4"
4"
4"
1"
1"
6.75"
4"
6.25"
1"
Fe =27k/T (2T)
6.25"
4"
277
6.75"
6.75"
CW1
6.75"
1"
1"
6.25"
4"
3.5"
3.5"
6.25"
4"
4"
1
3"
Fe = 27k/T
(6T AT COLUMN)
276
6.25"
3.5"
4"
4"
4"
4"
3/4"
4"
1"
4"
3"
3"
16. FIXED CONNECTION BELOW OPENING. REFER TO
ARCHITECTURAL DRAWINGS FOR OPENING
LOCATIONS.
Fe = 27k/T
(3T AT 3'-0" O.C.)
EXCLUDING COLUMN LINE
1"
4"
OPEN
1"
8
6.75"
6.75"
6.75"
6.75"
2
S7.0
3.5"
3.5"
3.5"
3.5"
OPEN
7
2' - 0"
15. 2'-0" LONG X 8" WIDE LOCATION TO BE PLACED 55
DAYS AFTER STRESSING.
Fe = 27k/T (3T)
7
6.25"
6.25"
1"
1"
1"
1"
1"
6.75"
4"
CW1
4"
6.25"
11
TOTAL EFFECTIVE FORCE(AT BANDS, HALF OF THIS
FORCE ON EACH SIDE OF
COLUMN).
4 TENDONS
(TENDONS MAY BE GROUPS
OF TWO UNIFORM BANDS.
SPACING NOT TO EXCEED
7 TIMES SLAB THICKNESS
OR 60").
TENDON QUANTITY AND SPACING
BASED ON LENGTH OF PULL.
QUANTITY IS AN ESTIMATE OF
MINIMUM REQUIRED TENDONS.
SUPPLY ADDITIONAL TENDONS
AS REQUIRED TO ACHIEVE
EFFECTIVE FORCE.
Fe=18K/FT/2T AT 3'-0" O.C.
FOR TYPICAL POST-TENSIONING INFORMATION SEE SHEET S1.1 AND S1.2
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
4TH LEVEL SLAB PLAN
5/18/2017 11:20:52 PM
6.25"
1"
3.5"
1"
6.25"
7' - 0"
4"
4"
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
Fe ADDED=
209k (8T)
5.125"
1"
4"
4"
12
7
1"
6.25"
4"
CW4
210
12
6
1"
3/4"
210
G
4.5"
4.5"
4.5"
1"
4"
6.25"
3"
6.25"
4"
6.75"
13
date
04.06.15
209
Fe ADDED =
375k (14T)
6.25"
FORS job #
1449
14. 1/2" GAP FILLER BETWEEN CONCRETE OR CMU WALLS
AND COLUMNS.
Fe = 27k/T (3T)
4"
1"
6.25"
4"
1"
6.25"
3"
4"
1"
11
6.25"
7
6.25"
9' - 0"
7
6.25"
4"
7
Fe = 26.75k/T Fe = 26.75k/T
(2T AT 3'-0" O.C.)
(2T AT
3'-0" O.C.)
6.75"
4"
1"
2"
2"
2"
15' - 0"
6.25"
6.25"
1" 4"
4"
1"
4"
6' - 0"
4"
4"
4.5"
6.75"
6' - 0"
3
205
2"
CW5
3' - 6"
8
CW1
CW1
5' - 0"
12
258
6.25"
11
6.25"
6.25"
1"
1"
4"
210
6.25"
6.75"
4"
6.75"
Fe ADDED=
350k (13T)
6.75"
4"
6.75"
Fe ADDED=
430k (16T)
1"
6.25"
6.25"
201
7
6
CLOSURE STRIP
15' - 0"
7
4"
1"
1"
6.25"
Fe = 26.75k/T
(3T AT COLUMN)
Fe = 26.75k/T
(2T AT COLUMN)
Swaim job #
1317
6' - 6"
276
4"
1"
6.25"
1"
4"
1"
14.75"
10
1"
1"
1"
1"
1"
1"
11
4"
6.25"
4"
ELEV
4"
RAMP UP
Fe ADDED=
53.8k (2T)
3/4"
4"
215
6.25"
SCALE: 1/8" = 1'-0"
.
7
1
9/ 3 0/
FOLD HOOK IN AT EDGE AS NEEDED
6' - 0"
3/4"
4"
4"
4"
4"
4"
4"
4"
4"
4"
4.5"
4.5"
2"
6.75"
14.25", 8"
6.75"
6.75"
1"
208
F
11
ELEV
CW2
1"
6.25"
6.75"
4.5"
7
14.75"
14.75"
14.75"
2
PROVIDE 5 TENDONS EACH SIDE.
.A
A , U. S
revisions
Fe = 27k/T
(3T AT 3'-0" O.C.)
6.25"
4"
3' - 0"
1"
6.25"
1"
119
1"
1"
1"
4.5"
4.5"
4.5"
7
T.O.C. 131' - 0"
4"
1"
6.25"
1 1/4"
4" 1 1/4"
Fe REMAINING
= 426k (16T)
Fe = 26.75k/T
(2T AT 3'-0" O.C.)
Fe ADDED=
380k (14T)
3.5"
6.75"
6.75"
6.75"
6.75"
4"
3"
CW1
6.25"
4"
3' - 0"
28' - 0"
1"
1"
1"
6.75"
6.75"
CW1
6.25"
6.25"
1"
3' - 0"
8"
E.9
7
6.25"
4"
8
14.75"
14.75"
6.25"
1"
11
201
7
9
4.5"
16' - 3"
E
2"
2"
4"
6.25"
1"
4"
6.25"
261
Fe ADDED=
911k (34T)
4.5"
6.25"
3"
RAMP UP
6.75"
7
4"
4"
6.75"
1"
9.
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
13. 10 1/4" THICK (TOTAL) X DIMENSIONS SHOWN
THICKENED CAP AT COLUMN SHOWN. PROVIDE (6) #4
U-BARS, EACH WAY AT THICKENED DROP CAP. SPACE
EQUALLY ACROSS CAP WIDTH.
1"
11
6.25
4"
4"
201
CW1
AT TENDONS WHOSE SWAY EXCEEDS 1:12 PROVIDE
HAIRPIN REINFORCING PER TYPICAL DETAIL 23.
2' - 0"
1 1/4"
4" 1 1/4"
Fe ADDED=
53k (2T)
6
CONTROLLING POINT FOR TENDON SWEEP.
8.
E
12. PROVIDE 3 TENDONS EACH SIDE.
4"
3"
6.25"
1"
4"
6.25"
7.
ES
I
AR
11. TERMINATE TENDON 4'-0" PAST FACE OF WALL.
276
6.25"
1"
11
1.5"
1.5"
4"
1.5"
6.75"
1.5"
118' - 6"
Fe ADDED=
270k (10T)
ELEV
6.75"
16' - 3"
7
9
D
4
ENSURE (2) TENDONS MINIMUM PASS THROUGH
COLUMN REINFORCEMENT OUTLINE, EACH WAY TYP.
ee
O.
1"
6.25"
6.25"
6.25"
2"
6.25"
CW1
6.75"
OPEN
6
3"
208
Fe = 27k/T
(3T)
Fe ADDED=
320k (12T)
2"
6.25"
CW1
4"
6.
215
7
4.5"
4"
6.75"
Fe ADDED=
53.4k (2T)
7
1"
1 1/4"
4" 1 1/4"
6.25"
4"
1"
6.25"
2"
4"
2"
6.75"
4"
6.75"
6.75"
Fe ADDED=
319k (12T)
6.25"
4"
7
6.25"
9' - 0"
8
BLOCKOUT THIS WALL PANEL WHEN POURING SLAB.
IFI C A TE N
10. 18 TENDONS TERMINATE AT SLAB BAND END.
Fe = 26.75k/T Fe = 26.75k/T
(2T AT 3'-0" O.C.)
(2T AT
3'-0" O.C.)
11
4"
Fe = 27k/T (4T)
4"
1"
4"
7
4"
5.
Fe = 27k/T
(3T AT 3'-0" O.C.)
6.25"
RAMP DOWN
7
11
4"
4"
6' - 0"
1"
1"
1"
8
8
C
6.75"
9' - 0"
Fe = 26.75k/T
(2T AT 3'-0" O.C.)
1"
1"
1"
1"
9' - 0"
1"
6
CLOSURE STRIP
Fe = 26.75k/T
(2T AT 3'-1 1/2" O.C.)
18' - 0"
Fe = 26.5k/T
(2T AT 3'-0" O.C.)
1"
6.25"
Fe = 26.75k/T
(3T AT COLUMN)
4"
9' - 0"
6.25"
3"
1"
6.25"
Fe = 26.75k/T
(2T AT 3'-0" O.C.)
4.5"
Fe = 26.5k/T
(3T AT COLUMN)
Fe = 26.5k/T
(2T AT 3'-0" O.C.)
2"
6.25"
6.25"
209
3' - 0"
6.75"
6.75"
6.75"
6.75"
6.75"
6.75"
3"
6.75"
4"
3"
4"
6.25"
3.5"
3"
3"
3"
3"
3"
3"
3"
3"
3"
3"
3"
6.75"
1"
6.75"
Fe ADDED=
455k (17T)
B
7
4"
7
1"
1"
4"
6.25"
1"
3.5"
4"
6.25"
12' - 0"
4"
6.25"
6.25"
6" MASONRY WALL FULL HEIGHT OF ELEVATOR SHAFT
REINFORCED WITH #4 AT 24" O.C. EACH WAY. ATTACH
HORIZONTAL REINFORCING TO CONCRETE WALL WITH
#4 FORM SAVER WITH STANDARD HOOK. SOLID
GROUT FULL HEIGHT.
1
4"
2"
6.25"
4.
275
Fe ADDED=
429k (16T)
1"
4"
4"
4"
4"
4"
4"
4"
4"
4"
4"
4"
4"
1"
3"
4"
275
Fe ADDED=
429k (16T)
1"
Fe ADDED=
161k (6T)
27' - 6"
277
275
A
25' - 0"
4"
277
30' - 0"
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
27' - 6"
3' - 0" 3' - 0" 3' - 0" 3' - 0"
14' - 6"
ona l E n g in
27349
RONALD H.
SCHNEIDER
ur )
u c t al
13' - 0"
ER T
C
r
(S t
15' - 0"
e s si
f
ro
r
SLAB BAND. TOTAL DEPTH 16", 45" WIDE WITH #4
2 LEG STIRRUPS AT 10" O.C.
T
8" POST-TENSIONED CONCRETE SLAB AND RAMPS,
TYPICAL.
2.
DA
1.
. 5.
5
180' - 0"
. /.
1
4
dP
3
A Marriott Brand Hotel
2.5
Reg i st ere
2.3
AC TUCSON
2
SCHNEIDER
4TH LEVEL SLAB PLAN
1
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
GARAGE SLAB KEYNOTES:
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.3
ASSOCIATES LTD
ARCHITECTS AIA
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
1
2
2.3
2.5
3
4
5
6
7
8
180' - 0"
10' - 9"
6' - 9"
7
4
2 BOT
DISTRIBUTE THESE BARS 3" OFF OPENING FACE AND SPACE
THEM AT 5" O.C.
3.
#5X13'-6" LONG TOP BARS AT 36" O.C. TRANSVERSE TO EDGE OF
SLAB AND CENTERED ON COLUMN GRID, TYPICAL.
4.
#5 BARS AT 10" O.C. EACH WAY TOP AND BOTTOM EXTENDING
1'10" PAST WALLS IN ADDITION TO MIDDLE BARS PER S2.1.
5.
SPREAD THESE BARS EVENLY ACROSS OPENING WIDTH.
6.
(2) #5 SPLICED INTO WALL IN POURED LATER POCKET AT MID
SLAB DEPTH.
7.
(4) #5 HOOKED INTO POURED LATER POCKET EXTENDING
HALFWAY BETWEEN GRIDLINES F AND G.
6' - 9"
ona l E n g in
IFI C A TE N
ee
O.
27349
RONALD H.
SCHNEIDER
ES
I
AR
E
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
1317
date
8
3
ER T
C
FORS job #
8
B
f
ro
1449
8
8
6' - 9"
A.8
e s si
dP
2.
7
7
6' - 6"
10' - 0"
6' - 9"
DISTRIBUTE THESE TOP BARS OVER THE MIDDLE 15'-6" OF THE
SLAB BAND EVENLY.
T
7
4
6' - 9"
1.
DA
A
6' - 9"
LEVEL 4 REINFORCEMENT KEYNOTES:
27' - 6"
. 5.
10' - 9"
25' - 0"
. /.
1
6' - 9"
30' - 0"
ur )
u c t al
6' - 9"
27' - 6"
r
(S t
6' - 9"
27' - 6"
r
6' - 9"
14' - 6"
Reg i st ere
13' - 0"
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
15' - 0"
5 BOT
04.06.15
revisions
33' - 0"
3
4
4TH FLOOR REINFORCEMENT NOTES:
8' - 9"
12' - 9"
6' - 9"
ADDED REBAR ARE TOP BARS UNLESS NOTED OTHERWISE.
2.
NORTH-SOUTH REINFORCEMENT HAS MINIMUM 1" TOP
COVER. EAST-WEST REINFORCEMENT BELOW TOPMOST
WITH 1 5/8" TOP COVER.
3.
BOTTOM REINFORCEMENT HAS 3/4" BOTTOM COVER.
4.
BARS SHOWN ARE TO BE DISTRIBUTED IN WIDTHS DICTATED
BY DETAIL B ON S1.7 OVER COLUMNS.
5.
CLOSURE STRIP REINFORCEMENT PER DETAIL IS IN
ADDITION TO REINFORCEMENT SHOWN.
6.
BARS SHOWN ADJACENT TO WALLS SHALL BE DISTRIBUTED
AT 5" O.C. WITH THE CLOSEST TO WALL BAR 3" OFF THE
WALL FACE.
7.
WHERE NUMBER IS NOTED ON BAR ON PLAN, THIS NUMBER
REPRESENTS THE NUMBER OF TOTAL REINFORCING
BARS THAT ALREADY SATISFIES DETAIL B ON SHEET S1.8.
WHERE NO NUMBER IS NOTED, REINFORCING IS REQUIRED
AS SPECIFIED ON DETAIL B, S1.8.
8
8
8
1.
8 BOT
8
8
ELEV
7
7
7
7
8
7
7
6' - 9"
5
7
16' - 3"
2 BOT
13
8' - 3"
20
4 BOT, 2 TOP
8
8
14
6' - 9"
8
20
8
E
8' - 6"
13
6' - 9"
1
5 BOT
CLOSURE STRIP
3
8' - 9"
28' - 0"
4
8' - 7"
5' - 3"
8
8
7
7' - 0"
OPEN
2
4
4
7
4
7
7
7
3 BOT
7
2
7
OPEN
6
LEGEND: BAR PLACEMENT
6
INDICATES BAR DIRECTION
AND LENGTH.
6' - 6"
5/18/2017 11:20:54 PM
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
6' - 6"
4TH LEVEL SLAB REINFORCEMENT
PLAN
8
8
OPEN
OPEN
7
6' - 6"
8 BOT
8
8
6' - 9"
8
8
15' - 0"
8
5 BOT
F
G
10' - 2"
5' - 3"
8
8
6' - 9"
E.9
6' - 9"
INDICATES NUMBER OF
BARS TO BE
ADDED IN THIS REGION.
BARS ARE #5.
NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
X
EXTENTS OF ADDITIONAL
BAR PLACEMENT.
ALL BARS AT SLAB EDGES SHALL BE HOOKED
4TH LEVEL SLAB REINFORCEMENT PLAN
SCALE:
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
4 BOT
10
AC TUCSON
7
7
7
3
6 BOT
8' - 3"
118' - 6"
D
7
7
7
6' - 9"
16' - 3"
ELEV
A Marriott Brand Hotel
8
ELEV
8
8
8
6' - 9"
8
8
C
1/8" = 1'-0"
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.3A
ASSOCIATES LTD
ARCHITECTS AIA
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
7
27' - 6"
27' - 6"
30' - 0"
25' - 0"
4.
277
Fe ADDED=
429k (16T)
6.25"
4"
4"
12' - 0"
3.5"
3.5"
6.75"
12' - 0"
9' - 0"
1"
3"
3"
4"
4"
4"
4"
3/4" 3/4"
4"
Fe ADDED =
243k (9T)
6.25"
1"
6.25"
1"
Fe =27k/T (3T)
6.75"
276
Fe ADDED=
510k (19T)
210
6.25"
6.25"
CW3
CW5
4"
1"
4"
4"
4"
OPEN
210
14
1"
3' - 0"
6.25"
6.25"
1"
1"
4"
6.25"
1"
4"
6.25"
1"
4"
6.25"
1"
CW3
6
15
6.75"
8
4"
Fe ADDED=
428k (16T)
Fe = 27k/T
(3T AT 3'-0" O.C.)
12' - 0"
9
6.25"
4"
15
276
1"
4"
4"
Fe = 27k/T (3T)
4"
POST-TENSION DESIGN
NUMBER OF PARALLEL TO LINE, DENOTES
CENTERLINE OF TENDON FROM BOTTOM OF TYP.
SLAB. IF NUMBER IS NOT SHOWN USE MAX.
PARABOLIC DRAPE PER TYPICAL DETAIL.
4"
4"
4"
Fe = 27k/T (3T)
Fe = 27k/T (3T)
STRESSING END
DENOTES UNIFORM OR
BANDED TENDONS.
Fe = 27k/T (4T)
ADDED TENDONS
Fe = 27k/T (4T)
DRAPE CONSTANT AFTER
LAST CENTERLINE VALUE.
Fe ADDED=
268k (10T)
Fe=228K/4T
277
277
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
3.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
5TH LEVEL SLAB PLAN
SCALE: 1/8" = 1'-0"
CENTERLINE OF TENDON
VARIES LINEARLY ALONG
LINE.
TOTAL EFFECTIVE FORCE(AT BANDS, HALF OF THIS
FORCE ON EACH SIDE OF
COLUMN).
4 TENDONS
NOTES:
SLAB TO BE SLOPED TO DRAINS. REFER TO ARCHITECTURAL DRAWINGS.
DEAD END
Fe = 27k/T (3T)
BAND FORCE
Fe ADDED=
402k (15T)
DENOTES CENTERLINE OF
TENDON FROM BOTTOM OF
BEAM OR DEPRESSED SLAB.
4 1/2" (8")
4"
3.5"
3.5"
9
S7.0
OPEN
4"
4"
4"
276
1"
6.25"
6.25"
4"
6.25"
4"
4"
6.25"
1"
3.5"
4"
8
CW3
6.25"
5
210
3
6.25"
6.25"
1"
1"
12
8
4"
1"
6.25"
3"
6.75"
6.75"
3.5"
3.5"
3.5"
4"
4"
4"
4"
8
6.25"
6.25"
1
TOPS OF COLUMNS SHALL BE USED AS A 0" POINT, UNLESS NOTED OTHERWISE.
3"
207
3
6.25"
4"
1"
"X" INDICATES SLAB CAMBER TO BE MEASURED FROM TOP OF SLAB.
WHERE CAMBER IS NOT INDICATED, SLAB SHALL BE SET LEVEL.
PROVIDE GRADUAL TRANSITIONS BETWEEN POINTS OF CAMBER.
Fe = 27k/T
(3T AT 3'-0" O.C.)
1"
6.25"
4"
CW3
4"
1"
Fe =27k/T (2T)
6.75"
6.75"
6.75"
6.75"
3/4"
6.25"
OPEN
6.25"
4"
6.25"
6.25"
4"
3.5"
210
OPEN
CAMBER LEGEND:
4"
1"
1"
4"
5' - 0"
4"
4"
4"
5
210
15. 2'-0" LONG X 8" WIDE LOCATION TO BE PLACED 55 DAYS
AFTER STRESSING.
4"
6.75"
1"
1"
Fe ADDED =
375k (14T)
6.25"
12. TERMINATE TENDON 4'-0" PAST FACE OF WALL.
209
3.5"
6.25"
1"
4"
Fe ADDED=
131k (5T)
6.75"
4"
1"
2"
2"
2"
15' - 0"
5/18/2017 11:20:57 PM
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
G
4"
CW3
5' - 0"
6.25"
1"
1"
6.75"
4"
CW1
6.25"
6.75"
1"
6.25"
6.25"
4"
1"
3/4"
8
revisions
AT TENDONS WHOSE SWAY EXCEEDS 1:12 PROVIDE
HAIRPIN REINFORCING PER TYPICAL DETAIL 23.
4"
T.O.C. 143' - 9"
6.75"
9
12
3
S7.0
3.5"
Fe ADDED=
323k (12T)
9
CW4
4"
4"
6.25"
4"
Fe ADDED=
323k (12T)
1"
6.75"
4"
119
6.75"
6.75"
Fe ADDED=
53.8k (2T)
6.75"
F
210
6.25"
4"
7
1"
1"
1"
1"
1"
1"
1"
1"
1"
1"
28' - 0"
1"
8
4"
1"
4"
CONTROLLING POINT FOR TENDON SWEEP.
9.
1"
6.25"
6.25"
12
12
Fe ADDED=
380k (14T)
3' - 0" 3' - 0" 3' - 0"
6' - 0"
4.5"
6.25"
1" 4"
RAMP UP
E.9
8.
date
6.75"
6.25"
4.5"
1"
4.5"
6.25"
3"
9' - 0"
Fe = 26.75k/T Fe = 26.75k/T
(2T AT 3'-0" O.C.)
(2T AT
3'-0" O.C.)
208
04.06.15
0"
X
276
1"
3.5"
Fe = 26.75k/T
(2T AT 3'-0" O.C.)
6' - 0"
ENSURE (2) TENDONS MINIMUM PASS THROUGH COLUMN
REINFORCEMENT OUTLINE, EACH WAY TYP.
Fe = 27k/T (3T)
Fe = 27k/T
(3T AT 3'-0" O.C.)
6' - 0"
8
4"
3' - 6"
BLOCKOUT THIS WALL PANEL WHEN POURING SLAB.
7.
Fe = 27k/T (3T)
4"
6.25"
6.25"
4.5"
4.5"
6.75"
1"
6.25"
1"
15' - 0"
6.
4"
1"
CLOSURE STRIP
3' - 0"
FORS job #
1449
1"
1"
6.75"
4"
6.75"
6.25"
7
1"
4"
12' - 0"
14.75"
205
3"
6.25"
Fe = 26.75k/T
(3T AT COLUMN)
Fe = 26.75k/T
(2T AT COLUMN)
Swaim job #
COLD-FORMED STEEL WALL.
4"
4"
1"
3' - 0" 3' - 0" 3' - 0" 3' - 0"
6.25"
2"
8
6.75"
6.75"
6.75"
2"
.
7
1
9/ 3 0/
5.
3
6.25"
215
1"
6.25"
4"
1"
8"
1"
6.25"
8
4.5"
4.5"
4.5"
4.5"
6.75"
6.75"
8
14.25", 8"
6.25"
201
6' - 0"
4"
Fe REMAINING
= 426k (16T)
6.75"
4.5"
1"
4.5"
11
14.75"
14.75"
14.75"
14.75"
14.75"
2
4"
3/4"
4.5"
4.5"
16' - 3"
Fe ADDED=
911k (34T)
CW3
4"
3' - 0"
6.25"
4"
4"
3/4"
.A
A , U. S
1317
4"
1"
6.25"
1"
4"
CW2
258
6.25"
4"
E
4"
4"
4.5"
8
ELEV
CW2
4"
8
6.25"
CW3
ELEV
6.25"
4"
4"
4"
2"
6.25"
1 1/4"
T.O.C. 139' - 6"
261
6.75"
6.75"
6.75"
4"
4"
4"
4"
6.25"
4"
13
Fe = 27k/T
(3T AT 3'-0" O.C.)
201
CW3
4.5"
4.5"
4.5"
8
4"
4"
4"
2"
6.25"
4"
4"
2"
1"
6.25
1 1/4"
4"
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
14. 1/2" GAP FILLER BETWEEN CONCRETE OR CMU WALLS
AND
COLUMNS.
4"
8
6.75"
10
6.25"
4"
6.25"
3' - 0"
6.25"
4"
13' - 9"
E
13. 8" X 42" HIGH CONCRETE WALL REINFORCED WITH #5 AT
16" O.C. EACH WAY WITH LAP SPLICES INTO ADJACENT
WALL.
4"
1"
2"
1 1/4"
4"
4"
Fe ADDED=
53k (2T)
201
CW7
4"
6.75"
6.75"
6.75"
6.75"
6.75"
6.25"
ES
I
AR
9
4"
4.5"
CW6
8
1 1/4"
2' - 0"
6.25"
6.75"
4"
6.75"
1"
8
CW6
12
1.5"
1.5"
1.5"
6.75"
1.5"
2"
6.75"
6.75"
6.75"
4.5"
16' - 3"
10
118' - 6"
ELEV
8
4"
4"
OPEN
4"
4
Fe ADDED=
270k (10T)
CW7
2"
4.5"
8
1"
6.25"
9
6.25"
276
6.25"
4"
Fe = 27k/T
(3T)
ee
O.
10. PROVIDE 5 TENDONS EACH SIDE.
1"
2"
6.25"
215
Fe ADDED=
320k (12T)
4"
1"
6.25"
2"
3' - 0"
2"
4"
6.25"
1"
1"
1"
1"
1"
1 1/4"
4"1 1/4"
4"
12
4"
6.25"
6.75"
4"
4"
6.25"
6.25"
8
4"
8
6.75"
6.75"
9
Fe ADDED=
53.4k (2T)
2"
CLOSURE STRIP
9' - 0"
RAMP DOWN
4"
Fe = 27k/T
(3T AT 3'-0" O.C.)
IFI C A TE N
11. 18 TENDONS TERMINATE AT SLAB BAND END.
1"
6' - 0"
Fe = 26.75k/T Fe = 26.75k/T
(2T AT 3'-0" O.C.)
(2T AT
3'-0" O.C.)
Fe = 27k/T (4T)
4"
4"
8
8
12
Fe ADDED=
319k (12T)
1"
6.25"
1"
9' - 0"
Fe = 26.75k/T
(2T AT 3'-0" O.C.)
1"
6.75"
6.75"
6.75"
6.75"
6.75"
6.75"
6.75"
9' - 0"
Fe = 26.5k/T
(2T AT 3'-0" O.C.)
1"
1"
1"
33' - 0"
4"
4"
1"
18' - 0"
Fe = 26.5k/T
(2T AT 3'-0" O.C.)
1"
6.25"
Fe = 26.75k/T
(3T AT COLUMN)
Fe = 26.75k/T
(2T AT 3'-0" O.C.)
1"
9' - 0"
Fe = 26.75k/T
(2T AT 3'-1 1/2" O.C.)
6.25"
2"
1"
6.25"
209
Fe = 26.5k/T
(3T AT COLUMN)
3' - 0"
2"
6.25"
6.25"
119
1"
3"
6.75"
4"
8
6.75"
6.75"
6.75"
1"
6.75"
Fe ADDED=
455k (17T)
C
4"
2"
4"
3.5"
3"
3"
3"
3"
3"
3"
3"
3"
3"
3"
3"
3"
10' - 0"
1"
B
4"
4"
3.5"
6.25"
4"
6.25"
A.8
D
4"
4"
4"
4"
6.25"
6.25"
119
6.75"
2"
6.25"
1
4"
4"
4"
4"
4"
4"
4"
4"
4"
4"
1"
3"
4"
Fe ADDED=
242k (9T)
1"
CW3
Fe ADDED=
161k (6T)
4"
4"
1"
A
6" MASONRY WALL FULL HEIGHT OF ELEVATOR SHAFT
REINFORCED WITH #4 AT 24" O.C. EACH WAY. ATTACH
HORIZONTAL REINFORCING TO CONCRETE WALL WITH
#4 FORM SAVER WITH STANDARD HOOK. SOLID GROUT
FULL HEIGHT.
277
4"
277
ona l E n g in
27349
RONALD H.
SCHNEIDER
T
8" CONCRETE WALL WITH (4) #7 AT EACH END WITH
#5 AT 12" O.C. EACH WAY, EACH FACE ELSEWHERE.
TYPICAL STAIRWELL AND ELEVATOR CORES. SEE
CONCRETE WALL REINFORCING SCHEDULE SHEET S1.6.
ER T
C
DA
3.
27' - 6"
e s si
f
ro
ur )
u c t al
14' - 6"
SLAB BAND. TOTAL DEPTH 16", 45" WIDE WITH #4
2 LEG STIRRUPS AT 10" O.C.
r
(S t
13' - 0"
8" POST-TENSIONED CONCRETE SLAB AND RAMPS,
TYPICAL.
2.
r
15' - 0"
1.
8
. 5.
6
. /.
1
5
180' - 0"
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
4
dP
3
A Marriott Brand Hotel
2.5
Reg i st ere
2.3
AC TUCSON
2
(TENDONS MAY BE GROUPS
OF TWO UNIFORM BANDS.
SPACING NOT TO EXCEED
7 TIMES SLAB THICKNESS
OR 60").
TENDON QUANTITY AND SPACING
BASED ON LENGTH OF PULL.
QUANTITY IS AN ESTIMATE OF
MINIMUM REQUIRED TENDONS.
SUPPLY ADDITIONAL TENDONS
AS REQUIRED TO ACHIEVE
EFFECTIVE FORCE.
Fe=18K/FT/2T AT 3'-0" O.C.
FOR TYPICAL POST-TENSIONING INFORMATION SEE SHEET S1.1 AND S1.2
SCHNEIDER
5TH LEVEL SLAB PLAN
1
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
GARAGE SLAB KEYNOTES:
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.4
ASSOCIATES LTD
ARCHITECTS AIA
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
4
5
6
7
8
180' - 0"
27' - 6"
10' - 9"
7
7
7
7
THESE BARS TO BE DISTRIBUTED OVER 10'-6" CENTERED ON THE
BEAM.
2.
#5X13'-6" LONG TOP BARS AT 36" O.C. TRANSVERSE TO EDGE OF
SLAB AND CENTERED ON COLUMN GRID, TYPICAL.
3.
#5 BARS AT 10" O.C. EACH WAY TOP AND BOTTOM EXTENDING
1'10" PAST WALLS IN ADDITION TO MIDDLE BARS PER S2.1.
4.
SPREAD THESE BARS EVENLY ACROSS OPENING WIDTH.
5.
(2) #5 SPLICED INTO WALL IN POURED LATER POCKET AT MID SLAB
DEPTH.
6.
(4) #5 HOOKED INTO POURED LATER POCKET EXTENDING
HALFWAY BETWEEN GRIDLINES F AND G.
6' - 9"
6' - 10"
2 BOT
e s si
f
ro
ER T
C
ona l E n g in
IFI C A TE N
ee
O.
27349
RONALD H.
SCHNEIDER
ES
I
AR
E
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
1317
FORS job #
6' - 9"
1449
date
8
8
6' - 9"
A.8
6' - 6"
10' - 0"
7
3
1.
T
A
27' - 6"
ur )
u c t al
10' - 8"
25' - 0"
r
(S t
6' - 9"
30' - 0"
r
6' - 9"
LEVEL 5 REINFORCEMENT KEYNOTES:
27' - 6"
DA
6' - 9"
14' - 6"
6' - 6"
13' - 0"
7
15' - 0"
. 5.
3
. /.
1
2.5
dP
2.3
Reg i st ere
2
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
1
8
B
8
04.06.15
6' - 9"
6' - 9"
2
5 BOT
revisions
33' - 0"
3
3
12' - 9"
8' - 9"
5TH FLOOR REINFORCEMENT NOTES:
8
1.
ADDED REBAR ARE TOP BARS UNLESS NOTED OTHERWISE.
2.
NORTH-SOUTH REINFORCEMENT HAS MINIMUM 1" TOP
COVER. EAST-WEST REINFORCEMENT BELOW TOPMOST
WITH 1 5/8" TOP COVER.
3.
BOTTOM REINFORCEMENT HAS 3/4" BOTTOM COVER.
4.
BARS SHOWN ARE TO BE DISTRIBUTED IN WIDTHS
DICTATED BY DETAIL B ON S1.7 OVER COLUMNS.
5.
CLOSURE STRIP REINFORCEMENT PER DETAIL IS IN
ADDITION TO REINFORCEMENT SHOWN.
6.
BARS SHOWN ADJACENT TO WALLS SHALL BE DISTRIBUTED
AT 5" O.C. WITH THE CLOSEST TO WALL BAR 3" OFF THE
WALL FACE.
7.
WHERE NUMBER IS NOTED ON BAR ON PLAN, THIS NUMBER
REPRESENTS THE NUMBER OF TOTAL REINFORCING
BARS THAT ALREADY SATISFIES DETAIL B ON SHEET S1.8.
WHERE NO NUMBER IS NOTED, REINFORCING IS REQUIRED
AS SPECIFIED ON DETAIL B, S1.8.
7
12' - 9"
8
7
8
ELEV
7
8
4 BOT
7
8' - 3"
118' - 6"
10
7
4
7
7
7
7
7
D
7
7
6 BOT
3
7
7
7
8' - 6"
8' - 3"
13
20
4 BOT,
2 BOT
2 TOP
8
8
14
6' - 9"
8
20
8
E
1
13
6' - 9"
16' - 3"
2 BOT
5 BOT
2
8' - 9"
CLOSURE STRIP
28' - 0"
3
5' - 3"
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
16' - 3"
ELEV
A Marriott Brand Hotel
8
ELEV
8
8
6' - 9"
8
8
8
13' - 6"
8 BOT
OPEN
C
AC TUCSON
6' - 9"
8
4' - 9"
8
8' - 7"
5' - 3"
8
5TH LEVEL SLAB REINFORCEMENT
PLAN
8
8
8
8
8
8
8
8
OPEN
OPEN
6
7
7
7
6' - 6"
6
7
3
7
7
32 BOT
4
15' - 0"
8
8
5 BOT
F
6' - 9"
10' - 2"
5' - 3"
8
4
6' - 9"
E.9
G
OPEN
7
7
OPEN
5
6' - 6"
5
LEGEND: BAR PLACEMENT
INDICATES BAR DIRECTION
AND LENGTH.
6' - 9"
INDICATES NUMBER OF
BARS TO BE
ADDED IN THIS REGION.
BARS ARE #5.
NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
5TH LEVEL SLAB REINFORCEMENT PLAN
X
EXTENTS OF ADDITIONAL
BAR PLACEMENT.
ALL BARS AT SLAB EDGES SHALL BE HOOKED
5/18/2017 11:20:59 PM
SCALE: 1/8" = 1'-0"
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.4A
1
2
2.3
3
4
5
6
7
8
ASSOCIATES LTD
ARCHITECTS AIA
180' - 0"
15' - 0"
11' - 4"
16' - 2"
27' - 6"
27' - 6"
30' - 0"
25' - 0"
27' - 6"
6TH LEVEL BOTTOM REINFORCING KEYNOTES:
CONCRETE POOL SLAB TO BE 22.5" THICK WITH
REINFORCEMENT PER POOL SLAB REINFORCING PLAN,
BELOW.
5
10
5.
AREA OF SLOPING SLAB FOR DRAINAGE.
6.
BEAM BOTTOM REINFORCEMENT AND STIRRUPS PER SCHEDULE.
7.
6'-0" LONG BARS CENTERED AT CHANGE IN ELEVATION.
8.
POOL STRUCTURAL SLAB DRAIN.
21
3
5
232
A.8
3' - 9"
204
B
15
1
7' - 0"
27
e s si
f
ro
ER T
C
ona l E n g in
IFI C A TE N
ee
O.
27349
RONALD H.
SCHNEIDER
. 5.
4.
ES
I
AR
E
. /.
1
7
5' - 6"
10' - 0"
9
204
3' - 9"
31
13
A
ur )
u c t al
INDICATES AREA OF 20 INCH THICK CONCRETE SLAB. BEND
BOTTOM REINFORCEMENT INTO AREA OR PROVIDE LAP SPLICES
WITH SEPARATE BARS.
r
(S t
3.
dP
5
3
r
10" SLAB WITH #5 AT 12" O.C. EACH WAY CONTINUOUS BOTTOM
WITH ADDED BARS AS INDICATED. SLOPE TO DRAINS.
3
8' - 5"
Reg i st ere
242
1
T
2.
7' - 0"
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
DA
12" SLAB WITH #5 AT 12" O.C. EACH WAY CONTINUOUS BOTTOM
WITH ADDED BARS COMBINED AND EQUALLY SPACED AS
INDICATED.
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
3' - 9"
1.
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
21
33
24
27
21
24
55
4
9
4
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
7
2
4' - 0"
2
225
Revision1
NOTES:
232
16
6' - 0"
15
CB3
WHERE NUMBER IS NOTED ON BAR ON PLAN, THIS NUMBER REPRESENTS THE
NUMBER OF ADDITIONAL REINFORCING BARS ADDED TO DETAIL B ON SHEET
S1.8. WHERE NO NUMBER IS NOTED, NO ADDITIONAL REINFORCING IS REQUIRED
THAN WHAT IS SPECIFIED ON DETAIL B, S1.8.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
204
17
7' - 0"
225
AC TUCSON
E
21
270
16
9
23
22
255
3
OPEN
30
ALL BARS AT SLAB EDGES SHALL BE HOOKED
17
8
7
232
7
2
LEGEND: ADDITIONAL BOTTOM BAR PLACEMENT
16
3
OPEN
4
2
33
203
2
7
7
255
3' - 9"
203
2
2
2
3' - 9"
3
T.O.C. 151' - 0"
EXTENTS OF ADDITIONAL
BAR PLACEMENT.
265
256
4
4
7' - 0"
8
1
15
36
8
G
19
31
23
20
20
ADDITIONAL BOTTOM BARS
X
255
15' - 0"
ADDED IN THIS REGION.
10
DROPPED CONCRETE
POOL SLAB
2
16
ADDITIONAL BARS TO BE
ARE #5.
255
204
F
INDICATES NUMBER OF
2
13
256
24
E.9
4
3' - 6"
5
AND LENGTH.
21
8
14
28' - 0"
25
17
16
10
10
27
37
19
24
17
INDICATES BAR DIRECTION
16
11
15
19
4
7
4' - 6"
6' - 6"
275
275
11
275
-2"
16
-2"
6' - 6"
5
5' - 8"
5
6' - 3"
7' - 0"
7' - 0"
7' - 0"
7' - 0"
8' - 6"
6' - 9"
6' - 3"
242
7' - 0"
1
7' - 0"
6TH LEVEL BOTTOM REINFORCING
SLAB PLAN
10
242
6TH LEVEL BOTTOM REINFORCING SLAB PLAN
SCALE: 1/8" = 1'-0"
4
5
8' - 6"
8' - 6"
204
14 BOTTOM
19 TOP
27 BOTTOM
20 TOP
19 TOP
POOL SLAB REINFORCEMENT NOTES:
14 BOTTOM
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
8.
5/18/2017 11:21:02 PM
A Marriott Brand Hotel
10
9
5
4' - 1 1/2"
8
15
-2"
6
6
D.
revisions
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
14
235
7
1
AT LEAST (2) #5 BARS IN EACH DIRECTION SHALL PASS WITHIN THE COLUMN
REINFORCEMENT OUTLINE. THESE BARS SHALL BE CONTINUOUS THROUGH
SPANS AND SUPPORTS.
Date 1
4' - 9"
-2"
118' - 6"
203
SIM
235
C.
date
04.06.15
16
258
-2"
8
16' - 3"
23
ELEV
15
6
5
REINFORCEMENT SHOWN TERMINATING AT GRIDLINES SHALL CONTINUE PAST
THE GRIDLINE 6", UNLESS LAPPING WITH ANOTHER SET OF REINFORCEMENT A
CLASS "B" SPLICE LENGTH.
FORS job #
1449
1
SIM
HSS6X6X1/4
12
16' - 3"
203
ELEV
205
6
D
ELEV
4' - 0"
SIM
23
203
7' - 0"
205
2
9
10
B.
25
16
1
OPEN
BAR PLACEMENT LOCATIONS:
TOP EAST-WEST BARS: TOP MOST WITH 3/4" CLEARANCE.
TOP NORTH-SOUTH BARS: BELOW TOPMOST WITH 1 1/2" CLEARANCE.
BOTTOM EAST-WEST BARS: BOTTOMMOST WITH 3/4" CLEARANCE.
BOTTOM NORTH-SOUTH BARS: ABOVE BOTTOMMOST WITH 1 3/8" CLEARANCE.
15
23
25
TYPICAL REINFORCEMENT NOTES:
A.
4' - 0"
15
27
8
23
C
5
12
6
14
19
19
15
33' - 0"
Swaim job #
1317
-2"
1.
TOP BARS ARE #6.
2.
BOTTOM BARS ARE #5.
3.
ALL BARS HOOKED AT SLAB EDGE.
204
F
24 TOP
34 BOTTOM
255
SCHNEIDER
8.
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
2
POOL SLAB REINFORCING PLAN
SCALE: 1/4" = 1'-0"
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.5
ASSOCIATES LTD
ARCHITECTS AIA
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
6TH LEVEL TOP REINFORCING KEYNOTES:
6
7
8
4' - 6"
1
11' - 4"
3' - 9"
16' - 2"
7' - 0"
27' - 6"
4' - 0"
6' - 6"
27' - 6"
6' - 6"
7' - 0"
30' - 0"
7' - 0"
7' - 0"
25' - 0"
7' - 0"
6' - 9"
6' - 3"
6' - 3"
7' - 0"
7' - 0"
9' - 0"
12" SLAB WITH #6 AT 18" O.C. EACH WAY CONTINUOUS TOP
WITH ADDED BARS AS INDICATED.
2.
10" SLAB WITH #6 AT 18" O.C. EACH WAY CONTINUOUS TOP
WITH ADDED BARS AS INDICATED. SLOPE TO DRAIN.
3.
CONCRETE POOL SLAB TO BE 20.5" THICK WITH REINFORCEMENT
PER POOL SLAB REINFORCING PLAN, SHEET S2.5.
4.
CLASS B SPLICE LENGTH.
5.
6'-0" LONG BARS CENTERED 5'-9" ABOVE GRIDLINE D.
27
31
3' - 9"
15
5
9' - 3"
33' - 0"
4
2
5
Swaim job #
3
11
5
1
HSS6X6X1/4
ELEV
INDICATES BAR DIRECTION
AND LENGTH.
4
15
INDICATES NUMBER OF
4' - 0"
28
6
4
2
3
3
1
20
ADDED IN THIS REGION.
ADDITIONAL TOP BARS
2
EXTENTS OF ADDITIONAL
BAR PLACEMENT.
12
63
37
38
45
ALL BARS AT SLAB EDGES SHALL BE HOOKED
LEGEND: ADDITIONAL TOP BAR PLACEMENT
9
7' - 0"
32
4' - 0"
31
1
28
25
2
19
3
2
ARE #6.
X
4
12
8
14
2
8
2
60
33
17
35
23
9' - 3"
8
5
5
LEGEND:
4
3
8
5' - 0"
12
16
6
13
INDICATES A BAR LENGTH LINE.
DROPPED CONCRETE
POOL SLAB
12
17
OPEN
41
19
25
4
2
2
1
21
25
7
2
S2.5
3' - 9"
44
19
15
19
26
11
3
17
15
31
4
OPEN
10
S7.0
7
7
6
5
10
T.O.C. 151' - 0"
6
5
3
9
4
3
3
22
43
11
4
S7.0
6
F
6
19
40
3' - 9"
36
6
35
7' - 0"
INDICATES A BAR DISTRIBUTION ZONE LINE..
35
9' - 3"
3
10
6
6TH LEVEL TOP REINFORCING
SLAB PLAN
24
5
4' - 9"
16
4
1
4
3
5' - 6"
9' - 0"
CB3
revisions
AC TUCSON
2
118' - 6"
16' - 3"
WHERE NUMBER IS NOTED ON BAR ON PLAN, THIS NUMBER REPRESENTS THE
NUMBER OF ADDITIONAL REINFORCING BARS ADDED TO DETAIL B ON SHEET
S1.8. WHERE NO NUMBER IS NOTED, NO ADDITIONAL REINFORCING IS REQUIRED
THAN WHAT IS SPECIFIED ON DETAIL B, S1.8.
3
11
3
6' - 6"
10' - 6"
8' - 6"
13' - 6"
8' - 9"
4' - 6"
10' - 0"
8' - 9"
10' - 0"
10' - 6"
3' - 0"
10' - 0"
10' - 0"
4' - 0"
8' - 9"
8' - 9"
9' - 0"
NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
6TH LEVEL TOP REINFORCING SLAB PLAN
SCALE: 1/8" = 1'-0"
5/18/2017 11:21:05 PM
date
04.06.15
ADDITIONAL BARS TO BE
16
E
28' - 0"
D.
13
225
15' - 0"
AT LEAST (2) #5 BARS IN EACH DIRECTION SHALL PASS WITHIN THE COLUMN
REINFORCEMENT OUTLINE. THESE BARS SHALL BE CONTINUOUS THROUGH
SPANS AND SUPPORTS.
3
17
13
2
G
C.
2
1
-
4
E.9
REINFORCEMENT SHOWN TERMINATING AT GRIDLINES SHALL CONTINUE PAST
THE GRIDLINE 6", UNLESS LAPPING WITH ANOTHER SET OF REINFORCEMENT A
CLASS "B" SPLICE LENGTH.
6
29
4
10
D
B.
FORS job #
1449
7' - 0"
9
27
24
2
34
3
24
ELEV
4
20
7
28
4
48
9' - 6"
KEYNOTE 4
ELEV
3
BAR PLACEMENT LOCATIONS:
TOP EAST-WEST BARS: TOP MOST WITH 3/4" CLEARANCE.
TOP NORTH-SOUTH BARS: BELOW TOPMOST WITH 1 1/2" CLEARANCE.
BOTTOM EAST-WEST BARS: BOTTOMMOST WITH 3/4" CLEARANCE.
BOTTOM NORTH-SOUTH BARS: ABOVE BOTTOMMOST WITH 1 3/8" CLEARANCE.
9
59
7
.
7
1
9/ 3 0/
2
36
36
C
16' - 3"
56
23
.A
A , U. S
4' - 0"
12
11
21
48
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
3
2
3
10' - 6"
6
E
1317
2
5
AR
TYPICAL REINFORCEMENT NOTES:
47
42
50
38
ee
O.
A.
3' - 9"
46
34
7' - 0"
B
IFI C A TE N
8
8
26
5
29
5
29
11
15
24
5
24
4
30
5
11
9
13
22
10' - 0"
7
A.8
ES
I
T
4
ona l E n g in
27349
RONALD H.
SCHNEIDER
ur )
u c t al
31
22
ER T
C
DA
29
19
e s si
f
ro
r
(S t
4
r
2
A
1.
27' - 6"
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
15' - 0"
. 5.
5
180' - 0"
. /.
1
4
dP
3
A Marriott Brand Hotel
2.3
Reg i st ere
2
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
1
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.5A
ASSOCIATES LTD
ARCHITECTS AIA
6TH LEVEL FLOOR CAMBER AND SSR KEYNOTES:
0"
5/8"
7/8"
5/8"
1"
5/8"
5/8"
1 7/8"
1/2"
5/8"
EQ
EQ
3/8"
1 1/4"
EQ
5/8"
1 3/4"
0"
3/8"
0"
dP
7-8
EQ
ER T
C
ona l E n g in
IFI C A TE N
ee
O.
27349
RONALD H.
SCHNEIDER
. 5.
EQ
e s si
f
ro
ES
I
AR
E
. /.
1
EQ
(4) LEGS OF #4 STIRRUPS AT 4 1/2" FOR 13 1/2" OFF WALL.
Reg i st ere
EQ
6-7
5-6
4-5
1 1/8"
EQ
(3) LEGS OF #4 STIRRUPS AT 3 1/2" FOR 17 1/2" OFF COLUMN.
6.
T
1 3/8"
EQ
(2) LEGS OF #4 STIRRUPS AT 3 1/2" FOR 17 1/2" OFF COLUMN.
5.
8
DA
5/8"
EQ
7
(4) LEGS OF #4 STIRRUPS AT 3 1/2" FOR 17 1/2" OFF COLUMN.
4.
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
EQ
6
THIS SSR'S WEST SIDE TO CONTAIN SHORTER RAILS.
3.
ur )
u c t al
EQ
1/2"
5
2.
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
r
(S t
EQ
1/2"
4
THIS SSR HAS ONLY (1) SSR RAIL TO THE SOUTH.
r
EQ
1/2"
3
3-4
2.3
2-3
2
1-2
1
1.
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
1 3/8"
1317
A
EQ
FORS job #
0"
0"
0"
5/8"
0"
3/8"
0"
1/4"
1"
0"
0"
0"
1 1/8"
260
S5.3
259
S5.3
A-B
1449
EQ
date
0"
7/8"
SSR1
1/2"
SSR2
5/8"
SSR1
1 1/4"
SSR2
0"
SSR1
1 3/8"
SSR2
SSR4
04.06.15
B
revisions
LEGEND - 6TH FLOOR CAMBER:
EQ
0"
X
7/8"
3/4"
1"
1 1/2"
1"
1 1/8"
1 1/4"
1 1/2"
1 1/4"
1 7/8"
1 1/8"
7/8"
1"
1 7/8"
"X" INDICATES SLAB CAMBER TO BE MEASURED FROM TOP OF SLAB.
WHERE CAMBER IS NOT INDICATED, SLAB SHALL BE SET LEVEL.
PROVIDE GRADUAL TRANSITIONS BETWEEN POINTS OF CAMBER.
7/8"
TOPS OF COLUMNS SHALL BE USED AS A 0" POINT, UNLESS NOTED OTHERWISE.
259
S5.3
1"
SSR2
0"
SSR1
OPEN
C
3/4"
SSR3
2
1 1/4"
0"
1 3/8"
SSR6
ELEV
EQ
ELEV
0"
1/8"
3/8"
1"
3/8"
3/4"
1"
ELEV
0"
1/2"
0"
0"
0"
1 1/4"
0"
0"
EQ
AC TUCSON
C-D
1/4"
0"
1 1/4"
D
EQ
15' - 8"
0"
3/8"
7/8"
3/8"
7/8"
1/2"
0"
0"
1 1/4"
0"
0"
D-E
EQ
259
S5.3
SSR5
SSR5
0"
SSR1
1 3/8"
SSR2
E
EQ
3
EQ
NOTE: 10 " COURTYARD AREA TO BE CAMBERED
FOR SLOPE TO DRAINS. VALUES TO BE ISSUED
AT A LATER DATE.
EQ
7/8"
1 3/8"
1 1/8"
3/4"
1"
0"
7/8"
1"
3/4"
1 1/8"
2"
SSR2
1 1/4"
0"
1 1/8"
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
0"
A Marriott Brand Hotel
EQ
B-C
1 1/8"
EQ
E-F
1"
SSR7
6TH LEVEL FLOOR CAMBER, SLOPE,
STIRRUP, AND SSR PLAN
E.9
F
SSR1
1
EQ
3/4"
0"
OPEN
7/8"
0"
0"
F-G
EQ
OPEN
1 1/8"
0"
SSR2
1"
1 3/8"
4
5
G
6
1"
1 1/4"
2 1/4"
EQ
1-2.3
EQ
7/8"
3/8"
1/2"
1 3/4"
3/8"
1/4"
1/2"
2"
3/4"
0"
2"
6' - 9 1/2"
1-3
5/8"
6TH LEVEL FLOOR CAMBER, SLOPE, STIRRUP, AND SSR PLAN
5/18/2017 11:21:07 PM
SCALE: 1/8" = 1'-0"
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.5B
6TH LEVEL KEYNOTES:
1
2
2.3
2.5
3
4
5
6
7
13' - 0"
14' - 6"
27' - 6"
27' - 6"
30' - 0"
MATCH SHEATHING LENGTH OF WALL ABOVE.
2.
ONLY 9'-3" OF THIS WALL TO BE SHEATHED PER SHEAR WALL
SCHEDULE.
3.
ONLY 13'-0" OF THIS WALL TO BE SHEATHED PER SHEAR WALL
SCHEDULE.
4.
ONLY 12'-0" OF THIS WALL TO BE SHEATHED PER SHEAR WALL
SCHEDULE.
5.
ONLY 23'-6" OF THIS WALL TO BE SHEATHED PER SHEAR WALL
SCHEDULE.
6.
SHEAR WALLS THAT SHARE THE SAME CORNER HOLDDOWN SHALL
FOLLOW DETAIL---.
7.
BLOCK AROUND OPENING IN SHEAR WALL NOT TO EXCEED 26" X 26".
8
180' - 0"
15' - 0"
25' - 0"
ASSOCIATES LTD
ARCHITECTS AIA
1.
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
27' - 6"
6TH LEVEL NOTES:
T
F
O
SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
2.
COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
3.
SHEAR WALL SHEATHING EXTENDS UNTIL AN ADJOINING WALL OR
OPENING AS SHOWN UNLESS A SPECIFIC LENGTH IS CALLED OUT.
4.
SHEAR WALL SHEATHING CAN BE INSTALLED ON EITHER SIDE OF THE
WALL, AS DESIRED.
SWC1
SWC3
SWC1
BW7
SWC3
SWC9
SWC2
SWC1
A
SW1
BW1
SW2
BW1
SW1
BW1
5
SW2
BW1
SW1
BW1
5
SW1
BW1
BW1
BW1
SW2
BW1
243
Swaim job #
1317
BW8
FORS job #
1449
SWC1
SWC1
SWC9
SWC2
SWC1
date
SWC3
SWC3
BW3
H1,SWC2
SW2
H4
SUBMITTED FOR REFERENCE ONLY
H2,SWC2
H2,SWC2
H2,SWC2
BW1
SW1
BW1
SW1
BW3
SW1
SWC2
BW7
H2,SWC2
SW3
H2,SWC2
BW3
SWC9
H2,SWC2
256
H2,SWC2
H3,SWC2
C2
BW1
SW2
7
-RAISED SLAB AROUND POOLTILE ON RAISED SUPPORTS
SEE ARCH DRAWINGS
SWC2
BW3
6
H1,SWC9
BW3
H3,SWC2
OPEN
SWC2
SWC2
H1,SWC9
SW1
UP
BW3 SW1
SW3
C2
243
SWC1
BW3
H2,SWC1
BW7
SW1
H3,SWC5
BW1
BW3
6
BW1
SWC1
BW3 SW3
H1,SWC9
BW1
OPEN
BW1
SW1
SWC9
SWC2
234
H3,SWC5
SW1
BW1
257
BW6
BW6
242
242
242
242
NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
SCHNEIDER
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
H1,SWC2
BW3
BW3
H4,SWC4
BW3
234
SW1
H2,SWC5
7
SWC2
BW1
BW3
BW7
C6
BW6
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
SW3
C7
1
SWC2
6
SW2
SW1
243
SWC2
BW1
257
5/18/2017 11:21:09 PM
SW2
C7
256
SWC2
BW6
BW3
BW1
HSS6X6X1/4
BW2
BW1
SW2
BW5
SWC2
UP
G
C11
BW1
3
SW3
BW7
H1,SWC1
SW3
C11
BW7
BW3
C6
234
BW3
SW1
C5
SW1
H1,SWC2
15' - 0"
SWC2
BW1
C11
SW1
SWC2
231
C11
SWC2
BW1
267
235
H3,SWC2
SW1
SW1
SW1
SWC2
C1
C1
BW1
264
BW1
SW1 BW3
SWC2
BW1
ELEV
235
H2,SWC5
SWC2
F
ELEV
C1
C6
BW7
231
SWC2
SW2
243
SW1
BW4
BW3
SW1
H1,SWC2
BW1
BW3
SWC2
BW1
235
4
BW3
SWC2
BW4
H3,SWC2
SWC9
SWC2
SW2
C6
H1,SWC1
H1,SWC2
SWC9
SWC2
BW4
SIM
294
BW3
BW3
SW1
BW3
SW2
H3,SWC2
SIM
C1
294
C3
BW3
H1,SWC2
H1,SWC2
SWC9
BW1
SW1
264
C1
205
C1
C6
SW2
SWC9
28' - 0"
SW2
C1
267
C3
BW1
BW3
H3,SWC2
267
BW7
SW1
C3
E
H2
BW3
C1
BW1
BW3
H1,SWC1
BW3
C4
C6
BW7
BW3
16' - 3"
BW7
118' - 6"
234
C6
SIM
BW3
SW1
BW3
SW2
H1,SWC1
H1,SWC9
BW3 SW2
BW3 SW2
BW3
234
C2
C3
revisions
SWC1
H1,SWC2
BW3
H2,SWC1
267
SWC2
SWC2
BW1
H1,SWC9
H2,SWC1
SW2
C1
ELEV
205
SW2
SWC2
SWC8
16' - 3"
243
C1
SW1
OPEN
H1,SWC2
C
D
SW2
SW3
BW3
BW1
BW3
C2
H2
SWC3
H1,SWC2
BW3
294
BW2
SWC2
BW3
SWC8
SWC3
H1,SWC2
SW2
04.06.15
SWC1
H1,SWC1
H1,SWC1
H1,SWC1
2
C2
BW3
BW3
H1,SWC2
H1,SWC1
BW3 SW3
H2,SWC3
H1,SWC2
BW3
SW2
SWC4
H1,SWC2
SW2
BW3
SWC2
H1,SWC2
BW3
BW3
SW2
SWC2
SW1
BW3
SWC2
SWC9
BW1
H1,SWC2
H1,SWC2
BW3
SW2
SW1
SWC9
BW3
H1,SWC2
H2,SWC3
SWC3
BW1 SW1
BW3
SW1
BW1
BW3
SWC5
33' - 0"
SWC9
SWC3
SWC3
SWC4
B
AC TUCSON
SWC2
SWC1
A.8
T R U C T
A Marriott Brand Hotel
SW1
BW1
SW2
BW1
SW2
BW1
SW1
BW1
SW3
BW1
243
234
BW8
10' - 0"
234
S
6TH LEVEL WALL FRAMING PLAN
SWC2
SWC3
SWC1
SWC4
N
SWC2
300
BW7
O N
1.
I
242
242
PRELIMINARY
C O
242
R
N
O
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.5C
ASSOCIATES LTD
ARCHITECTS AIA
7TH FLOOR KEYNOTES:
2.5
3
4
5
6
7
8
180' - 0"
15' - 0"
13' - 0"
14' - 6"
27' - 6"
27' - 6"
30' - 0"
25' - 0"
#3 REINFORCEMENT PER DETAIL 226 TYPICAL AT WALLS.
3.
LOCATE BEAM DIRECTLY UNDER BEARING WALL ABOVE.
COORDINATE WALL LOCATION WITH ARCHITECTURAL
DRAWINGS.
27' - 6"
CONSTRUCTION NOTE:
CLEAR SPANS LONGER THAN 12'-1" REQUIRE SHORING
DURING CONCRETE PLACEMENT FOR ONE SPAN
CONDITIONS. CLEAR SPANS LONGER THAN 13'-8"
REQUIRE SHORING DURING CONCRETE PLACEMENT FOR
DOUBLE SPAN CONDITIONS.
287
1
N
10' - 0"
284
288
DECK SPAN
DECK SPAN
SHADING INDICATES AREA OF DECKING SPANNING NORTH-SOUTH AS
INDICATED. AT ALL OTHER NON-SHADED AREAS DECKING SPANS
EAST-WEST.
O
S
T R U C T
1317
FORS job #
1449
2
2
A.8
F
Swaim job #
STEEL DECK NOTE:
A
T
PRELIMINARY
C O
1
O
R
287
287
2.
O N
2.3
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
I
2
PLW3 19 GAGE COMPOSITE DECK BY VERCO DECK WITH A
TOTAL DEPTH OF 6 1/4". THE TOPPING CONCRETE IS TO BE
110 PCF LIGHTWEIGHT CONCRETE REINFORCED WITH 4 LBS.
PER CUBIC YARD OF MACROFIBER.
N
1
1.
date
288
W8X10
30
3
TYP.
287
286
2
W18X35
46
W18X35
46
3
284
3
DECK
SPAN
DECK
SPAN
284
28' - 0"
2
286
287
284
11
S7.0
287
5
S7.0
287
OPEN
OPEN
OPEN
DECK SPAN
DECK SPAN
DECK SPAN
DECK SPAN
15' - 0"
G
W8X10
3
287
OPEN
12
F
1
5/18/2017 11:21:12 PM
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
288
1
288
288
288
NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
7TH LEVEL FLOOR FRAMING PLAN
SCALE: 1/8" = 1'-0"
SCHNEIDER
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
2
296
AC TUCSON
MC8X8.5
C8X11.5
A Marriott Brand Hotel
2
286
HSS6X2X3/16
ELEV
C8X11.5
7TH LEVEL SLAB PLAN
E
286
295
287
3
284
30
C8X11.5
ELEV
W8X10
W10X22
W12X14
40
C8X11.5
DECK
SPAN
60
43
W12X14
HSS6X2X3/16 TYP.
16' - 3"
W10X12
2
W18X35
3
DECK SPAN
118' - 6"
296
W8X10
W18X35
W10X12
W8X10
MC8X8.5
W10X12
284
HSS8X6X3/16
ELEV
286
3
HSS8X6X3/16
C8X11.5
296
286
W10X12
16' - 3"
286
C8X11.5
286
OPEN
MC8X8.5
DECK SPAN
296
C
DECK SPAN
SUBMITTED FOR REFERENCE ONLY
DECK SPAN
286
2
OPEN
W8X10
DECK SPAN
W8X10
OPEN
MC8X8.5
33' - 0"
286
W8X10
DECK SPAN
DECK
SPAN
revisions
DECK SPAN
MC8X8.5
D
04.06.15
286
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.6
ASSOCIATES LTD
ARCHITECTS AIA
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
7TH LEVEL KEYNOTES:
1
2
2.3
2.5
3
4
5
6
7
13' - 0"
14' - 6"
27' - 6"
27' - 6"
30' - 0"
ONLY 13'-0" OF THIS WALL TO BE SHEATHED PER SHEAR WALL
SCHEDULE.
2.
ONLY 23'-6" OF THIS WALL TO BE SHEATHED PER SHEAR WALL
SCHEDULE.
3.
#3 REINFORCEMENT PER DETAIL 226 TYPICAL AT WALLS.
4.
SHEAR WALLS THAT SHARE THE SAME CORNER HOLDDOWN
SHALL FOLLOW DETAIL---.
5.
BLOCK AROUND OPENING IN SHEAR WALL NOT TO EXCEED 26"
X 26".
8
180' - 0"
15' - 0"
1.
25' - 0"
27' - 6"
287
O
T
F
O
R
N
7TH LEVEL NOTES:
287
287
SWC9
SWC1
SWC9
SWC1
SWC8
SWC9
SWC9
SWC8
SWC8
SWC2
SWC8
288
BW8
FORS job #
1449
SWC9
SWC9
SWC8
date
SWC7
SW1
BW3 SW1
BW1
SWC7
SWC7
SW1
BW3 SW1
SWC7
SW2
284
BW3
SWC7
BW7
BW7
BW1
SW1
BW1
SW1
287
SWC8
SWC8
BW3
H3,SWC2
287
SW1
BW3
H2,SWC3
BW1
UP
SW1
SWC7
UP
H1,SWC9
SW1
BW3
BW3
H2,SWC3
287
SWC8
BW1
286
SWC9
H3,SWC4
SW2
284
SWC8
SWC8
SWC9
4
BW1
SWC9
BW7
SW1
SWC7
BW3
BW7
BW3
BW1
SW1
H3,SWC4
SW1
BW1
BW3
SWC9
SWC8
SWC8
SWC8
SWC9
H1,SWC1
BW1
5
SW1
H3,SWC1
SWC9
5
4
284
BW3
284
SW1
BW3
BW1
BW1
BW3
BW3
SW1
BW6
BW6
BW6
BW6
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
288
288
288
288
NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
7TH LEVEL WALL FRAMING PLAN
SCALE:
1/8" = 1'-0"
SCHNEIDER
AC TUCSON
SUBMITTED FOR REFERENCE ONLY
287
1
A Marriott Brand Hotel
SWC7
SWC8
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
BW3
SW1
SWC8
BW7
BW4
SWC9
BW1
SWC8
BW3
H3,SWC2
BW4
284
SWC9
SW1
SWC8
SW1
BW1
286
SWC7
SWC8
F
SW1
SWC8
283
287
SWC8
BW1
SWC7
BW1
BW1
SW1
BW1
BW1
SW1
SWC9
C2
BW1
15' - 0"
H2
BW4
SWC7
28' - 0"
BW1
C8
SW1
283
SWC8
SW1
BW1
ELEV
SWC8
C1
286
SWC8
C8
287
295
BW4
BW3
BW1
C8
C8
C2
C2
BW7
SW1
H2,SWC9
291
293
295
BW3
SWC8
SW1
OPEN
SW1
SW1
SWC9
SWC8
SWC9
C2
SWC1
BW1
293
BW3
BW3
C2
BW3
SWC7
SWC1
SWC7
SW1
H2,SWC9
ELEV
SWC7
SWC8
BW3
BW3
SW1
BW3
SWC7
H1
C8
SW1
revisions
BW3
SWC7
C8
SW1
E
SWC1
SWC1
BW3
BW2
BW3
SW1
C8
BW3
BW7
SWC7
SW1
SWC7
H1
ELEV
BW4
SWC7
118' - 6"
BW3
SWC7
C2
294
286
16' - 3"
SWC7
286
C8
BW1
BW1
BW3
SWC7
C8
291
284
SWC7
SW1
SWC8
SW1
BW3
SWC7
H2
SWC9
SWC9
C8
SW1
SW1
SWC8
16' - 3"
SWC7
BW1
C2
H1
SWC7
BW3
C
SWC7
BW3
BW2
SWC9
SW2
C2
BW3 SW1
SWC8
SWC7
BW3
OPEN
SWC9
H1,SWC2
286
H3,SWC2
BW3
SWC7
BW3
SW1
SW1
SW1
BW1
SWC7
BW3
BW3
SW1
286
SWC7
BW3
SW1
HSS6X6X1/4
H1,SWC2
SWC7
SW1
SWC2
SWC7
04.06.15
BW3
BW3
SW1
SWC9
286
SWC7
BW3
BW3
SW1
H2,SWC3
33' - 0"
SWC7
BW3
BW3
SW1
H1,SWC3
BW3
BW3
SW1
SWC2
SWC9
SWC7
BW3
BW4
288
SWC2
SWC3
B
7TH LEVEL WALL FRAMING PLAN
SWC9
SWC8
SWC8
SWC8
A.8
5/18/2017 11:21:14 PM
O N
1317
SW1
BW1
SW3
BW1
284
SW1
BW1
SW3
BW1
BW1
SW1
SW2
BW1
BW1
BW1
SW2
BW1
SW1
BW1
SW2
BW1
SW1
BW1
SW1
BW1
SW2
284
2
BW8
BW1
10' - 0"
2
G
T R U C T
Swaim job #
A
D
S
I
1. SHEARWALLS SHEATHING EXTENDS UNTIL AN ADJOINING
WALL OR OPENING AS SHOWN UNLESS A SPECIFIC LENGTH IS
CALLED OUT.
BW7
N
BW7
C O
SWC3
PRELIMINARY
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.6A
ASSOCIATES LTD
ARCHITECTS AIA
8TH FLOOR KEYNOTES:
1. PLW3 19 GAGE COMPOSITE DECK BY VERCO DECK WITH ATOTAL
DEPTH OF 6 1/4". THE TOPPING CONCRETE IS TO BE110 PCF
LIGHTWEIGHT CONCRETE REINFORCED WITH 4 LBS. PER CUBIC YARD
OF MACROFIBER.
2.
1
2
2.3
2.5
3
4
5
6
7
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
#3 REINFORCEMENT PER DETAIL 226 TYPICAL AT WALLS.
8
180' - 0"
27' - 6"
27' - 6"
30' - 0"
25' - 0"
27' - 6"
CONSTRUCTION NOTE:
CLEAR SPANS LONGER THAN 12'-1" REQUIRE SHORING
DURING CONCRETE PLACEMENT FOR ONE SPAN
CONDITIONS. CLEAR SPANS LONGER THAN 13'-8"
REQUIRE SHORING DURING CONCRETE PLACEMENT FOR
DOUBLE SPAN CONDITIONS.
287
287
287
T
F
O
PRELIMINARY
C O
1
O
R
1
O N
14' - 6"
N
S
I
13' - 0"
N
15' - 0"
T R U C T
A
Swaim job #
10' - 0"
284
1317
288
DECK SPAN
DECK SPAN
FORS job #
STEEL DECK NOTE:
2
2
A.8
SHADING INDICATES AREA OF DECKING SPANNING NORTH-SOUTH AS
INDICATED. AT ALL OTHER NON-SHADED AREAS DECKING SPANS
EAST-WEST.
1449
date
04.06.15
288
DECK
SPAN
revisions
ELEV
C8X11.5
C8X11.5
C8
MC8X8.5
W12X14
296
286
10
16' - 3"
295
287
295
W12X14
DECK SPAN
118' - 6"
W12X14
2
2
C8
296
C8
DECK SPAN
C8
C8
287
286
2
284
284
E
2
286
DECK
SPAN
284
DECK
SPAN
28' - 0"
2
286
284
287
5
S7.0
287
11
S7.0
287
F
287
G
OPEN
OPEN
DECK SPAN
OPEN
DECK SPAN
DECK SPAN
DECK SPAN
15' - 0"
OPEN
1
288
1
5/18/2017 11:21:17 PM
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
288
288
288
NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
8TH LEVEL FLOOR FRAMING PLAN
SCALE:
1/8" = 1'-0"
SCHNEIDER
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
C8
C8X11.5
ELEV
AC TUCSON
286
284
286
C8X11.5
A Marriott Brand Hotel
DECK SPAN
C8
C8
296
8TH LEVEL SLAB PLAN
ELEV
OPEN
SUBMITTED FOR REFERENCE ONLY
C8X11.5
286
16' - 3"
DECK SPAN
OPEN
MC8X8.5
286
2
C8
MC8X8.5
DECK SPAN
MC8X8.5
C8
C8X11.5
296
C
D
W8X10
DECK SPAN
W8X10
OPEN
W8X10
DECK SPAN
W8X10
286
MC8X8.5
33' - 0"
286
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.7
ASSOCIATES LTD
ARCHITECTS AIA
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
8TH LEVEL KEYNOTES:
2
2.3
2.5
3
4
5
6
7
8
SHEAR WALLS THAT SHARE THE SAME CORNER HOLDDOWN
SHALL FOLLOW DETAIL---.
2.
BLOCK AROUND OPENING IN SHEAR WALL NOT TO EXCEED
26" X 26".
8TH LEVEL NOTES:
O
T
F
O
14' - 6"
27' - 6"
27' - 6"
30' - 0"
25' - 0"
27' - 6"
N
13' - 0"
O N
S
2. SHEAR WALL SHEATHING CAN BE INSTALLED ON EITHER
SIDE OF THE WALL, AS DESIRED.
287
I
180' - 0"
15' - 0"
PRELIMINARY
C O
1. SHEARWALLS SHEATHING EXTENDS UNTIL AN ADJOINING
WALL OR OPENING AS SHOWN UNLESS A SPECIFIC LENGTH IS
CALLED OUT.
R
N
1
1.
T R U C T
Swaim job #
287
H2,SWC9
H2,SWC8
BW7
H1,SWC8
H1,SWC7
BW7
H2,SWC9
H2,SWC1
1317
FORS job #
1449
A
SW1
BW1
SW1
BW1
SW1
BW1
SW1
BW1
BW1
SW1
BW1
BW8
revisions
H2,SWC9
H2,SWC8
H1,SWC8
H1,SWC7
H2,SWC9
H2,SWC1
A.8
04.06.15
288
BW8
SW2
10' - 0"
date
284
B
288
SWC7
SWC7
SWC7
SWC7
BW3
C8
SW1
1
BW3
H2,SWC8
C8
H3
293
1
286
287
BW7
287
295
BW3
286
BW3
295
C2
H1,SWC8
BW3
H1,SWC7
SW1
SW1
H3,SWC2
UP
2
BW7
H1,SWC6
BW3
H3,SWC2
BW3
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
2
SW1
H1,SWC6
SW1
H3,SWC1
G
BW7
SW1
SWC7
BW3
15' - 0"
1
H1,SWC7
287
UP
287
BW3
H1,SWC7
H2,SWC9
SW1
BW3 SW1
H2,SWC9
287
H3,SWC2
BW3
286
H1,SWC7
H2,SWC8
BW3
SWC7
BW3
SW1
F
H2,SWC8
BW1
H2,SWC8
BW1
SW1
BW7
BW3
28' - 0"
H2,SWC8
SW1
287
284
BW3
286
BW3
BW3
SW1
BW1
BW3
H1,SWC8
BW3
H1,SWC8
BW1
5/18/2017 11:21:18 PM
H1,SWC8
SW1
E
BW6
BW6
BW6
BW6
288
288
288
288
NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
8TH LEVEL WALL FRAMING PLAN
SCALE: 1/8" = 1'-0"
SCHNEIDER
AC TUCSON
BW1
A Marriott Brand Hotel
SW1
SW1
BW1
C8
C8
8TH LEVEL WALL FRAMING PLAN
BW2
SW1
C8
H3
SW1
BW1
BW7
291
H3
H1,SWC8
H1
284
16' - 3"
H1,SWC7
293
C8
BW3
118' - 6"
SW1
D
BW1
H1,SWC7
H3
SW1
BW3
BW1
BW3
OPEN
C2
C8
BW3
H2,SWC8
SW1
294
H2,SWC8
16' - 3"
H1,SWC8
BW3
H2,SWC8
C8
291
H1,SWC8
H1,SWC7
SW1
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
BW3
BW3
C8
C8
BW3
C
BW3
SW1
SUBMITTED FOR REFERENCE ONLY
BW2
H1
SW1
BW3
H1,SWC7
BW3
C2
C2
H1
BW3
H2,SWC8
H2,SWC8
BW3
OPEN
BW3
BW3
BW3
286
286
H1,SWC9
BW3
BW3
BW1
BW3
BW3
BW3
BW3
BW3
286
SW1
BW3
H3,SWC2
286
H1.SWC9
SW2
BW3
SW1 BW3
H1,SWC8
H2,SWC1
BW3
SW1
33' - 0"
H2,SWC1
BW3
H3,SWC2
BW3
BW3
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.7A
ASSOCIATES LTD
ARCHITECTS AIA
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
ROOF FRAMING KEYNOTES
2
2.3
2.5
3
4
5
6
7
13' - 0"
14' - 6"
27' - 6"
27' - 6"
30' - 0"
2.
TRUSS DIRECTLY OVER WALL. DESIGN TRUSS FOR __ LBS. AXIAL.
3.
ROOF CURB FOR FUTURE CONDENSORS PER MECHANICAL.
4.
SHEAR WALLS THAT SHARE THE SAME CORNER HOLDDOWN SHALL
FOLLOW APPLICABLE DETAIL.
5.
CONTINUE SHEARWALL SHEATHING WHERE PRESENT BELOW UP TO
THE HIGH ROOF LEVEL.
6.
MECHANICAL OPENING. COORDINATE SIZE AND LOCATION WITH
ARCHITECTURAL DRAWINGS. SEE TYPICAL DETAIL FOR FRAMING
AT OPENINGS.
8
180' - 0"
15' - 0"
1 1/2", 22 GA., TYPE "B" STEEL ROOF DECK. ATTACHMENT PER G.S.N.
25' - 0"
27' - 6"
F
O
R
C O
O N
PRELIMINARY
MECHANICAL EQUIPMENT. WEIGHTS AND LOCATIONS SHOWN ARE
APPROXIMATE. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS
FOR ADDITIONAL INFORMATION. SEE TYPICAL DETAILS FOR FRAMING
BELOW UNIT AND AT OPENINGS.
8.
800S162-43 LIGHT GAGE STEEL JOISTS AT 24" O.C. TYP.
N
7.
1
305
305
1
T
N
O
S
I
1
1.
T R U C T
Swaim job #
9.
1317
- WOOD FLOOR NOTE -
FORS job #
A
2
2
2
307
311
311
A.8
7
UNIT WT.
80 LBS
7
UNIT WT.
80 LBS
6
301
6
301
UNIT WT.
80 LBS
UNIT WT.
3500 LBS
7
7
UNIT WT.
3500 LBS
6
7
310
UNIT WT.
350 LBS
2
UNIT WT.
80 LBS
UNIT WT.
80 LBS
307
UNIT WT.
80 LBS
3
310
2
307
7
1
314
H1,SWC7
H3,SWC9
SW1
4
SW2
15' - 0"
OPEN
304
8
UNIT WT.
80 LBS
4
H1,SWC7
6
SW1
H3,SWC9
UNIT WT.
650 LBS
314
6
7
UNIT WT.
650 LBS
7
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
L1
L1
6
UNIT WT.
80 LBS
G
310
UNIT WT.
80 LBS
6
F
2
W8X10
W8X10
1
304
304
304
1
304
NOTES:
1. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONED LOCATION
OF WALLS, COLUMNS AND CONCRETE SLAB EDGES.
2. COORDINATE SIZE AND LOCATION OF OPENINGS IN CONCRETE
SLAB WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.
ROOF FRAMING PLAN
SCALE: 1/8" = 1'-0"
SCHNEIDER
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
UNIT WT.
80 LBS
306
3
6
5/18/2017 11:21:21 PM
6
AC TUCSON
7
4
9
305
W8X10
313
C8
SW1
7
28' - 0"
W8X10
ELEV
MC8X8.5
7
UNIT WT.
80 LBS
H2
W8X10
SW1
ELEV
C8 MC8X8.5 C8
7
310
C8
MC8X8.5
4
306
UNIT WT.
80 LBS
C8
MC8X8.5
A Marriott Brand Hotel
H1
C8
ROOF FRAMING PLAN
SW1
H1
revisions
UNIT WT.
2000 LBS
LIGHT GAGE STEEL TRUSSES AT 4'-0" MAXIMUM
MC8X8.5
HIGH
2
H2
W8X10 HIGH
ELEV
LOW
SW2
H3,SWC8
H3,SWC8
MC8X8.5
C8X11.5
313
2
W8X21
HIGH
W8X10
UNIT WT.
100 LBS
H2
SW1
6
310
MAXIMUM ROOF TRUSS SPACING IS 48" O.C.
SHADING INDICATES AREA OF DECKING SPANNING NORTH-SOUTH AS
INDICATED. AT ALL OTHER NON-SHADED AREAS DECKING SPANS
EAST-WEST.
LOW
H2,SWC7
SW1
UNIT WT.
80 LBS
H1
MC8X8.5
OPEN
MC8X8.5
SW1
2
9
H2,SWC8
LIGHT GAGE STEEL TRUSSES AT 4'-0" MAXIMUM
118' - 6"
16' - 3"
E
UNIT WT.
80 LBS
MC8X8.5
H1
9
H2,SWC7
6
LOW
C
2
3.
date
04.06.15
STEEL DECK NOTE:
W8X10
LOW
7
UNIT WT.
80 LBS
W8X21
HIGH
UNIT WT.
850 LBS
6
W8X10
UNIT WT.
100 LBS
H2,SWC8
310
"B LOW" INDICATES A BEAM TOP JUST BELOW THE TRUSS
BOTTOM CHORD.
7
301
6
UNIT WT.
80 LBS
7
UNIT WT.
3500 LBS
6
HIGH
LOW
W8X10
W8X10
33' - 0"
UNIT WT.
80 LBS
UNIT WT.
4000 LBS
6
W8X10
UNIT WT.
850 LBS
16' - 3"
UNIT WT.
80 LBS
LOW
301
UNIT WT.
80 LBS
6
7
"B HIGH" INDICATES A BEAM TOP JUST BELOW THE ROOF DECK.
2.
SW1
UNIT WT.
4500 LBS
6
D
7
UNIT WT.
80 LBS
MC8X8.5
UNIT WT.
3500 LBS
1.
LIGHT GAGE STEEL TRUSSES AT 4'-0" MAXIMUM
7
UNIT WT.
80 LBS
H2
7
B
1449
ROOF FRAMING NOTES
SUBMITTED FOR REFERENCE ONLY
10' - 0"
2
2
2
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.8
ASSOCIATES LTD
ARCHITECTS AIA
HIGH ROOF FRAMING KEYNOTES
1
2
2.3
2.5
3
4
5
6
7
1.
1 1/2", 22 GA., TYPE "B" STEEL ROOF DECK. ATTACHMENT PER G.S.N.
2.
800S162-43 LIGHT GAGE STEEL JOISTS AT 24" O.C. TYP.
3.
ELEVATOR HOIST BEAM. COORDINATE LOCATION WITH
ARCHITECTURAL AND ELEVATOR MANUFACTURERS DRAWINGS.
4.
ROOF OPENING. COORDINATE SIZE AND LOCATION WITH ARCHITECTURAL
DRAWINGS.
8
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
HIGH ROOF FRAMING NOTES
1.
T
F
O
R
N
O
N
A
S
I
C O
O N
PRELIMINARY
T R U C T
Swaim job #
A.8
1317
FORS job #
B
1449
date
04.06.15
revisions
316
1
2
315
316
3
1
3
2
309
315
2
3
D
E
314
F
L1
304
4
2
L1
L1
1
L1
5/18/2017 11:21:22 PM
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
G
304
314
HIGH ROOF PLAN
SCALE: 1/8" = 1'-0"
SCHNEIDER
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
W8X15
315
316
315
W8X10
SUBMITTED FOR REFERENCE ONLY
1
W8X15
317
AC TUCSON
W8X10
W8X10
A Marriott Brand Hotel
315
W8X15
HIGH ROOF FRAMING PLAN
316
W8X10
W8X15
W8X15
W8X10
2
W8X10
316
318
318
W10X15
C
309
1
W8X15
316
W8X15
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.9
ASSOCIATES LTD
ARCHITECTS AIA
1
2
2.5
3
4
5
6
7
8
1
2
2.5
3
4
5
6
7
8
ee
O.
r
(S t
IFI C A TE N
r
ES
I
AR
E
ur )
u c t al
D
ona l E n g in
27349
RONALD H.
SCHNEIDER
T
C
ER T
C
DA
C
e s si
f
ro
. 5.
B
. /.
1
B
dP
A
A.8
Reg i st ere
A
A.8
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
D
1317
LEGEND:
E
E
FORS job #
SUPERIMPOSED DEAD LOAD= 5.0 PSF,
LIVE LOAD= 40 PSF UNREDUCIBLE
SUPERIMPOSED DEAD LOAD= 15.0 PSF,
LIVE LOAD = 40 PSF REDUCIBLE
SUPERIMPOSED DEAD LOAD= 105.0 PSF
1449
date
04.06.15
revisions
F
F
G
G
SUPERIMPOSED DEAD LOAD= 200.0 PSF
SUPERIMPOSED DEAD LOAD= 100.0 PSF
SCALE: 1/16" = 1'-0"
1
2
2.5
3
4
A
5
6
7
8
1
2
2.5
3
4
5
6
7
8
A
5/18/2017 11:21:27 PM
B
C
C
D
D
E
E
F
F
G
G
5TH FLOOR LOAD MAP
3RD FLOOR LOAD MAP
SCALE: 1/16" = 1'-0"
SCALE: 1/16" = 1'-0"
FLOOR LOAD MAPS
A.8
B
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
2ND FLOOR LOAD MAP
SCALE: 1/16" = 1'-0"
A Marriott Brand Hotel
4TH FLOOR LOAD MAP
AC TUCSON
SUPERIMPOSED DEAD LOAD= 130.0 PSF
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.10
ASSOCIATES LTD
ARCHITECTS AIA
1
2
2.5
3
4
5
6
7
8
1
2
2.3 2.5
3
4
5
6
7
8
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
A
A
A.8
B
B
T
F
O
R
N
O
N
C
C
D
D
S
I
C O
O N
PRELIMINARY
T R U C T
Swaim job #
LEGEND:
1317
SUPERIMPOSED DEAD LOAD= 15.0 PSF
E
FORS job #
SUPERIMPOSED DEAD LOAD= 40.0 PSF,
LIVE LOAD= 160 PSF UNREDUCIBLE
E
1449
date
SUPERIMPOSED DEAD LOAD= 450.0 PSF
04.06.15
SUPERIMPOSED DEAD LOAD= 15.0 PSF,
LIVE LOAD= 40 REDUCIBLE
revisions
SUPERIMPOSED DEAD LOAD= 15.0 PSF,
LIVE LOAD= 100.0 PSF REDUCIBLE
F
F
G
SUPERIMPOSED DEAD LOAD= 9.0 PSF,
LIVE LOAD= 40.0 PSF REDUCIBLE
SUPERIMPOSED DEAD LOAD= 16.0 PSF,
LIVE LOAD= 20.0 PSF ROOF
G
SUPERIMPOSED DEAD LOAD= 16.0 PSF,
LIVE LOAD= 40.0 PSF REDUCIBLE
2.5
3
2
2.3 2.5
3
4
5
6
7
8
A
1
2
4
5
6
7
8
A
A.8
B
B
36
81
66
85
66
85
121
C
C
81
D
E
D
E
66
5/18/2017 11:21:31 PM
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
66
81
F
F
G
166
166
G
ROOF LOAD MAP
7TH FLOOR LOAD MAP
SCALE: 1/16" = 1'-0"
SCALE:
1/16" = 1'-0"
SCHNEIDER
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
1/16" = 1'-0"
AC TUCSON
SCALE:
A Marriott Brand Hotel
6TH FLOOR LOAD MAP
SCALE: 1/16" = 1'-0"
FLOOR LOAD MAPS
1
8TH FLOOR LOAD MAP
SUBMITTED FOR REFERENCE ONLY
SUPERIMPOSED DEAD LOAD= VARIES,
NUMBER INDICATES LOAD IN PSF FOR
SHADED AREA. SEE REGULAR PLANS
FOR EQUIPMENT WEIGHTS.
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S2.11
ASSOCIATES LTD
ARCHITECTS AIA
ENTRANCE CANOPY KEYNOTES:
7
25' - 0"
27' - 6"
4' - 0"
W8X13
W8X13
W8X13
W8X13
C10
W8X13
W8X13
245
W8X13
1' - 6"
W8X13
W8X13
W8X13
W8X13
W8X13
W6X9
HSS12X4X1/4
271
SIM
SIM
SOUTH CANOPY PLAN
CB7
SIM
2
1/4" = 1'-0"
HSS12X6X1/4
SCALE:
ENTRANCE CANOPY PLAN
SCALE:
. 5.
1/4" = 1'-0"
8
PER ARCH.
4' - 0"
SIM
LEVEL 2.5
117' - 3"
2ND LEVEL SLAB
PLAN
113' - 6"
5/18/2017 11:21:34 PM
2
1
ENTRANCE CANOPY ELEVATION
SCALE: NOT TO SCALE
ENTRANCE CANOPY PLANS
263
PER ARCH.
3RD LEVEL SLAB
PLAN
122' - 0"
AR
CH
.
PER ARCH.
PE
R
PER ARCH.
3' - 9 3/4"
4' - 0"
4' - 0"
7
4' - 0"
245
6
. /.
1
W8X13
W6X9
W8X13
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
W8X13
W6X9
245
HSS12X4X1/4
C10
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
271
dP
1' - 11"
(4) W6X9
278
HSS12X6X1/4
HSS6X3X3/8
HSS6X3X3/8
4' - 0"
A Marriott Brand Hotel
W8X13
HSS3X3X3/8
HIGH
HIGH
HSS6X3X3/8
4' - 0"
AC TUCSON
W8X13
C10
HSS12X4X1/4
HSS6X3X3/8
4' - 0"
HSS3X3X3/16
4' - 0"
revisions
7'-0" MAX. PER ARCH.
W8X13
HSS12X4X1/4
HSS6X3X3/8
HSS3X3X3/16
4' - 0"
HIGH
HSS6X3X3/8
04.06.15
5
HSS12X4X1/4
2
271
Reg i st ere
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS3X3X3/16
4' - 0"
W8X13
HSS12X4X1/4
HSS12X4X1/4
4' - 0"
HSS12X4X1/4
1
281
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS12X4X1/4
1' - 10"
W8X13
HSS12X4X1/4
1
.
7
1
9/ 3 0/
PER ARCH.
HSS12X4X1/4
274
HSS12X4X1/4
HSS12X4X1/4
1
263
271
1
.A
A , U. S
date
SOUTH
CANOPY
ELEVATION
4
HIGH
HSS12X6X1/4
4' - 1"
3' - 11"
4' - 0"
ENTRANCE
CANOPY
ELEVATION
1
HSS12X4X1/4
271
HSS3X3X3/8
HIGH
278
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS12X4X1/4
HSS12X4X1/4
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS12X4X1/4
HIGH
HSS12X4X1/4
B
4' - 0"
HSS6X3X3/8
HSS12X6X1/4 HSS12X6X1/4
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS12X4X1/4
HSS12X4X1/4
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS6X3X3/8
HSS12X4X1/4 HSS12X4X1/4
HSS12X4X1/4
8' - 0"
3' - 10 3/4"
4' - 1 1/4"
4' - 0"
1
263
271
ur )
u c t al
263
HSS12X4X1/4
1
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
HSS12X4X1/4
1
1
E
1449
263
274
ES
I
AR
FORS job #
4
269
274
274
ee
O.
27349
RONALD H.
SCHNEIDER
1317
HSS12X4X1/4
HSS12X4X1/4
IFI C A TE N
r
(S t
279
ona l E n g in
r
279
SIM
ER T
C
Swaim job #
263
226
S5.2
1
3
HSS12X4X1/4
e s si
f
ro
T
HSS12X4X1/4
HSS12X4X1/4
DA
263
1
A.8
THIS VERTICAL ROW OF THE THREE TOP MEMBERS TO
HAVE A HIGH LOAD CONNECTION.
263
1
1
THIS LOCATION HAS A HIGH LOAD CONNECTION.
4.
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
TYP.
HSS12X4X1/4
1
THIS CONNECTION HAS ONLY ONE EMBEDMENT.
3.
3' - 9 3/4"
HSS12X4X1/4
A
2.
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
8'-0" MAX.
3' - 10 1/4"
TYP.
279
INDICATES A LOCATION OF CONNECTION TO CONCRETE
STRUCTURE.
W8X13
3' - 6"
263
1.
8
W8X13
6
SOUTH CANOPY ELEVATION
SCALE: NOT TO SCALE
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S3.0
(2)
(3)
(4)
(4)
1.
2.
SAW CUT JOINT
3.
(2)
PUMP MFR.
(1)
(5)
(3)
(3)
CLR
3"
(6)
112
114411-S3.0-113
SCALE: NOT TO SCALE
CONCRETE TURNDOWN AT RAMP EDGE
114411-S3.0-112
SCALE: NOT TO SCALE
(4)
(3)
TYP.
CONCRETE WALL AND FOOTING
114411-S3.0-105
SCALE: NOT TO SCALE
SCALE: NOT TO SCALE
232-005
101
CONTROL JOINTS IN CONCRETE SLAB ON GRADE
SCALE: NOT TO SCALE
201-001-TYP
12"
(1)
CL
1'-0"
4.
5.
6.
(1)
7.
NOTES:
1.
2.
3.
4.
5.
6.
(1)
(2)
(9)
(3)
1317
NOTES:
(1)
(2)
1.
2.
CONTINUOUS KEY - SEE
TYPICAL KEY IN CONCRETE DETAIL.
CONCRETE SLAB ON GRADE.
date
04.06.15
revisions
1'-0"
6"
6"
1'-0"
(1)
(2)
(3)
4"
(4)
(6)
(4)
3"
CLR
(5)
ELEVATOR GUIDE RAIL SUPPORT AT CONCRETE SLAB
SCALE: NOT TO SCALE
113
112504-S3.0-119
3"
(6)
CONCRETE WALL AND FOOTING
114411-S3.0-113
SCALE: NOT TO SCALE
INTERIOR CONCRETE WALL FOOTING AT OPENING
109
SCALE: NOT TO SCALE
224-001
105
1'-0"
6"
1'-0"
A
CONCRETE COLUMN FOOTING
114411-S3.0-105
SCALE: NOT TO SCALE
6"
102
RAMP AT CONCRETE SLAB ON GRADE
SCALE: NOT TO SCALE
201-010-TYP
NOTES:
(1)
3.
(5)
8"
6"
4.
5.
6.
7.
8.
9.
(6)
(7)
6.
7.
8.
(2)
1.
2.
(4)
(5)
(3)
3.
(1)
4.
5.
6.
7.
8.
(1)
(6)
(7)
(10)
2'-0"
(5)
(6)
(2)
(3)
(8)
(4)
ANGLE WITH ANCHOR BOLTS - PER
ELEVATOR MANUFACTURER'S DWGS.
CONCRETE WALL PER PLAN/WALL
SCHEDULE.
CONCRETE SLAB PER PLAN.
2 #5 BOTTOM.
CONCRETE SLAB.
CONTINUOUS KEY - SEE TYPICALKEY
IN CONCRETE DETAIL. ROUGHEN
SURFACE AT KEY TO 1/4" AMPLITUDE
WHILE CONCRETE IS PLASTIC
7. SEE PLAN FOR DEPTH.
8. DOWELS TO MATCH VERTICAL W ALL
REINFORCING.
9. 6" SBR DUMBBELL WATERSTOP.
10. WALL BEYOND.
11. LEAVE ROUGH SURFACE AT WALL.
NOTES:
2.
1.
3.
4.
5.
6.
2.
3.
4.
5.
(8)
(2)
(1)
(3)
(4)
(4)
(3)
(9)
(4)
(7)
(1) #4 CONTINUOUS TOP AND
BOTTOM.
CONCRETE SLAB ON GRADE.
TOOLED EDGE.
CONCRETE SLAB WHERE OCCURS.
FINISHED GRADE.
(2)
(11)
6 " MIN.
(6)
(1)
(7)
(5)
6 " MIN.
1.
ANGLE FACING - L3X3X3/16
CONTINUOUS WITH 1/2"
DIA. ANCHORS AT 24" O.C.
8" CONCRETE WALL WITH #4
AT 16" O.C. EACH WAY.
- ALTERNATE BENDS.
FINISHED GRADE OR CONCRETE
SLAB WHERE OCCURS.
CONCRETE FOOTING.
CONCRETE SLAB ON GRADE.
#4X24"X24" AT 16" O.C.
(1) #4 CONTINUOUS.
5'-0" MAXIMUM - SEE
ARCHITECTURAL DRAWINGS.
(8)
(8)
(2)
(3)
NOTES:
NOTES:
12" MIN.
2.
(9)
6" WIDE CONCRETE CURB
CONTINUOUS WITH #4 DOWELS
VERT. AT 12" O.C. (6" EMBED).
8" CONCRETE WALL WITH #4
AT 16" O.C. EACH WAY.
- ALTERNATE BENDS.
FINISHED GRADE OR CONCRETE
SLAB WHERE OCCURS.
CONCRETE FOOTING.
CONCRETE SLAB ON GRADE.
#4x24"x24" AT 16" O.C.
(1) #4 CONTINUOUS.
5'-0" MAXIMUM - SEE
ARCHITECTURAL DRAWINGS.
(1) #4 CONTINUOUS.
8"
1.
8" MIN.
NOTES:
CONCRETE SLAB ON GROUND.
PT SLAB.
(1) #5 CONTINUOUS.
1/4" EXPANSION JOINT MATERIAL.
2 LAYERS OF 30 MIL SLIP SHEET
CONTINUOUS.
REINFORCED CONCRETE WALL.
FOOTING PER PLAN.
WALL REINFORCEMENT PER PLAN.
8"
1.
2.
3.
4.
5.
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
(6)
(5)
A Marriott Brand Hotel
1 1/2" CLR
AC TUCSON
1/4
CLR
(2)
117
.
7
1
9/ 3 0/
(2)
(3)
(4)
CONCRETE COLUMN.
DOWELS TO MATCH AND LAP
VERTICAL COLUMN REINFORCING
PER G.S.N.
CONCRETE SLAB ON GRADE.
CONCRETE FOOTING.
1/2" EXPANSION JOINT MATERIAL.
ROUGHEN CONCRETE TO ± 1/4"
AMPLITUDE WHILE CONCRETE
FOOTING IS PLASTIC.
2"
(1)
.A
A , U. S
B
(5)
(3)
(2)
(8)
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
1449
CONCRETE WALL BEYOND.
CONCRETE SLAB ON GRADE.
FINISHED GRADE OR CONCRETE
SLAB WHERE OCCURS.
DOWELS TO MATCH SIZE AND
SPACING OF WALL REINFORCING
ALTERNATE BEND.
CONCRETE STEM WALL AND
FOOTING WITH REINFORCING
CONTINUOUS FROM BEYOND.
ROUGHEN CONCRETE TO ± 1/4"
AMPLITUDE WHILE CONCRETE
FOOTING IS PLASTIC.
CONCRETE FOOTING.
MIN.
TOOLED EDGE - SEE ARCH.
DRAWINGS FOR ADDITIONAL
INFORMATION.
2. SHORE WALL UNTIL FLOOR
SLAB IS IN PLACE.
3. 8" CONCRETE WALL WITH
#4 AT 12" O.C. EACH WAY.
4. FINISHED GRADE OR CONCRETE
SLAB WHERE OCCURS.
5. CONCRETE FOOTING.
6. ALTERNATE BENDS.
7. #4 DOWELS AT 24" O.C.
16"X48" (S.L.V.).
8. (1) #4 CONTINUOUS.
9. VARIES AT RAMP.
10. CONCRETE SLAB ON GRADE.
(7)
(10)
CL
1.
2.
3.
1.
2"
NOTES:
STEEL COLUMN.
1/2"X6 1/2"X1'-6" STEEL
BASEPLATE WITH (2) 3/4" DIA.
THREADED RODS IN SIMPSON "SET"
EPOXY (4" EMBED) OVER 1" DRYPACK.
E
MIN.
1.
2.
ES
I
AR
FORS job #
NOTES:
NOTES:
ee
O.
Swaim job #
CONCRETE WALL FOOTING
104
IFI C A TE N
3"
CLR
ELEVATOR SUMP PIT
108
1' - 0"
KEYED JOINT
8"
116
6"
ona l E n g in
27349
RONALD H.
SCHNEIDER
T
8"
12"
6"
ER T
C
ur )
u c t al
1' - 0"
e s si
f
ro
r
(S t
(2)
DA
NOTE:
KEYED JOINTS NEED ONLY
OCCUR AT EXPOSED EDGES
DURING PLACEMENT UNLESS
SPECIFICALLY NOTED ON THE
PLANS. "TOOL WET JOINT",
"ZIP STRIP", ETC. SHALL
MATCH SAWCUT REQUIREMENTS.
1 1/2" CLR.
(5)
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
CONCRETE SLAB ON GRADE.
SAWCUT - 1/8" WIDE X 1/4
SLAB THICKNESS IN DEPTH CUT SHALL BE MADE SOON
ENOUGH TO PREVENT SHRINKAGE
CRACKING, BUT NOT SO SOON
AS TO CAUSE SPALLING OF THE
CONCRETE WHILE SAWING. WORK
MUST BE ACCOMPLISHED WITHIN
24 HOURS OF CONCRETE
PLACEMENT.
CONTINUOUS KEY - SEE TYPICAL
KEY IN CONCRETE DETAIL.
r
COORDINATE WITH
12" MIN.
(4)
(5)
NOTES:
(1)
SLOPE
1/8"/FT
(2)
(3)
(2)
(1)
1'-0"
(2)
(8)
(1)
. 5.
SPLICE
(5)
(1)
4.
5.
. /.
1
5.
ELEVATOR PIT FLOOR.
#4 AT 12" O.C.
#4 AT 12" O.C.
EACH WAY.
DOWELS TO MATCH VERTICAL
WALL REINFORCING.
LEAVE ROUGH SURFACE AT WALL.
CONCRETE WALL.
CONCRETE SLAB ON GRADE.
DOWELS TO MATCH AND LAP
VERTICAL W ALL REINFORCING
PER G.S.N.
CONCRETE FOOTING.
LEAVE ROUGH SURFACE AT WALL.
dP
4.
1.
2.
3.
Reg i st ere
1.
2.
3.
CONCRETE SLAB ON GRADE.
(1) #4 CONTINUOUS TOP AND BOTTOM.
TOOLED EDGE.
CONCRETE SLAB WHERE OCCURS.
FINISHED GRADE.
2'-0" MIN. SQUARE
COORDINATE WITH
PUMP MFR.
(9)
8"
(7)
(10)
1.
2.
3.
4.
5.
LENGTH
(11)
NOTES:
NOTES:
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
MASONRY WALL.
SHORE WALL UNTIL FLOOR
SLAB IS IN PLACE.
3. 8" CONCRETE WALL WITH
#4 AT 12" O.C. EACH WAY.
4. CONCRETE SLAB ON GRADE.
5. CONCRETE FOOTING.
6. ALTERNATE BENDS.
7. #4 DOWELS AT 24" O.C.
16"X48" (S.L.V.).
8. (1) #4 CONTINUOUS.
9. VARIES AT RAMP.
10. CONCRETE SLAB ON GRADE.
11. DOWELS TO MATCH AND LAP
VERTICAL W ALL REINFORCING.
2" MIN
1.
2.
(1)
ASSOCIATES LTD
ARCHITECTS AIA
NOTES:
NOTES:
(5)
8"
SCALE: NOT TO SCALE
114
288-006
PT SLAB AT SLAB ON GROUND AT WALL
SCALE: NOT TO SCALE
114411-S3.0-114
110
CONCRETE DOCK WALL
SCALE: NOT TO SCALE
288-006
NOTES:
(6)
(1)
1.
2.
3.
4.
5.
CLR
1"
6.
(2)
CONCRETE SLAB.
SEALANT - SEE ARCH. DRAWINGS.
CONTINUOUS GROUTED BOND
BEAM PER TYPICAL MASONRY
WALL REINFORCING SCHEDULE.
MASONRY WALL.
#5 AT 32" O.C. MIN. DOWELS. 36"
CONTINUOUS DOVETAIL SLOT
WITH SPECIAL ENDED DOWEL.
150 PLF CAPACITY.
1.
2.
36"
3.
2'-0"
CONCRETE SLAB ON GRADE.
#4 AT 24" O.C. - BEND AS
SHOWN.
(1) #4 CONTINUOUS TOP AND
BOTTOM.
106
114411-S3.0-106
SCALE: NOT TO SCALE
NOTES:
NOTES:
1.
2.
3.
1.
NOTES:
(1)
ELEVATOR PIT WALL AT DOOR OPENING
4.
#4 NOSING BARS.
#4 AT 12" O.C. EACH WAY.
8" CONCRETE SIDEWALL WITH
#4 AT 12" O.C. EACH WAY
WHERE OCCURS. DOWEL ALL
VERTICAL REINFORCING TO
STAIRS WITH #4 DOWELS
16"X16".
CONCRETE FOOTING BEYOND.
(1)
(8)
1 1/2" CLR
8"
3" CLR
(2)
4'-0"
VERIFY WITH ARCH.
(7)
(9)
(2)
(3)
SCHNEIDER
8" MIN.
3" CLR.
5/18/2017 11:21:38 PM
NOTE:
CONCRETE SLAB REINFORCING
NOT SHOWN FOR CLARITY.
CONCRETE OR CMU WALL - PER
PLAN.
8" CONCRETE WALL WITH
#5 VERTICALS AT 12" O.C.
CENTERED IN WALL AND #5
HORIZONTALS AT 12" O.C.
3. CONCRETE FOOTING.
4. (2) #5 BOTTOM.
5. CONCRETE SLAB.
6. CONTINUOUS KEY - SEE TYPICAL
KEY IN CONCRETE DETAIL. ROUGHEN
SURFACE AT KEY TO 1/4"
AMPLITUDE WHILE CONCRETE IS
PLASTIC
7. SEE PLAN FOR DEPTH.
8. DOWELS TO MATCH AND LAP
VERTICAL W ALL REINFORCING.
9. 6" SBR DUMBBELL WATERSTOP.
10. LEAVE ROUGH SURFACE AT WALL.
(4)
10"
(5)
(1)
(3)
(4)
8"
202-001
(10)
MIN
(3)
(6)
12"
(4)
SCALE: NOT TO SCALE
2.
(5)
(1)
(2)
(3)
103
CONCRETE TURNDOWN AT BUILDING EDGE
FOUNDATION DETAILS
118
CONCRETE DOCK WALL WITH CURB
NOTE: FOR INFORMATION NOT
NOTED, SEE ARCHITECTURAL
DRAW INGS.
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
119
MASONRY WALL AT CONCRETE SLAB
SCALE: NOT TO SCALE
114411-S3.0-119
115
CONCRETE TURNDOWN AT SLAB ELEVATION CHANGE
SCALE: NOT TO SCALE
114411-S3.0-115
111
TYPICAL CONCRETE STAIRS ON GRADE
SCALE: NOT TO SCALE
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
701-002
107
CONCRETE WALL AT ELEVATOR PIT
SCALE: NOT TO SCALE
Project Number: 114411
114411-S3.0-107
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S4.0
NOTES:
NOTES:
(1)
2.
3.
4.
5.
6.
(3) #5 VERTICAL DOWELS AT 8"
O.C. X 30" LONG EACH. CENTER
IN MASONRY CELL.
SOLID GROUTED MASONRY LINTEL.
1 3/4"X7"X2'-0" BEARING PLATE.
STEEL COLUMN.
1"± DRYPACK.
MASONRY LINTEL REINFORCING.
4.
5.
6.
1"
(2)
1.
2.
3.
(7)
CLR
1.
(9)
7.
8.
9.
(2)
ASSOCIATES LTD
ARCHITECTS AIA
CONCRETE FOOTING.
SEALANT - SEE ARCH. DRAWINGS.
CONTINUOUS GROUTED BOND
BEAM PER TYPICAL MASONRY
WALL REINFORCING SCHEDULE.
MASONRY WALL.
#4 BENT DOWEL AT 32" O.C. MIN. 36"
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
36"
#5 CONTINUOUS AT MASONRY
WALL.
CONCRETE FLOOR SLAB.
CONCRETE SLAB ON GRADE.
CONTINUOUS DOVETAIL SLOT
WITH SPECIAL ENDED DOWEL.
150 PLF CAPACITY (TYP).
(3)
(4)
IFI C A TE N
ee
O.
r
(S t
AR
E
ur )
u c t al
ES
I
T
1/4
ona l E n g in
27349
RONALD H.
SCHNEIDER
DA
(4)
ER T
C
r
(3)
e s si
f
ro
. 5.
(1)
. /.
1
(5)
dP
(6)
TYP
Reg i st ere
(8)
(5)
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
(6)
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
123
MASONRY LINTEL AT STEEL COLUMN
SCALE: NOT TO SCALE
404-008
120
MASONRY WALL AT CONCRETE FOOTING
SCALE: NOT TO SCALE
NOTES:
1.
2.
NOTES:
1.
2.
3.
4.
(1)
5.
6.
3.
4..
STEEL COLUMN.
CONCRETE CLOSURE POUR
AROUND COLUMN PER
TYPICAL DETAIL.
STEEL BASE PLATE WITH
DOUBLE NUTS OVER
1 1/2" ± DRYPACK.
3" MIN CONCRETE COVER
ALL AROUND STEEL BELOW
GRADE.
CONCRETE FOOTING.
CONCRETE SLAB ON GRADE.
5.
(1)
DOWELS TO MATCH AND LAP
VERTICAL W ALL REINFORCING,
ALTERNATE BENDS.
FORS job #
1449
date
04.06.15
revisions
(2)
(5)
Date 1
(4)
Revision1
(4)
(2)
(3)
1/4
(6)
6.
7.
114411-S4.1-120
MASONRY WALL - GROUT SOLID
BELOW GRADE.
FINISHED GRADE OR CONCRETE
SLAB WHERE OCCURS.
CONCRETE FOOTING.
CONCRETE SLAB ON GRADE
- FOR ELEVATION, SEE
ARCHITECTURAL DRAWINGS.
#4 AT 24" O.C. BENT EXTENDING
FROM TOP OF FOOTING TO 36"
LONG HOROZONTAL LEG.
1
(1) #4 CONTINUOUS.
1317
1
(6)
SCALE: NOT TO SCALE
238-015
121
EXTERIOR MASONRY WALL FOOTING
SCALE: NOT TO SCALE
NOTES:
1.
2.
3.
4.
5..
6.
(1)
7.
8.
114411-S4.1-121
MASONRY WALL BEYOND.
FINISHED GRADE OR CONCRETE
SLAB WHERE OCCURS.
MASONRY STEMWALL.
CONCRETE FOOTING.
CONCRETE SLAB ON GRADE
- FOR ELEVATION, SEE
ARCHITECTURAL DRAWINGS.
#4 AT 24" O.C. BENT EXTENDING
FROM TOP OF FOOTING TO 36"
LONG HOROZONTAL LEG.
1
(1) #4 CONTINUOUS.
DOWELS TO MATCH AND LAP
VERTICAL W ALL REINFORCING,
ALTERNATE BENDS.
(5)
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
INTERIOR STEEL COLUMN FOOTING
A Marriott Brand Hotel
(5)
124
AC TUCSON
(3)
(7)
(2)
8"
(6)
(3)
(7)
(8)
EXTERIOR MASONRY WALL FOOTING AT OPENING
114411-S4.1-122
FOUNDATION DETAILS
SCALE: NOT TO SCALE
5/18/2017 11:21:39 PM
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
122
(4)
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S4.1
NOTES:
REQUIRED NUMBER OF TOP BARS
LOWERED TO ENGAGE BEAM
STIRRUPS.
TOP REINFORCING PER PLAN.
CONCRETE RAMP SLAB.
SLAB REINFORCING, SEE
PLAN AND TYPICAL DETAIL.
5. "U" STIRRUPS PER PLAN.
6. BOTTOM REINFORCING PER PLAN.
7. DEPTH AT SHALLOW SIDE PER
PLAN.
8. BEAM P.T. TENDONS PER PLAN.
9. #4 SUPPORT BAR AT 4'-0" O.C. MAX.
10. #3 SIDE SKIN REINFORCEMENT
EACH SIDE AT 10" O.C. IN ALL BEAMS
DEEPER THAN 36 INCHES.
2.
3.
4.
NOTES:
1.
2.
3.
4.
(2)
(1)
(3)
5.
(10)
(7)
(3)
(4)
SCALE: NOT TO SCALE
(7)
CLR.
1 1/2"
SCALE: NOT TO SCALE
114411-S4.0-215
IFI C A TE N
ee
O.
ES
I
AR
E
ur )
u c t al
215
ona l E n g in
27349
RONALD H.
SCHNEIDER
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
INTEGRAL CONCRETE BEAM
212
(6)
ER T
C
r
(S t
18"
CLOSURE STRIP IN POST TENSIONED SLAB
(3)
e s si
f
ro
T
(3)
NOTE:
1. POUR STRIP SHALL BE OPEN FOR 40 DAYS MINIMUM AFTER TENDONS ARE
STRESSED.
2. SLAB SHALL BE KEPT SHORED UNTIL POUR STRIP IS PLACED AND ATTAINS
3000 PSI STRENGTH.
(4)
DA
(8)
(9)
(6)
(3)
r
CLR.
3/4"
(4)
(1)
(1)
(2)
(5)
(5)
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
(4)
1
(4)
(1)
(2)
. 5.
(5)
(2)
2.
3.
4.
LAP SPLICE
POST-TENSIONED OR
CONCRETE SLAB.
CONCRETE WALL PER PLAN.
#5 AT 12" O.C. DOWELS.
ROUGHEN CONCRETE TO ± 1/4"
AMPLITUDE WHILE CONCRETE
IS PLASTIC.
. /.
1
1"
CLR.
1
(7)
CONCRETE SLAB.
#5 DOWELS, SPLAY HOOKS OUTWARD IN ALL
DIRECTIONS. MATCH COLUMN AREA OF STEEL.
SEE TYPICAL DETAIL FOR COLUMN TIES.
CONCRETE COLUMN.
SLAB REINFORCEMENT PER PLAN.
MAIN COLUMN REBAR. SEE SCHEDULE.
STUD SHEAR REINFORCEMENT (SSR) AS
OCCURS PER PLAN.
dP
(2)
CONCRETE POST-TENSIONED SLAB.
P.T. TENDON.
BANDED TENDONS.
RAMP TRANSITION POINT. TENDON
HIGH POINT W.R.T. SLAB BOTTOM, PER
PLAN FOR ELEVATION.
(1) #4 CONTINUOUS ABOVE TENDONS AT
RAMP TRANSITION.
`.
1.
3.
4.
5.
6.
7.
SPLICE LENGTH FOR COLUMN
MAIN REINFORCEMENT
(6)
(5)
2
NOTES:
1.
2.
Reg i st ere
(1)
1
NOTES:
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
4.
CONTINUOUS KEY PER TYPICAL DETAIL.
#5 BARS AT 16" O.C. TOP EXTENDING 2'-0"
EACH SIDE OF OPENING IN ADDITION TO
REINFORCEMENT PER PLAN.
0"
2.
3.
5.
6.
POUR STRIP - SEE PLANS
FOR WIDTH.
POST TENSIONED SLAB.
#5 BARS AT 16" O.C. BOTTOM
EXTENDING 4'-0" EACH SIDE OF OPENING IN
ADDITION TO REINFORCEMENT PER PLAN.
(4) #5 CONTINUOUS LONGITUDINAL
TOP AND BOTTOM
0"
1.
ASSOCIATES LTD
ARCHITECTS AIA
1.
NOTES:
114411-S4.0-212
208
POST-TENSIONED SLAB AT RAMP UP
SCALE: NOT TO SCALE
201-001-TYP
CONCRETE SLAB AT CONCRETE COLUMN TOP
204
114411-S4.0-204
201
POST TENSIONED SLAB AT CONCRETE WALL
114411-S4.0-201
SCALE: NOT TO SCALE
1317
FORS job #
1449
E.9
date
NOTES:
LEVEL 2.5
5.
(3)
(2)
(9)
(6)
(1)
(5)
(2)
(4)
1
(8)
5.
6.
7.
(3)
48"
8.
1.
(6)
(7)
(5)
(2)
(7)
(10)
(7)
ROUGHEN ±1/4" AT COLD JOINT
WHILE CONCRETE IS PLASTIC.
(4)
(2)
(1)
(1)
(2)
(4)
(8)
(5)
(5)
(3)
NOTE:
AT SIM CONDITION, PT TENDON
DOES NOT OCCUR.
1
209
POST-TENSIONED SLAB AT RAMP DOWN
SCALE: NOT TO SCALE
201-001-TYP
CONCRETE FLOOR EDGE AT ELEVATOR
205
SCALE: NOT TO SCALE
NOTES:
(3)
NOTE: POCKET TO REMAIN OPEN FOR 55 DAYS AFTER
TENDONS ARE STRESSED.
(1)
1.
2.
(2)
3.
OPEN
114411-S4.0-216
SCALE: NOT TO SCALE
NOTE:
WALL HORIZONTAL AND VERTICAL
STANDARD REINFORCEMENT NOT
SHOWN FOR CLARITY. START
VERTICAL WALL REINFORCEMENT
AT 1/2 SCHEDULE SPACING AWAY
FROM COLUMN REINFORCEMENT.
CONTINUE HORIZONTAL
REINFORCEMENT THROUGH
INTEGRAL COLUMN.
NOTES:
2.
3.
4.
5.
6.
7.
8.
9.
(1)
REQUIRED NUMBER OF TOP BARS
LOWERED TO ENGAGE BEAM
STIRRUPS.
TOP REINFORCING PER PLAN.
CONCRETE RAMP SLAB.
SLAB REINFORCING, SEE
PLAN AND TYPICAL DETAIL.
"U" STIRRUPS PER PLAN.
BOTTOM REINFORCING PER PLAN.
DEPTH AT SHALLOW SIDE PER
PLAN.
#3 SIDE SKIN REINFORCEMENT
EACH SIDE AT 10" O.C. IN ALL BEAMS
DEEPER THAN 36 INCHES.
SLAB P.T. TENDONS PER PLAN.
(3)
(2)
(11)
(4)
1.
4.
5.
6.
NOTES:
POST TENSION CONCRETE SLAB AT TOP OF RELEASED WALL
1.
2.
3.
3'-2" LENGTH
216
(9)
revisions
4.
5.
6.
7.
8.
9.
NOTE 11. DETAIL
20" LENGTH
10.
11.
(2)
211
(3)
(4)
(7)
(11)
(12)
12.
13.
CONCRETE WALL.
30 LB. BUILDING PAPER.
(1) #5 CONTINUOUS ALONG SLAB
EDGE.
POST TENSION CONCRETE SLAB.
1"± COMPRESSIBLE JOINT FILLER.
(2) LAYERS OF 30 MM SLIP SHEET CONT.
GROUT LATER.
P.T. TENDON BEYOND.
ROUGHEN TO ±1/4" AMPLITUDE WHILE
CONCRETE IS PLASTIC.
L4X4X1/2 CONTINUOUS.
#7 HOOKED DOWEL AT 24" O.C. W ITH
HEADED END SIZED AS INDICATED.
FORM-SAVER CAPABLE OF 1.25 FY
AT CONTRACTOR' S OPTION.
3/8"x7"x0'-7" EMBEDDED PLATE WITH (4)
3/4" DIA. HEADED STUDS AT 5" O.C.
PLATES SPACED AT 24" O.C.
(8)
(5)
7.
114411-S4.0-205
CONCRETE SLAB.
ROUGHEN TOP OF WALL AND
TOP OF FLOOR SLAB TO 1/4"
AMPLITUDE AT SHEAR
WALL LOCATION ONLY.
BOTTOM REINFORCING PER
PLAN.
TIE SEE SCHEDULE.
CONCRETE COLUMN.
MAIN COLUMN REBAR SEE
SCHEDULES.
TOP REINFORCING PER PLAN.
NOTES:
1.
2.
3.
(4)
4.
(7)
(1)
(6)
5.
6"
(3)
(3)
(2)
(4)
(5)
(2)
(1)
TOP OF
CONCRETE WALL WITH
#5 AT 8" O.C. VERTICAL
AND 12" O.C. HORIZONTAL.
CONCRETE SLAB.
#5 AT 12" O.C.
ALTERNATE BEND. 36"
36"
ROUGHEN CONCRETE TO ± 1/4"
AMPLITUDE WHILE CONCRETE
IS PLASTIC.
CONCRETE SLAB WHERE PRESENT.
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
CONCRETE FOOTING. REINFORCEMENT
NOT SHOWN FOR CLARITY.
2. REINFORCED CONCRETE SHEAR WALL
PER PLAN AND SCHEDULE.
3. CONCRETE SLAB.
4. CLASS B SPLICE LENGTH. TIES AT 4" O.C.
AT SPLICES.
5. INTEGRAL COLUMN REINFORCEMENT
PER SCHEDULE.
6. ROUGHEN TO 1/4 " AMPLITUDE WHILE
CONCRETE IS PLASTIC.
7. TROWEL SMOOTH AND LEVEL AND
APPLY (2) LAYERS 30MM SLIP SHEET.
8. 30 LB. BUILDING PAPER AND 1"±
COMPRESSIBLE JOINT FILLER 14 1/2"
LONG. SEE DETAIL 216 AFTER THIS.
9. LEAVE ROUGH SURFACE AT WALL.
10. EDGE OF CONCRETE BUMPOUT, TYP.
11. SPLICES OF THE #9 REINFORCEMENT
SHALL BE MECHANICAL CAPABLE OF
1.25Fy AND STAGGERRED 24".
12. 30 LB. BUILDING PAPER AND 1"±
COMPRESSIBLE JOINT FILLER 6 1/2"
LONG.
4.
(6)
1
NOTES:
3.
(8)
A Marriott Brand Hotel
7.
8.
9.
OPEN
(12)
(1)
CONCRETE POST-TENSIONED
SLAB.
P.T. TENDON.
BANDED TENDONS.
RAMP TRANSITION POINT. TENDON
HIGH POINT W.R.T. SLAB BOTTOM,
PER PLAN FOR ELEVATION.
(1) #4 CONTINUOUS BELOW TENDONS
AT RAMP TRANSITION.
Date 1
6.
2.
3.
4.
(3)
1
5.
1.
(8)
DOOR
OPENING
1" COVER
(5)
CONCRETE WALL.
#7 DOWEL AT 12" O.C. WITH LEGS 3'-10" LONG.
WALL REINFORCEMENT PER PLAN.
TROWEL SMOOTH AND LEVEL AND
APPLY 2 LAYERS 30 MM SLIP SHEET.
POST TENSIONED SLAB WITH POST-TENSIONING
NOT SHOWN FOR CLARITY.
REINFORCED SLAB PLACED LATER WITH
REINFORCEMENT PER PLAN.
(2) #8 BARS BOTTOM OF WALL.
1/2" THICK WALL PIPE INSULATION.
CONTINUOUS SHEAR KEY PER TYPICAL DETAIL.
04.06.15
WALL BEYOND.
(2) #5 CONTINUOUS AT SLAB
EDGE.
ANGLE PER ELEVATOR
MANUFACTURER WITH
1/2" DIA. HSA AT 24" O.C.
PT TENDON ANCHORAGE
PER TYPICAL DETAIL.
CONCRETE WALL.
CONCRETE SLAB.
36"
#5 DOWELS AT 12" O.C.
Revision1
NOTES:
NOTES:
1.
2.
3.
4.
1.
2.
AC TUCSON
F
(6)
FOOTING
(5)
(6)
(9)
(9)
1" CLR.
(1)
(13)
NOTE:
GROUT POCKET SHALL BE OPEN FOR 55 DAYS
AFTER TENDONS ARE STRESSED.
(10)
(1)
NOTE:
FOR INFORMATION ON
STRAND AND REINFORCING,
SEE TYPICAL COLUMN HEAD
REINFORCING DETAIL.
NOTE:
CONCRETE SLAB REINFORCING
NOT SHOWN FOR CLARITY.
5/16
(8)
INTEGRAL COLUMN AT DISCONTINUOUS WALL
213
(4)
SCALE: NOT TO SCALE
210
114411-S5.0-213
POST TENSION CONCRETE SLAB AT RELEASED WALL
114411-S4.0-210
SCALE: NOT TO SCALE
206
CONCRETE COLUMN TO CONCRETE SLAB CONNECTION
114411-S4.0-206
SCALE: NOT TO SCALE
(7)
1.
2
3.
1.
2.
3.
(2)
INTEGRAL CONCRETE BEAM
SCALE: NOT TO SCALE
114411-S4.0-217
1.
2.
3.
4.
5.
6.
CONCRETE WALL.
1"± COMPRESSIBLE JOINT FILLER.
(1) #5 CONTINUOUS ALONG SLAB EDGE.
POST TENSION CONCRETE SLAB.
GROUT LATER.
#7 HOOKED DOWEL AT 24" O.C. W ITH
HEADED END.
7. FORM-SAVER CAPABLE OF 1.25 FY
AT CONTRACTOR' S OPTION.
8. P.T. TENDONS PER PLAN.
9. SHEAR WALL REINFORCEMENT PER
PLAN.
10. (2) TENDON ANCHORAGE
REINFORCEMENT PER TENDON
ANCHORAGE DETAIL REINFORCEMENT.
CONCRETE SLAB.
SLAB REINFORCEMENT.
PT TENDONS.
(2)
(3)
15"
EQ
1"
CONCRETE WALL AT CONCRETE SLAB
SCALE: NOT TO SCALE
114411-S5.0-203
VARIES
(1)
(6)
OPEN (9)
(1)
1
7
(3)
(4)
(2)
CONCRETE SLAB.
UPPER CONCRETE COLUMN.
BOTTOM REINFORCING PER
PLAN.
TIE SEE SCHEDULE.
LOWER CONCRETE COLUMN.
TOP REINFORCING PER PLAN.
DOWELS TO MATCH AND LAP
CONCRETE COLUMN REINFORCING.
BEND AS REQUIRED.
(4)
EQ
3 5/8"
(1)
4.
5.
6.
7.
(2)
NOTES:
NOTES:
(1)
CLR.
18"
1 1/2"
(6)
217
203
NOTES:
FRAMING DETAILS
.
3/4" CLR
(5)
(7)
(8)
(4)
(3)
(5)
SCHNEIDER
5/18/2017 11:21:43 PM
(5)
(7)
(6)
(3)
NOTE:
GROUT POCKET SHALL BE OPEN FOR 55 DAYS
AFTER TENDONS ARE STRESSED.
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
214
PT SLAB AT RAMP
SCALE: NOT TO SCALE
114411-S4.0-214
211
POST TENSION CONCRETE SLAB AT RELEASED WALL
SCALE: NOT TO SCALE
114411-S4.0-211
FOUNDATION
STRUCTURAL ENGINEERS
(10)
207
CONCRETE COLUMN TRANSITION
SCALE: NOT TO SCALE
Project Number: 114411
114411-S4.0-207
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S5.0
ASSOCIATES LTD
ARCHITECTS AIA
NOTES:
2" MAX.
(7)
ES
I
AR
E
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
(3)
(11)
Swaim job #
2/3 H, MIN.
1317
(5)
H PER SCHEDULE, MIN.
FORS job #
1449
(4)
date
(3)
(6)
2" MAX.
(6)
revisions
(10)
(8)
(8)
-
04.06.15
2" MAX.
(5)
2" MAX.
ELEVATION PER PLAN
2/3 H, MIN.
H PER SCHEDULE, MIN.
(8)
2" MAX.
(3)
H PER PLAN.
-
2" MAX.
(10)
H PER SCHEDULE, MIN.
(9)
ee
O.
ur )
u c t al
-
IFI C A TE N
r
(S t
(8)
(1)
(8)
ona l E n g in
27349
RONALD H.
SCHNEIDER
T
(7)
2" MAX.
ER T
C
DA
(7)
e s si
f
ro
r
(4)
(8)
(9)
(8)
(2)
(9)
2" MAX
(10)
(8)
. 5.
(2)
. /.
1
(1)
(9)
(8)
(1)
CONCRETE BEAM.
CONCRETE COLUMN.
SLAB THICKNESS PER PLAN.
COLUMN VERTICAL REINFORCEMENT OR
DOWELS HOOKED INTO BEAM.
5. TENDON ELEVATION PER PLAN.
6. SEE BEAM SCHEDULE FOR REINFORCEMENT.
7. DISTRIBUTED TENDONS AND SLAB
TOP
REINFORCEMENT IN SAME
PLANE.
8. 1/2 SCHEDULE SPACING.
9. DISTRIBUTED TENDONS.
10. MINIMUM 2 TENDONS AT COLUMN.
11. 1" CLEARANCE BETWEEN REINFORCEMENT
LAYERS.
(10)
(7)
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
1.
2.
3.
4.
(1)
2" MAX
(2)
NOTES:
dP
CONCRETE BEAM.
CONCRETE COLUMN.
SLAB THICKNESS PER PLAN.
COLUMN VERTICAL REINFORCEMENT
OR DOWELS HOOKED INTO BEAM.
5. TENDON ELEVATION PER PLAN.
6. SEE BEAM SCHEDULE FOR
REINFORCEMENT.
7. TENDONS AND SLAB TOP
REINFORCEMENT IN SAME PLANE.
8. 1/2 SCHEDULE SPACING AROUND
COLUMN.
9. MINIMUM (2) TENDONS THROUGH COLUMN
REINFORCEMENT OUTLINE.
10. 1" CLEARANCE BETW EEN
REINFORCEMENT LAYERS.
Reg i st ere
1.
2.
3.
4.
CONCRETE COLUMN.
CONCRETE BEAM.
MINIMUM CONCRETE COVER PER GSN.
COLUMN VERTICAL REINFORCEMENT OR
DOWELS HOOKED INTO BEAM.
5. HOOK TOP AND BOTTOM BEAM
REINFORCING AT SLAB EDGE.
6. SEE BEAM SCHEDULE FOR
REINFORCEMENT.
7. DISTRIBUTED TENDONS AND SLAB TOP
REINFORCEMENT IN SAME PLANE.
8. 1/2 SCHEDULE SPACING.
9. MINIMUM (2) TENDONS THROUGH
COLUMN.
10. 1" CLEARRNCE BETW EEN
REINFORCEMENT LAYERS.
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
NOTES:
1.
2.
3.
4.
CONCRETE COLUMN.
CONCRETE BEAM.
MINIMUM CONCRETE COVER PER
GSN.
COLUMN VERTICAL REINFORCEMENT.
HOOK TOP AND BOTTOM BEAM
REINFORCING AT SLAB EDGE.
6. SEE BEAM SCHEDULE FOR
REINFORCEMENT.
7. MINIMUM (2) TENDONS THROUGH
COLUMN.
8. 1/2 SCHEDULE SPACING.
9. TOP REBAR IN SLAB.
10. HIGH POINT BANDED TENDON PER PLAN.
(5)
NOTES:
1.
2.
3.
4.
5.
0" CLR.
(4)
(2)
(3)
(1)
(5)
(4)
(6)
(6)
1.
2.
3.
4.
5.
CONCRETE COLUMN.
CONCRETE BEAM.
MINIMUM CONCRETE COVER PER GSN.
BOTTOM REBAR IN SLAB.
HOOK TOP AND BOTTOM BEAM
REINFORCING AT BEAM EDGE.
6. SEE BEAM SCHEDULE FOR
REINFORCEMENT.
7. #10 MIDDLE DOWEL, GRADE 60.
8. 1/2 SCHEDULE SPACING.
9. TOP REBAR IN SLAB.
10. TROWEL SMOOTH AND LEVEL AND
APPLY (2) LAYERS 30MM SLIP SHEET.
11. TENSION DEVELOPMENT LENGTH.
(9)
NOTES:
1.
2.
3.
4.
5.
1.
2.
3.
4.
5.
(7)
218
114411-S5.1-220
SCALE: NOT TO SCALE
NOTES:
DISCONTINUOUS BEAM-COLUMN CONNECTION
114411-S5.1-218
SCALE: NOT TO SCALE
CONCRETE COLUMN.
CONCRETE BEAM.
MINIMUM CONCRETE COVER PER
GSN.
COLUMN VERTICAL REINFORCEMENT.
HOOK TOP AND BOTTOM BEAM
REINFORCING AT SLAB EDGE.
6. SEE BEAM SCHEDULE FOR
REINFORCEMENT.
7. MINIMUM (2) TENDONS THROUGH COLUMN
REINFORCEMENT OUTLINE.
8. 1/2 SCHEDULE SPACING.
9. TOP REBAR IN SLAB.
10. ELEVATION PER PLAN.
11. 1" CLEARANCE BETW EEN
REINFORCEMENT LAYERS.
CONCRETE COLUMN.
CONCRETE BEAM.
MINIMUM CONCRETE COVER PER GSN.
#10 MIDDLE DOWEL.
HOOK TOP AND BOTTOM BEAM
REINFORCING AT SLAB EDGE.
6. SEE BEAM SCHEDULE FOR
REINFORCEMENT.
7. MINIMUM (2) TENDONS THROUGH COLUMN
REINFORCEMENT OUTLINE.
8. 1/2 SCHEDULE SPACING.
9. TOP REBAR IN SLAB.
10. 1" CLEARANCE BETW EEN
REINFORCEMENT LAYERS.
11. TROWEL SMOOTH AND LEVEL AND
APPLY (2) LAYERS 30MM SLIP SHEET.
12. TENSION DEVELOPMENT LENGTH.
NOTES:
CONCRETE COLUMN AT DISCONTINUOUS BEAM
220
114411-S5.1-222
NOTES:
1.
2.
3.
4.
CONCRETE BEAM.
CONCRETE COLUMN.
SLAB THICKNESS PER PLAN.
COLUMN VERTICAL REINFORCEMENT
OR DOWELS HOOKED INTO BEAM.
5. TENDON ELEVATION PER PLAN.
6. SEE BEAM SCHEDULE FOR
REINFORCEMENT.
7. DISTRIBUTED TENDONS AND SLAB TOP
REINFORCEMENT IN SAME PLANE.
8. 1/2 SCHEDULE SPACING.
9. DISTRIBUTED TENDONS.
10. MINIMUM 2 TENDONS AT COLUMN.
11. 1" CLEARANCE BETW EEN
REINFORCEMENT LAYERS.
(1)
(9)
(7)
(9)
(8)
2" MAX.
(2)
(8)
(2)
(2)
2" MAX
2" MAX.
(8)
(8)
-
2" MAX.
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
CONCRETE COLUMN STARTING AT CONCRETE BEAM
SCALE: NOT TO SCALE
A Marriott Brand Hotel
222
114411-S5.1-224
SCALE: NOT TO SCALE
AC TUCSON
224
CONCRETE COLUMN AT CANTIVEVERED BEAM
-
(2)
(10)
(8)
(9)
(3)
(8)
H PER SCHEDULE, MIN.
(11)
(8)
FRAMING DETAILS
(6)
(12)
(6)
-
(3)
(8)
(11)
(11)
(7)
2" MAX.
(6)
(10)
(5)
(5)
(3)
2" MAX.
(8)
(5)
(4)
2" MAX.
(10)
22" MIN.
22" MIN.
(5)
0" CLR.
(1)
2" MAX.
(11)
0" CLR.
H PER PLAN.
H PER PLAN.
(7)
2" MAX.
(10 )
2/3 H, MIN
0"1/4"
CLR.
(4)
0" CLR.
(4)
(4)
(1)
(1)
(1)
(6)
5/18/2017 11:21:45 PM
225
PINNED CONCRETE COLUMN AT PODIUM BEAM
SCALE: NOT TO SCALE
114411-S5.1-225
223
CONCRETE COLUMN AT DISCONTINUOUS BEAM
SCALE: NOT TO SCALE
114411-S5.1-223
221
EXTERIOR BEAM COLUMN CONNECTION
SCALE: NOT TO SCALE
114411-S5.1-221
219
CONCRETE COLUMN STARTING AT CONCRETE BEAM
SCALE: NOT TO SCALE
114411-S5.1-219
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S5.1
NOTES:
NOTES:
10"
6"
2"
6"
STEEL BEAM AT CONCRETE WALL OR COLUMN
SCALE: NOT TO SCALE
114411-S5.2-237
233
CANOPY STRUT TO SLAB DETAIL
SCALE: NOT TO SCALE
114411-S5.2-233
1.
2.
(1)
NOTES:
5.
6.
4.
5.
(2)
"D"
3.
4.
3.
1/4
(4)
2.
(5)
6.
1.
STEEL BEAM.
3/8" STEEL SHEAR PLATE USE 5/8" STEEL SHEAR
PLATE WHERE "D" = 27"
OR GREATER.
FOR SIZE, TYPE AND NUMBER
OF BOLTS, SEE TYPICAL
BOLT SCHEDULE.
"D" = LESSER OF BEAM
DEPTHS AS OCCURS.
WELD 3 SIDES TYPICAL USE SAME CONNECTION AT
STIFFENER PLATES WHEN
REQUIRED.
COPE NEAR SIDE OF BEAM
FLANGE TO CLEAR STIFFENER.
2.
3.
4.
(1)
SCALE: NOT TO SCALE
5.
SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
STEEL STUD WALL.
CONTINUOUS BOTTOM TRACK.
CONNECTION AT BASE OF WALL PER
WALL SCHEDULE.
PODIUM SLAB, REINFORCED PER
PLAN.
114411-S5.2-229
226
PLAN VIEW- HIGH LOAD BEARING EMBEDMENT PLATE
SCALE: NOT TO SCALE
114411-S5.2-226
NOTES:
1.
2.
(3)
3.
(2)
ona l E n g in
IFI C A TE N
ee
O.
27349
RONALD H.
SCHNEIDER
ES
I
AR
E
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
.A
A , U. S
.
7
1
9/ 3 0/
Swaim job #
MASONRY CAR RESTRAINT WALL AT COLUMN
(2)
(5)
4.
5.
CONCRETE COLUMN PER PLAN.
1" X 2" X REQUIRED LENGTH PLATE
WITH HOLES FOR PRESTRESSED
CABLES.
1/2" X 6" X 0'-6" EMBEDDED PLATE
WITH (4) 1/2" DIA. HSA AT 4" O.C.
EACH WAY, TYPICAL OF 4.
CONCRETE SLAB PER PLAN.
1/2" X 2" X REQUIRED LENGTH
PLATE, TYPICAL OF 4.
1317
NOTES:
FORS job #
1.
2.
3.
1449
CONCRETE COLUMN PER PLAN.
STEEL BEAM PER PLAN.
1/2" X 12" X 1'-6" V SIDE EMBED
PLATE
MC6X18 BEAMS CONNECTING SIDE
EMBED PLATES.
L4X4X3/4 X 0'-11".
3/4" X 2" X 11" STEEL PLATE. WELD
TO EMBED PLATE.
FILL GAP WITH WELD IF PRESENT.
4.
5.
6.
7.
date
04.06.15
revisions
1
(1)
(6)
(4)
(3)
(1)
229
NOTES:
(6)
(2)
PLAN VIEW
ELEVATION VIEW
1 1/2"
237
NOTE:
CONCRETE COLUMN
REINFORCING NOT
SHOWN FOR CLARITY.
227
NOTE:
CONCRETE SLAB
REINFORCING NOT
SHOWN FOR CLARITY.
NOTES:
LIGHT GAGE STEEL STUD W ALL
PER PLAN AND TYPICAL DETAILS.
CONNECTION PER STUD WALL
SCHEDULE.
CONCRETE SLAB.
L3x3x1/4 WITH 1/2" DIA. x 7" LONG HSA AT 6"
O.C. IN 10'-0" LENGTHS WHERE WALL
BELOW OCCURS.
HUNG WALL W HERE OCCURS,
SEE ARCH.
1
THICKNESS OF STUD.
NOTE:
CONCRETE REINFORCEMENT
NOT SHOWN FOR CLARITY.
ER T
C
ur )
u c t al
(5)
EMBED PLATE DETAIL
3/4" PLATE FOR
W12X53 AND HEAVIER
BEAMS
e s si
f
ro
T
418-903
(4)
r
(S t
EMBED PLATE DETAIL
TYP.
3/16
3/16
DA
EMBED PLATE DETAIL
3/8" PLATE
MASONRY PARAPET TO EXISTING MASONRY WALL
1.
(2)
TYP. 5 RODS
(4)
r
6"
NOTE:
CONCRETE SLAB REINFORCING
NOT SHOWN FOR CLARITY.
(1)
(5)
8"
6"
SCALE: NOT TO SCALE
(4)
1/4
6"
(6)
(1)
(2)
(3)
(9)
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
(1)
16"
1/4
(3)
(3)
(1)
(5)
TYP.
1/4
PER ARCH.
(3)
(2)
(4)
1 1/2"
NOTE:
AT ONE SIDED CONNECTIONS,
INSTAL L 3/8" STIFFENER PLATE
OPPOSITE SHEAR PLATE.
1
1/4
(4)
1
"D"
"D"
1" MAX
0" MIN
Date 1
241
(3)
(3)
(4)
1" TYP
1" TYP
10"
(5)
5.
. 5.
(3)
(4)
(5)
6.
CONCRETE COLUMN PER PLAN.
STEEL BEAM PER PLAN.
MC6X18 BEAMS CONNECTING SIDE
EMBED PLATES.
1/2" X 12" X 1'-6" V SIDE EMBED
PLATE.
3/4" X 2" X 0'-11" PLATE.
4.
24"
(1)
1" TYP
1" TYP
(8)
32"
228
1.
2.
3.
3/16
1" TYP
(4)
4.
5.
ASSOCIATES LTD
ARCHITECTS AIA
NOTES:
. /.
1
9.
3.
40"
(2)
(7)
CONCRETE COLUMN PER PLAN.
8" MASONRY WALL WITH
REINFORCING PER PLAN IN
ADDITION TO REINFORCING PER
THIS DETAIL.
(2) #5 HORIZONTAL REBAR IN THE
THREE COURSES FROM 8" TO 32"
ABOVE THE SLAB TOP.
CONCRETE SLAB PER PLAN.
PER DETAIL MASONRY WALL AT
CONCRETE SLAB.
TOP OF SHORT MASONRY WALL.
dP
2'-0"
8.
(2)
36"
3/8" PLATE WITH 3/4" DIA. HSA
WITH 6" EMBED. GEOMETRY AS
SHOWN BELOW.
8" THICK CONCRETE WALL
WITH #5 AT 8" O.C. VERTICAL
AND 12" O.C. HORIZONTAL.
CONCRETE SLAB.
1.
2.
Revision1
7.
4.
CONCRETE SLAB PER PLAN.
STEEL COLUMN PER PLAN.
L4X4X1/4 X CONTINUOUS WITH (2)
1/2" DIA. 7" STUDS AT 12" O.C.
HSS BEAM CANOPY STRUT.
Reg i st ere
(6)
36"
(3)
T.O. GRATE = 112'-6"
6.
7.
1/4
1.
2.
3.
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
6.
5.
(6)
NOTES:
3"
(2)
(7)
4.
(1)
CONCRETE WALL.
STEEL BEAM.
STEEL CONNECTION PLATE
PER TYPICAL BOLT SCHEDULE.
EMBED PLATE AS SHOWN BELOW
WITH 3/4" DIA. HSA WITH 6" O.C.
EMBED.
FOR SIZE, TYPE AND NUMBER
OF BOLTS, SEE BOLT SCHEDULE.
STEEL GRATING PER PLAN.
CLOSEST DISTANCE FOR HEADED
STUD CENTER TO ANY CONCRETE
EDGE IS 4 1/2".
6"
3.
4.
5.
(1)
NOTES:
1.
2.
3.
MASONRY WALL.
FOR SIZE, TYPE AND NUMBER
OF BOLTS, SEE TYPICAL BOLT
SCHEDULE.
STEEL GRATING PER PLAN.
STEEL BEAM.
STEEL CONNECTION PLATE
PER TYPICAL BOLT SCHEDULE.
#5 AT 12" O.C. BENT.
1" TYP
1.
2.
(4)
1/4
(3)
NOTE:
CONCRETE REINFORCEMENT
NOT SHOWN FOR CLARITY.
242
EDGE OF SLAB AT EXTERIOR WALL
SCALE: NOT TO SCALE
114411-S5.2-242
TYPICAL FRAMED BEAM TO BEAM CONNECTION
238
SCALE: NOT TO SCALE
513-010-TYP
1.
2.
NOTES:
(1)
#
1.
2.
3.
LIGHT GAGE STEEL STUD W ALL
PER PLAN AND TYPICAL DETAILS.
CONNECTION PER STUD WALL
SCHEDULE.
CONCRETE SLAB.
(2)
4.
5.
"D"
3.
(1)
INTERIOR STEEL STUD WALL AT PODIUM SLAB
SCALE: NOT TO SCALE
114411-S5.2-334
PRESTRESSED CABLE BARRIER AT INTERMEDIATE COLUMN
230
SCALE: NOT TO SCALE
114411-S5.2-230
227
HIGH LOAD BEARING SEATED CONNECTION
SCALE: NOT TO SCALE
(3)
6.
NOTES:
NOTES:
STEEL BEAM.
FOR SIZE, TYPE AND NUMBER
OF BOLTS, SEE TYPICAL BOLT
SCHEDULE.
3/8" STEEL SHEAR PLATE 5/8" STEEL SHEAR PLATE
WHERE "D" = 27" OR
GREATER.
1/8" STEEL BACKER PLATE.
WELD TOP AND BOTTOM
FLANGE - TYPICAL.
"K" DISTANCE.
1.
(1)
2.
3.
4.
(2)
5.
6.
7.
1.
2.
3.
4.
SHEATHING MATERIAL AND ATTACHMENT
AS OCCURS.
STEEL STUD WALL.
CONTINUOUS BOTTOM TRACK.
CONNECTION AT BASE OF WALL PER
WALL SCHEDULE.
PODIUM SLAB, REINFORCED PER PLAN.
WATERPROOF MEMBRANE BETWEEN
CONCRETE LAYERS.
2" TOPPING SLAB, REINFORCED PER PLAN.
1
5.
(3)
6.
7.
(4)
(4)
(7)
TOP OF STRUCTURAL SLAB.
2" ARCHITECTURAL TOPPING.
HSS COLUMN PER PLAN.
1/2" X 12" X 1'-0" STEEL BASE
PLATE WITH (4) 1/2" Ø HSA AT 8"
O.C. EACH WAY EMBEDDED 4"
BELOW PLATE.
7" HIGH X 6 1/2" WIDE X 1/4"
PLATE ALONG LONG DIRECTION
OF HSS COLUMN.
7" HIGH X 4 1/2" WIDE X 1/4"
PLATE ALONG SHORT DIRECTION
OF HSS COLUMN.
3/4" Ø X1 1/2" LONG SLOT WELD.
GROUND SMOOTH.
NOTES:
1.
2.
3.
4.
(6)
(6)
(3)
(2)
(5)
(5)
TYP.
(2)
TYP
(3)
114411-S5.2-227
NOTES:
M
(5)
234
1/4
6.
(1)
(2)
5.
(4)
(7)
1/4
(6)
(5)
CONCRETE COLUMN PER PLAN.
8" MASONRY WALL WITH
REINFORCING PER PLAN IN
ADDITION TO REINFORCING PER
THIS DETAIL.
3/8"X4"X 3'-4" RESTRAINT PLATE ON
OPPOSITE OF TRAFFIC SIDE OF
HORIZONTAL REINFORCEMENT.
#5 HORIZONTAL REINFORCEMENT
WITH MECHANICAL SPLICES.
STAGGER SPLICES 24" MINIMUM.
3/4" X 4" X 40" EMBEDDED PLATE
WITH 1/2 " DIA. HSA AT 12" O.C.
VERTICALLY. FIRST HSA AT 2"
FROM PLATE EDGE.
1/2" DIA. ROD WELDED TO EMBED
PLATE AND RESTRAINT PLATE AT
8" O.C.
A Marriott Brand Hotel
NOTE:
CONCRETE COLUMN
REINFORCING NOT
SHOWN FOR CLARITY.
(5)
AC TUCSON
(6)
(5)
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
(7)
1
2"
1" MAX
0" MIN
1
(1)
(3)
(3)
(6)
?
229
CLASS B SPLICE LENGTH
OR SINGLE KINKED BAR
(4)
EDGE OF SLAB AT EXTERIOR WALL
SCALE: NOT TO SCALE
114411-S5.2-243
239
TYPICAL MOMENT CONNECTION - WIDE FLANGE BEAM TO BEAM
SCALE: NOT TO SCALE
(1)
(3)
GRID
(2)
513-050
(4)
(2)
NOTES:
1.
(3)
6"
2.
3.
4.
CONCRETE WALL WITH
#5 AT 8" O.C. VERTICAL
AND 12" O.C. HORIZONTAL.
1/2" THICK WALL PIPE
INSULATION.
CONCRETE SLAB.
#5 AT 12" O.C. 36"
36"
(5)
(7)
1.
2.
3.
HSS COLUMN BASE PLATE IN COURTYARD
SCALE: NOT TO SCALE
PLAN VIEW
114411-S5.2-231
NOTE:
CONCRETE COLUMN
REINFORCING NOT
SHOWN FOR CLARITY.
NOTES:
1.
2.
4.
5.
6.
1.
2.
3.
4.
5.
6.
CONCRETE SLAB PER PLAN.
STEEL PLATE PER ARCH. BOLTED TO
STEEL ANGLE.
L6X3 1/2X5/16 LLH WITH 1/2" DIA. X 7"
STUDS AT 12" O.C.
L6X3-1/2X5/16 LLV WELDED TO ANGLE. .
3/8" DIA. A307 BOLT AT 18" O.C.
LIGHT GAGE STUD WALL.
(6)
CONCRETE SLAB PER PLAN.
PLATE PER ARCH. BOLTED TO STEEL ANGLE.
L6X3-1/2X5/16 LLH WITH 1/2" Ø X 7" STUDS AT 12" O.C.
L6X3-1/2X5/16 LLV WELDED TO ANGLE. .
3/8" Ø BOLT. NUT TACK WELDED TO BOLT.
LIGHT GAGE STUD WALL.
228
PLAN VIEW- MASONRY CAR RESTRAINT WALL AT COLUMN
SCALE: NOT TO SCALE
114411-S5.2-228
(6)
4" MIN.
4"
(2)
231
NOTES:
3.
0", TYP.
(1)
114411-S5.2-235
CONCRETE COLUMN.
POST-TENSIONED CONCRETE SLAB.
EDGE OF SLAB BEYOND AT COLUMN
SIDE.
1/2" NEOPRENE PAD.
#11 DOWEL AT CENTER OF COLUMN.
TROWEL SMOOTH.
#4 AT 8" O.C. EACH WAY.
(1)
(4)
EXTERIOR STEEL STUD WALL AT COURTYARD PODIUM SLAB
SCALE: NOT TO SCALE
NOTES:
4.
5.
6.
7.
(6)
235
U-SHAPE
19" DEEP
243
SECTION
FRAMING DETAILS
#
(1)
4" MIN.
(1)
(4)
(3)
(3)
(6)
(7)
(3)
(3)
(4)
5/18/2017 11:21:49 PM
(4)
(2)
(5)
3/16
1.5-12
(4)
(2)
(5)
3/16
NOTE:
CONCRETE SLAB
REINFORCING NOT SHOWN
FOR CLARITY.
(1)
NOTE:
CONCRETE SLAB REINFORCING
NOT SHOWN FOR CLARITY.
1.5-12
(5)
NOTE:
CONCRETE SLAB
REINFORCING NOT
SHOWN FOR CLARITY.
SCHNEIDER
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
244
CONCRETE INFILL WALL BETWEEN RAMPS
SCALE: NOT TO SCALE
114411-S5.2-244
240
DETAIL AT SHORT COLUMN BETWEEN RAMPS
SCALE: NOT TO SCALE
114411-S5.2-240
236
FLAT STEEL PLATE TOP CONNECTION
SCALE: NOT TO SCALE
114411-S5.2-236
232
Project Number: 114411
ANGLE STEEL PLATE TOP CONNECTION
SCALE: NOT TO SCALE
114411-S5.2-232
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S5.2
NOTES:
GRID
1.
3.
4.
(4)
(1)
2.
3.
4.
(2)
5.
6.
7.
8.
1.
2.
3.
CONCRETE WALL WITH
#5 AT 8" O.C. VERTICAL
AND 12" O.C. HORIZONTAL.
CONCRETE SLAB.
#5 AT 8" O.C. 36"
4.
5.
6.
7.
STEEL STUD TRACK CONTINUOUS.
STEEL STUD WALL PER ARCH.
STEEL GRATING.
STEEL BEAM.
(1)
MASONRY WALL.
(1) #5 IN SOLID GROUTED
BOND BEAM.
CONCRETE SLAB.
L3X3X1/4X1' -0" LONG AT 48" O.C.
WITH (2) 3/4" DIA. HSA AT 6" O.C.
SOLID GROUTED BOND BEAM
PER TYPICAL MASONRY WALL
REINFORCING SCHEDULE.
L3X3X1/4X0' -4" LONG AT 48" O.C.
WITH (1) 3/4" DIA. ANCHOR BOLT SNUG
TIGHT IN A VERTICAL LONG SLOTTED
HOLE WITH INTENTIONALLY DISTURBED
THREADS AFTER INSTALLATION.
3.
4.
5.
36"
6.
1.
2.
3.
ASSOCIATES LTD
ARCHITECTS AIA
STEEL GIRDER PER PLAN.
STEEL BEAM PER PLAN.
STEEL BEAM WHERE PRESENT
PER PLAN. SAME CONNECTION
AS SHOWN FOR OPPOSITE
SIDE.
ALL 3 INSIDE FACES AND BEAM
CORNER.
4.
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
1
(2)
2" TYP.
(4)
(2)
(2)
(4)
256
CURB WALL ON PODIUM SLAB
SCALE: NOT TO SCALE
114411-S5.3-256
252
NOTE:
CONCRETE SLAB REINFORCING
NOT SHOWN FOR CLARITY.
STEEL GRATING AT SLAB EDGE
SCALE: NOT TO SCALE
248
NON-BEARING MASONRY WALL AT CONCRETE SLAB
SOUTH CANOPY W MEMBERS CONNECTION
245
SCALE: NOT TO SCALE
SCALE: NOT TO SCALE
114411-S5.3-248
114411-S5.3-245
NOTES:
5.
(2)
(5)
5.
FORS job #
1.
3.
4.
1
24"
1
(5)
(6)
7.
(6)
(7)
6"
(2)
LINE OF RAISED PATIO PER ARCH.
GLASS GUARDRAIL PER ARCH.
EMBEDDED 7 1 /2" X3" X3/8" LLV
BENT PLATE CONTINUOUS WITH
1/2" Ø HSA AT 12" O.C. 3" BELOW
CONCRETE TOP AND ANOTHER
ROW 3" BELOW THAT.
L2 1/2 X2 1/2 X3/8 CONTINUOUS
BELOW GUARDRAIL SHOE.
1449
MASONRY WALL REINFORCED
WITH #5 AT 24" O.C.
(1) #5 IN SOLID GROUTED
BOND BEAM.
CONCRETE SLAB.
L3X3X1/4X1' -0" LONG AT 48" O.C.
WITH (2) 3/4" DIA. HSA AT 6" O.C.
L3X3X1/4X0' -4" LONG AT 48" O.C.
WITH (1) 3/4" DIA. ANCHOR BOLT
SNUG TIGHT IN A VERTICAL
LONG SLOTTED HOLE WITH
INTENTIONALLY DISTURBED
THREADS AFTER INSTAL LTION.
2.
(2)
T.O.W.
SEE ARCH
5.
24"
4.
5.
6.
NOTES:
1.
2.
3.
CL
1/2"
CLR
(4)
(3)
TYP.
1/4
1
2 3/4"
2-12
3 SIDES MIN.
1/4
3/16
4"
(4)
(5)
(2)
(5)
(1)
257
CONCRETE BARRIER WALL AT SLAB EDGE
SCALE: NOT TO SCALE
1.
2.
3.
4.
5.
6.
NOTES:
1.
2.
3.
114411-S5.3-257
NOTES:
CONCRETE SLAB PER PLAN.
HSS COLUMN.
L4X4X1/4 X 0'-10" WITH (2) 1/2" Ø
7" STUDS AT 6" O.C.
253
CONCRETE BARRIER WALL AT CONCRETE COLUMN - PLAN VIEW
SCALE: NOT TO SCALE
114411-S5.3-253
CONCRETE WALL.
1/4"X4"X0'-6" STEEL PLATE.
HSS6X6X1/4.
L8X4X1/4
PLATE 1/2"X12"X1'-0"
(4) 3/4" DIA. WEDGE
ANCHOR BOLTS.
1/2" CLR
114411-S5.3-249
(1)
1.
2.
3.
CONCRETE BARRIER WALL.
CONCRETE COLUMN.
FORM SAVER COUPLER EACH SIDE
AT HORIZONTAL WALL REINFORCING.
#5 BAR HOOKED AT FAR EDGE OF
COLUMN.
JOINT FILLER PER ARCH.
4.
(2)
NOTES:
1.
2.
36"
4.
5.
#4 AT 12" 0.C. VERTICAL.
#5 AT 10" O.C. HORIZONTAL, MINIMUM (5)
BARS. ALL HORIZONTAL
SPLICES TO BE MECHANICAL.
3.
4.
5.
(4)
(1)
(4)
1 1/2"
(2)
A
1 1/2"
(3)
(3)
(5)
(3)
1 1/2" CLR
A
MASONRY WALL.
(1) #5 IN SOLID GROUTED
BOND BEAM.
CONCRETE SLAB.
L3X3X1/4X1' -0" LONG AT 48" O.C.
WITH (2) 3/4" DIA. HSA AT 6" O.C.
L3X3X1/4X0' -4" LONG AT 48" O.C.
WITH (1) 3/4" DIA. ANCHOR BOLT.
SNUG TIGHT IN A VERTICAL L ONG
SLOTTED HOLE WITH
INTENTIONALLY DISTURBED
THREADS AFTER INSTALLATION.
1
(5)
1/2"
CLR
(3)
1 1/2"
CLR.
1/2"
1'-0"
114411-S5.3-246
36"
1
1
ELEVATOR GUIDE RAIL SUPPORT AT SEPARATOR BEAM
SCALE: NOT TO SCALE
CONCRETE WALL.
CONCRETE SLAB.
#4 AT 12" O.C. ALTERNATE BENDS.
6"
1'-0"
3/16
246
NOTES:
1.
2.
3.
5.
(2)
NON-BEARING MASONRY WALL AT CONCRETE SLAB
SCALE: NOT TO SCALE
NOTES:
4"
(1)
249
1
5/8"
114411-S5.3-261
(3)
NOTE:
CONCRETE SLAB REINFORCING
NOT SHOWN FOR CLARITY.
42" MIN. PER ARCH
SLAB BAND SECTION
SCALE: NOT TO SCALE
TYP.
(3)
NOTE:
CONCRETE SLAB REINFORCING
NOT SHOWN FOR CLARITY.
261
1"
(2)
(5)
1/2"
1' - 6"
3/4" CLR.
1
1/4
revisions
TYP.
(1)
(2)
date
04.06.15
1/4
(1)
(3)
(3)
STEEL BEAM.
L5x3x3/8 W ITH 2" LONG VERTICAL
SLOTTED HOLE EACH SIDE OF EACH
POST WITH 3/4 " DIA THRU BOLT.
HSS STEEL GUIDE RAIL SUPPORT
POST.
1/2"x6 1/2"x1'-1" STEEL BASE PLATE.
(3)
(4)
(4)
(1)
4"
4.
CL
1'-0"
(3)
(3)
(4)
.
7
1
9/ 3 0/
A Marriott Brand Hotel
(3)
4.
(1)
.A
A , U. S
1317
AC TUCSON
(1)
1 " CLR.
6.
CONCRETE WALL WITH
#5 AT 8" O.C. VERTICAL
AND 12" O.C. HORIZONTAL.
CONCRETE SLAB.
#5 AT 8" O.C.
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
Revision1
4.
1.
2.
3.
1 1/2" CLR
E
Date 1
3.
1
5/8"
2.
NOTES:
1"
TOP REINFORCEMENT PER
PLAN.
STIRRUP SIZE AND SPACING
PER PLAN.
#5 CONTINUOUS
REINFORCEMENT ENGAGING
STIRRUPS, TYPICAL.
BANDED TENDON BUNDLES
SUPPORTED BY #4 CROSS
BARS AT 4' -0" O.C. MAXIMUM.
ELEVATION PER PLAN.
CONCRETE COLUMN OUTLINE
BEYOND.
TRANSVERSE DISTRIBUTED
TENDONS. ELEVATIONS PER
PLAN
ES
I
AR
NOTES:
CONCRETE BARRIER WALL
CONCRETE COLUMN.
FORM SAVER COUPLER EACH SIDE
AT HORIZONTAL WALL REINFORCING.
#5 CONNECTOR BAR BETWEEN
COUPLERS.
JOINT FILLER PER ARCH.
1/2"
1.
1.
2.
3.
ee
O.
Swaim job #
114411-S5.3-252
NOTES:
IFI C A TE N
. 5.
1
NOTE:
CONCRETE SLAB REINFORCING
NOT SHOWN FOR CLARITY.
ona l E n g in
27349
RONALD H.
SCHNEIDER
T
114411-S5.3-260
(3)
ER T
C
DA
SCALE: NOT TO SCALE
1/4
e s si
f
ro
. /.
1
(6)
(5)
PLAN SECTION - EDGE COLUMN SSR
(4)
ur )
u c t al
(1)
r
(S t
3/16
r
NOTE:
STUDRAIL TYPICAL DETAILS
SHOWN ON DETAIL 41.
(4)
(1)
(5)
(7)
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
2" TYP.
(2)
(4)
dP
(5)
(3)
Reg i st ere
(6)
(8)
(7)
1/2"
CLR
(3)
T.O. GRATE = 112'-6"
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
GRID
(3)
4"
(6)
Hooked Development Length
(3)
260
1.
2.
NOTES:
SHEATHING MATERIAL AND ATTACHMENT AS
OCCURS.
STEEL STUD WALL.
CONTINUOUS BOTTOM TRACK.
CONNECTION AT BASE OF WALL PER
WALL SCHEDULE.
PODIUM SLAB, REINFORCED PER PLAN.
12" HIGH 6" CONCRETE WALL BENEATH
WALLS AROUND POOL AREA.
#4 CONTINUOUS, TOP AND BOTTOM.
#4 AT 12" O.C. WITH STANDARD HOOK.
5/8"
(1)
1.
SHEAR STUD
REINFORCEMENT ENDS
AT FACE OF COLUMN,
TYPICAL.
EDGE OFSHEAR STUD
REINFORCEMENT TO BE
IN L INE WITH COLUMN
FACES UNLESS NOTED
OTHERWISE.
COLUMN.
SLAB EDGE.
2
NOTES:
NOTES:
NOTES:
(4)
(1)
(2)
(4)
(6)
NOTE:
CONCRETE SLAB
REINFORCING NOT
SHOWN FOR CLARITY.
(3)
1/4
1
(5)
(2)
(1)
NOTE:
CONCRETE SLAB REINFORCING
NOT SHOWN FOR CLARITY.
A
4" MIN
3/16
262
CANOPY COLUMN TO SLAB CONNECTION
SCALE: NOT TO SCALE
114411-S5.3-262
258
HSS BEAM TO MASONRY WALL
SCALE: NOT TO SCALE
114411-S5.3-258
254
CONCRETE BARRIER WALL AT CONCRETE COLUMN - PLAN VIEW
SCALE: NOT TO SCALE
114411-S5.3-254
250
(5)
CONCRETE WALL DETAIL
SCALE: NOT TO SCALE
114411-S5.3-250
NOTE:
CONCRETE SLAB REINFORCING
NOT SHOWN FOR CLARITY.
(2)
(2)
3.
4.
NOTES:
STEEL BEAMS PER PLAN.
STEEL BEAM WHERE
PRESENT PER PLAN. SAME
CONNECTION AS SHOWN FOR
OPPOSITE SIDE.
L2X2X3/8X0'-2 1/2".
L2X2X3/8X0'-5 1/2".
NOTES:
1.
1
TYP.
2
GRID
1.
2.
(4)
1/4
3.
4.
(1)
BEAMS OF EQUAL SIZE
(1)
1.
2.
(1)
SHEAR STUD
REINFORCEMENT
ENDS AT FACE OF
COLUMN, TYPICAL.
EDGE OF SHEAR STUD
REINFORCEMENT TO
BE IN LINE WITH
COLUMN FACES
UNLESS NOTED
OTHERWISE.
COLUMN.
THREE SSRS PER
SIDE WHERE
INDICATED PER
PLAN.
3.
4.
5.
6.
7.
(7)
(5)
(3)
8.
CONCRETE SLAB PER PLAN.
LINE OF RAISED PATIO PER
ARCH.
10" CONCRETE WALL WITH #5
REBAR AT 12" O.C., EACH W AY.
DOWELS TO SERVE AS
VERTICAL W ALL REINFORCING,
LAP FULL HEIGHT OF WALL.
CONCRETE POOL LINER BY
POOL CONTRACTOR.
CONCRETE POOL BOTTOM
SLAB.
ROUGHEN TO 1/4" AMPLITUDE
WHILE CONCRETE IS PLASTIC.
LEAVE ROUGH SURFACE AT
WALL.
NOTES:
1.
2.
3.
6"
4.
5.
(4)
(4)
42" MIN. PER ARCH
GRID
(6)
(3)
1/4
247
NON-BEARING MASONRY WALL AT CONCRETE SLAB
SCALE: NOT TO SCALE
114411-S5.3-247
36"
(2)
TYP.
CONCRETE WALL.
CONCRETE SLAB.
#4 AT 12" O.C.
FRAMING DETAILS
NOTES:
(1)
TYP.
36"
#4 AT 12" 0.C. VERTICAL.
#5 AT 10" O.C. HORIZONTAL,
MINIMUM (5) BARS. ALL
HORIZONTAL SPLICES TO BE
MECHANICAL.
(1)
(5)
1
1 1/2"
CLR.
BEAMS OF UNEQUAL SIZE
(1)
5/18/2017 11:21:52 PM
(2)
(2)
1/4
NOTE:
STUDRAIL TYPICAL DETAILS
SHOWN ON DETAIL 41.
(8)
3/4" CLEAR
(2)
(3)
1/4
(4)
1/4
263
HIGH LOAD CONDITION
114411-S5.3-263
259
PLAN SECTION - INTERIOR COLUMN SSR
SCALE: NOT TO SCALE
114411-S5.3-259
255
POOL WALL DETAIL
SCALE: NOT TO SCALE
114411-S5.3-255
251
CONCRETE BARRIER WALL AT SLAB EDGE
SCALE: NOT TO SCALE
Project Number: 114411
114411-S5.3-251
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
HSS BEAM TO HSS BEAM CONNECTION
SCALE: NOT TO SCALE
SCHNEIDER
NOTE:
CONCRETE SLAB REINFORCING
NOT SHOWN FOR CLARITY.
(3)
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S5.3
NOTES:
NOTES:
POST-TENSIONED CONCRETE SLAB PER
PLAN.
1/8" THICK ROLL FORMED STEEL PLATE.
SEE ARCHTECTURAL DRAWINGS FOR SIZE
AND SPACING.
L4X4X1/4 CONTINUOUS WITH 1/2" Ø X 7"
STUDS AT 12" O.C.
L4X4X1/4 X 1'-0" MINIMUM.
3/8" Ø BOLT. NUT TACK WELDED TO BOLT.
3.
4.
5.
6.
TYP.
(3)
1'-0"
3/16
36"
1 1/2"
(1)
(2)
(2)
A
(4)
(3)
3/16
(4)
1/4
1' - 0"
(3)
2-12
(4)
PLATE TO
TRANSVERSE
BEAM, TYP.
1'-0"
4 1/2" TYP.
(6)
(5)
TYP.
(3)
A
(4)
1/4
(6)
TYP.
4" MIN
TYP.
2.
114411-S5.4-279
3.
NOTES:
3.
(5)
4.
5.
1/4
4.
5.
CONCRETE BEAM.
1/2"X9 1/2"X14 1 /2"X23" V BENT
PLATE WITH (15) 3/4" DIA. HEADED
STUD ANCHORS WITH 7"
EMBEDMENT.
3/4"X7"X12"X20 1/2" V BENT PLATE
CONNECTING EMBED PLATE TO
BEAMS.
3/4" DIA. HSA WITH 7" EMBEDMENT.
CANOPY BEAMS.
114411-S5.4-271
6.
SCALE: NOT TO SCALE
264
114411-S5.4-267
SCALE: NOT TO SCALE
114411-S5.4-264
STEEL COLUMN PER PLAN.
STEEL GIRDER PER PLAN.
(1)
NOTES:
1.
2.
3.
CONCRETE WALL.
STEEL GRATING PER PLAN.
L3X3X1/4 WITH 1/2 " DIA. EXPANSION
OR SCREW ANCHORS AT 24 " O.C.
MINIMUM 1" BEARING.
4.
(4)
1.
2.
3.
(7)
(8)
(4)
1 1/2"
(3)
(5)
(5)
3' MAX. PER ARCH.
(3)
(3)
(4)
(6)
4"
3/16
(4)
2-12
PRIMARY REINFORCEMENT,
Ø= d
4"
(11)
(5)
(2)
276
STEEL PLATE SCREEN AT SLIP CONNECTION
SCALE: NOT TO SCALE
114411-S5.3-276
272
STEEL GIRDER AT STEEL COLUMN
SCALE: NOT TO SCALE
1.
2.
3.
4.
NOTES:
CONCRETE COLUMN PER PLAN.
STEEL BEAM PER PLAN.
1/2"X4"X1'-9" PLATE CONNECTING
SIDE EMBED PLATES.
1/2"X15"V X9" HORIZONTAL SIDE
EMBED PLATE WITH (4) 3/4" DIA. HSA
WITH 7" EMBEDMENT SPACED AT
6" O.C. EACH WAY IN CENTER OF
PLATE.
5.
NOTES:
6.
1.
2.
3.
4.
5.
1
6.
7.
(1)
8.
TYP.
1/4
POST-TENSIONED CONCRETE SLAB PER PLAN.
HANGING STEEL STUD WALL PER PLAN.
L4X4X1/4 CONTINUOUS WITH 1/2" DIA. X 7"
STUDS AT 12" O.C.
L2X2X1/8 ANGLE BRACE AT 5'-0" ON CENTER
MAX. WITH MINIMUM ( 2) PER LEDGER 6" FROM
EACH END.
L3X3X1/4 LEDGER CONTINUOUS.
DISCONTINUE AT OPENINGS
THICKNESS OF STUD.
HORIZONTAL SECTION OF STUD AS A WEB
STIFFENER WITH (4) #8 SCREWS TO STUD
WEB AT ANGLE LEDGER.
18 GAUGE X 3" STRAP CONTINUOUS.
NOTE:
SLAB REINFORCEMENT
NOT SHOWN.
(6)
(2)
(1)
(3)
1
1' - 0"
(5)
1/4
1
(8)
1
(4)
(7)
1/8
TYP.
(5)
1/8
(4)
(1)
CANOPY SUPPORT FROM CONCRETE COLUMN
269
CANOPY SUPPORT ENDING AT CONCRETE COLUMN
114411-S5.4-281
277
NOTE:
BEAM AND SLAB
REINFORCEMENT NOT
SHOWN FOR CLARITY.
1
(4)
NOTE:
CONCRETE COLUMN
REINFORCING NOT
SHOWN FOR CLARITY.
SCALE: NOT TO SCALE
SCALE: NOT TO SCALE
114411-S5.4-269
NOTES:
HANGING WALL AT WIND BRACE
SCALE: NOT TO SCALE
114411-S5.4-277
273
1.
PLAN VIEW- CONCRETE COLUMN AT CONCRETE WALL
SCALE: NOT TO SCALE
114411-S5.4-273
2.
NOTES:
1.
(11)
1.
2.
3.
3.
CONCRETE COLUMN.
3/4"X10"X0'-10" STEEL PLATE WITH (4)
1/2" DIA. HEADED STUD ANCHORS
WITH 7" EMBEDMENT.
HORIZONTAL STEEL TUBE BEAM.
(1)
4.
(5)
3/16
(3)
(2)
(5)
(1)
9.
(3)
(2)
7"
(5)
(3)
(4)
(6)
TYP
3/16
(3)
(2)
NOTE:
COLUMN REINFORCEMENT NOT
SHOWN FOR CLARITY.
NOTE:
WHEN 1/4" BENT PLATE
EXCEEDS 6" IN L ENGTH,
PLATE MUST BE SHORED
UNTIL CONCRETE REACHES
DESIGN STRENGTH.
(7)
NOTE:
BEAM AND SLAB
REINFORCEMENT NOT
SHOWN FOR CLARITY.
SCHNEIDER
(9)
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
282
STEEL DECK AT STEEL BEAM
SCALE: NOT TO SCALE
583-120
FOUNDATION
STRUCTURAL ENGINEERS
(4)
(8)
5/18/2017 11:21:56 PM
6.
8.
(2)
2-12
5.
(1)
(4)
(8)
3.
4.
CONCRETE SLAB ABOVE.
CONCRETE BEAM.
3/4"X8"XO'-8" STEEL PLATE WITH(4)
1/2" DIA. HEADED STUD ANCHORS
WITH 7" EMBEDMENT AT 5" O.C.
EACH WAY.
CANOPY BEAM.
7.
2"
(1)
NOTES:
1.
2.
3/4" CLR
(6)
(7)
3/16
NOTES:
2"
(10)
1/4" CONTINUOUS BENT
STEEL PLATE.
2. STEEL BEAM.
3. 2" TYPICAL.
4. 0" TO 6" NO REINFORCING
REQUIRED; 6" TO 12" ADD
#4 REINFORCING AT 12" O.C.
12" TO 18" ADD #5 REINF.
AT 12" O.C.
5. 2'-0" MINIMUM.
6. REINFORCING WHERE REQUIRED.
7. CONCRETE OVER STEEL DECK
- FOR DIRECTION OF DECK,
SEE PLANS.
8. WELD ANGLE TO BEAM - TYP.
9. COLD-FORMED STEEL STUD WALL
PER PLAN.
10. TRACK TO CONCRETE CONNECTION
PER WALL SCHEDULE.
11. 1/2" DIA. HEADED STUD CENTERED
ON BEAM WEB WHERE PRESENT.
REQUIRED NUMBER OF TOP
LONGITUDINAL BARS LOWERED
BELOW TOP TRANSVERSE BARS TO
ENGAGE STIRRUPS.
TOP TRANSVERSE AND
LONGITUDINAL REINFORCING PER
PLAN.
CONCRETE SLAB.
BOTTOM TRANSVERSE AND
LONGITUDINAL SLAB REINFORCING
PER PLAN.
ALL CROSSTIES ALTERNATE 180°
HOOK SIDE.
STIRRUP SIZE, SPACING AND
NUMBER OF LEGS PER SCHEDULE.
1 1/2" CLEARANCE TO STIRRUP ON
ALL SIDES.
1" CLEARANCE BETWEEN DOUBLE
LAYERED BARS.
#3 BARS AT 10"O.C. VERTICALLY
EACH SIDE FACE OF BEAM BELOW
SLAB
3"
(9)
114411-S5.4-265
(4)
(4)
281
CONCRETE COLUMN TO CONCRETE SLAB CONNECTION
SCALE: NOT TO SCALE
1/4
(3)
1/4
265
5" 1 1/2" TYP.
3 SIDES
(3)
(6)
TYP.
3/4" THICK 6" X 22" STEEL PLATE
CONNECTING EMBED PLATE TO
BEAM.
CONCRETE BEAM.
STEEL CANOPY BEAMS.
3/4" THICK 8" X 8" STEEL PLATE
WITH (4) 1/2" Ø HSA AT 5" O.C. EACH
WAY WITH 7" EMBEDMENT.
1
(1)
EACH STUD
(3)
revisions
t weld=d/2
(2)
(3)
(2)
1.
2.
3.
4.
1
(2)
date
04.06.15
l weld
NOTES:
1
CONCRETE COLUMN PER PLAN.
CONCRETE SHEAR WALL PER PLAN.
COLD JOINT.
#4 X18" LONG BARS THREADED INTO
FORM SAVERS.
#4 FORM SAVERS AT 18" O.C. WITH
STANDARD HOOK INTO WALL.
COLUMN REINFORCEMENT PER
SCHEDULE.
4 1/2"
(2)
FORS job #
1449
FRAMING DETAILS
4.
l weld
114411-S4.4-268
NOTES:
114411-S5.4-280
1.
2.
3.
Swaim job #
l weld=3/4d
SCALE: NOT TO SCALE
1
SCALE: NOT TO SCALE
.
7
1
9/ 3 0/
ANCHOR BAR, Ø= d
(9)
(10)
STEEL GRATING ATTACHMENT AT CONCRETE WALL
268
114411-S5.4-272
PLAN VIEW- CANOPY SUPPORT FROM CONCRETE BEAM
280
.A
A , U. S
1
(5)
1/4
0 6.
/
GN E D .0.4 . .
I Z ON
x pi r
es
67"
(6)
(6)
(2)
CONCRETE SLAB PER PLAN.
CONCRETE COLUMN PER PLAN.
#9 ANCHOR BAR WELDED TO #9
BENDING BAR.
4. (2) #9 BENDING BARS TOP.
5. #4 CLOSED STIRRUPS AT 6" O.C.
6. #4 FRAMING BAR TO ANCHOR
STIRRUPS.
7. PRIMARY COLUMN TOP TIE LOWERED
BELOW BENDING BAR.
8. 1/2" NEOPRENE PAD.
9. PRIMARY COLUMN TIE
REINFORCEMENT.
10. PRIMARY COLUMN VERTICAL
REINFORCEMENT.
11. #11 MIDDLE DOWEL HOOKED INTO
SLAB.
24"
t weld
8"
2' - 0"
1 1/2"
5"
(1)
2-12
(2)
(3)
(2)
(1)
(1)
(2)
(4)
E
1317
NOTES:
NOTES:
1.
2.
ee
O.
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
1.
2.
(1)
SCALE: NOT TO SCALE
ES
I
AR
AC TUCSON
SCALE: NOT TO SCALE
271
POST-TENSIONED CONCRETE SLAB PER
PLAN.
1/8" THICK ROLL FORMED STEEL PLATE.
SEE ARCHTECTURAL DRAWINGS FOR SIZE
AND SPACING.
L4X4X1/4 CONTINUOUS WITH 1/2" DIA. X 7"
STUDS AT 12" O.C.
L4X4X1/4 X 1'-0" MINIMUM.
3/8" DIA. BOLT. NUT TACK WELDED TO
BOLT.
SLOTTED HOLE.
t weld
1.
IFI C A TE N
HSS BEAM TO CONCRETE WALL AT ELEVATOR OPENING
t weld
279
114411-S5.3-275
NOTES:
EDGE OF SLAB AT SHAFT WALL CHANGE
267
1 1/2" CLR.
SCALE: NOT TO SCALE
CANOPY SUPPORT FROM CONCRETE BEAM
CANOPY SUPPORT FROM PARALLEL CONCRETE BEAM
1 1/2" CLR.
STEEL PLATE SCREEN AT FIXED CONNECTION
ona l E n g in
27349
RONALD H.
SCHNEIDER
T
(2)
A
ER T
C
DA
NOTE:
BEAM AND SLAB
REINFORCEMENT NOT
SHOWN FOR CLARITY.
e s si
f
ro
ur )
u c t al
1/4
275
(5)
(1)
r
(S t
TYP.
r
1/4
(5)
A Marriott Brand Hotel
1 1/2" 5"
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
(7)
1/2" CLR.
(3)
1/4
(4)
3' MAX. PER ARCH.
8 1/2"
7.
(2)
3 SIDES, TYP.
(3)
2.
36"
(2)
5"
(1)
ASSOCIATES LTD
ARCHITECTS AIA
. 5.
4.
5.
4.
CONCRETE WALL.
1/4"X4"X0'-6" STEEL PLATE.
HSS6X6X1/4.
ANGLE 8X4X1/4
PLATE 1/2"X12"X1'-0"
4-3/4" DIA. WEDGE
ANCHOR BOLTS.
COLD FORMED STUD WALL.
. /.
1
3.
1.
2.
3.
4.
5.
6.
STEEL STUD W ALL
PER PLAN AND TYPICAL DETAILS.
CONNECTION PER STUD WALL
SCHEDULE.
CONCRETE SLAB.
STEEL TRACK.
CONCRETE WALL.
#5 AT 12" O.C.
dP
2.
(1)
1.
Reg i st ere
3.
4.
(4)
TYP.
1 1/2"
1/4
1.
NOTES:
Revision1
CONCRETE SLAB AND BEAM.
1/2"X9 1/2"X14 1 /2"X23" V BENT
PLATE WITH (15) 3/4" DIA. HEADED
STUD ANCHORS WITH 7"
EMBEDMENT.
STEEL CANOPY BEAMS.
3/4"X7"X12"X42" V BENT PLATE
CONNECTING EMBED PLATE TO
BEAMS.
CONCRETE BEAM AND SLAB ABOVE.
STEEL CANOPY BEAMS.
3/4"X8"X0'-8" STEEL PLATE WITH (4)
1/2" DIA. HSA AT 5" O.C. EACH WAY
WITH 7" EMBEDMENT.
3/4"X6"X1'-10" STEEL PLATE
CONNECTING EMBED PLATE TO
BEAMS, TYPICAL.
Date 1
1.
2.
(1)
1.
2.
3.
NOTES:
THIS ELECTRONIC SIGNATURE
HAS BEEN AUTHORIZED BY ME
THIS 6th DAY OF APRIL 2015
NOTES:
1 1/2"
280
278
CANOPY UPPER SUPPORT FROM CONCRETE COLUMN
SCALE: NOT TO SCALE
114411-S5.4-278
274
CANOPY END SUPPORT FROM CONCRETE BEAM
SCALE: NOT TO SCALE
114411-S5.4-274
270
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
CONVENTIONALLY REINFORCED CONCRETE BEAM AT 6TH FLOOR
SCALE: NOT TO SCALE
114411-S5.4-270
S5.4
NOTES:
(3)
THICK.
(3)
(2)
1 1/2' TYP.
COL. SIZE + 3"
WALL
(5)
(1)
(7)
3/16
294
O
SCALE: NOT TO SCALE
114411-S5.5-294
290
T
F
O
R
114411-S5.4-298
(3)
(5)
PRELIMINARY
N
SCALE: NOT TO SCALE
(1)
(3)
NOTE:
STUDS WELDED TO BOTTOM
OF FLANGE MAY BE USED
IN LIEU OF BOLTS.
C O
298
(6)
BASEPLATE PLAN
CORNER CONDITION
COLUMN TO FLOOR
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
(5)
(6)
(11)
THICK.
HOLD DOWN AT HSS COLUMN AT SHARED CORNER
6.
(4)
ASSOCIATES LTD
ARCHITECTS AIA
(6)
(10)
WALL
1' - 0"
5.
(2)
(3)
(4)
(9)
THICK.
(1)
(4)
(8)
1 1/2" TYP.
(4)
4.
(8)
(5)
COL. SIZE + 3"
1/4
(3)
3.
(2)
(4)
BASEPLATE PLAN
(1)
7.
8.
STEEL BEAM.
REINFORCING WHERE REQUIRED
AT MINIMUM TOP CLEARANCE.
CONCRETE OVER STEEL DECK
- FOR DIRECTION OF DECK,
SEE PLANS.
COLD-FORMED STEEL STUD WALL
PER PLAN.
TRACK TO CONCRETE CONNECTION
PER WALL SCHEDULE.
1/2" DIA. HEADED STUD CENTERED
ON BEAM WEB WHERE PRESENT.
O N
(2)
(2)
3/16
1.
2.
N
3.
4.
5.
(7)
NOTES:
SLAB.
COLD FORMED STUD WALL.
METAL DECK.
BOTTOM TRACK, CONTINUOUS.
TOP TRACK, CONTINUOUS.
(2) #3 CENTERED ABOVE
DECK, CONTINUOUS AS
SHOWN.
2" MINIMUM BEARING.
TRACK TO CONCRETE
CONNECTION PER WALL
SCHEDULE.
3 1/4"
(1)
(1)
WALL
1.
2.
3.
4.
5.
6.
CENTERLINE OF COLUMN.
SIMPSON MSTC66 STRAP
CENTERED AT STEEL BEAM
END.
3. COLD FORMED TOP TRACK.
4. 3/8" STIFFENER PLATE EACH
SIDE OF BEAM.
5. STEEL STUD WALL.
6. COLD FORMED STEEL STUD
ADJACENT TO COLUMN.
7. WELD 3 SIDES - TYPICAL.
8. STEEL BEAM.
9. 1/2" CAP PLATE.
10. (2) 3/4" DIA. BOLTS ON
BEAM GAUGE.
11. STEEL COLUMN.
1 1/2" TYP.
2.
STEEL SHEATHING PER
WALL SCHEDULE.
STEEL STUD W ALL PER
ARCH WITH MINIMUM
STUD THICKNESS OF 33
MILS AND MINIMUM
FLANGE WIDTH OF 1 5/8".
HSS COLUMN PER PLAN.
HOLD DOWN PER PLAN.
EDGE ATTACHMENT PER
SHEAR WALL
SCHEDULE.
3.
4.
COL. SIZE + 6"
1.
1.
2.
CONCRETE SLAB.
WALL AND ATTACHMENT AS
OCCURS.
STEEL COLUMN WITHIN WALL.
1/2"X6"X1'-0" STEEL BASE
PLATE WITH 2 ANCHOR BOLTS.
STEEL BEAM TO STEEL COLUMN CONNECTION AT STEEL STUD WALL
SCALE: NOT TO SCALE
515-510
286
INTERIOR LOAD BEARING WALL AT DECK SWITCH
SCALE: NOT TO SCALE
580-001-TYP
283
S
I
NOTES:
NOTES:
1.
2.
3"
NOTE:
PROVIDE TEMPORARY SUPPORT TO
COLUMNS WITH ONLY (2) ANCHOR
BOLTS UNTIL TOP IS CONNECTED
TO FRAMING.
NOTES:
T R U C T
STEEL DECK AT STEEL BEAM
SCALE: NOT TO SCALE
Swaim job #
583-120
NOTES:
NOTES:
NOTES:
1.
2.
(1)
3.
4.
5.
6.
1.
2.
CONCRETE POST- TENSIONED SLAB
PER PLAN.
HANGING COLD-FORMED STUD WALL
PER ELEVATION.
FINISH PER ARCH.
LEDGER PER DETAIL.
ANGLED WIND BRACE PER DETAIL.
BUTT WELD ANGLE INTERSECTING
SURFACES TOGETHER.
1.
2.
(1)
3.
4.
277
SIM
SLAB ON METAL DECK.
COLD FORMED STUD WALL PER
ARCH.
2", VERIFY WITH ELEVATOR MFR.
WALL BEYOND.
L6X4X1/4 CONTINUOUS AT SLAB
EDGE.
SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
1/4" ANGLE, VERIFY SIZE WITH
ELEVATOR MFR.
TOP TRACK.
3.
4.
5.
NOTES:
RAILING PER ARCH.
CONNECTION PER WALL
SCHEDULE.
CONCRETE ON STEEL DECK.
L6X4X1/4 AT EDGE.
6.
7.
(4)
1.
2.
3.
8.
4.
1.
2.
3.
4.
5.
(2)
(1)
(1)
7.
date
04.06.15
revisions
(1)
3 1/4"
2-12
FORS job #
1449
(5)
(3)
3 1/4"
3/16
SLAB ON METAL DECK.
COLD FORMED STUD WALL.
BOTTOM TRACK, CONTINUOUS.
TOP TRACK, CONTINUOUS.
(2) #3 CENTERED ABOVE
DECK, CONTINUOUS AS
SHOWN.
SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
TRACK TO CONCRETE
CONNECTION PER WALL
SCHEDULE.
6.
(7)
(2)
(5)
(5)
1317
NOTES:
SLAB ON METAL DECK.
COLD FORMED STUD WALL.
L3X3X3/16 CONTINUOUS WELDED
TO EACH STUD.
THICKNESS OF STUD.
1/8
3"
(7)
(4)
(4)
3"
(3)
(2)
(3)
(3)
2-12
(4)
(8)
(6)
(6)
(7)
(6)
(4)
277
295
114411-S5.5-299
BALCONY EDGE
SCALE: NOT TO SCALE
114411-S5.5-295
291
CONCRETE ON STEEL DECK AT ELEVATOR OPENINGS
SCALE: NOT TO SCALE
114411-S5.5-291
KEYNOTES:
600S162-43 AT 24" O.C., TYPICAL. WHERE DISTANCE TO LEDGER
EXCEEDS 16' -0" USE 600S162-54 AT 24" O.C.
FLAT STRAP BRACING EACH SIDE AT 4'-0" O.C. VERTICALLY WITH SOLID
BLOCKING AT LAST STUD. NO ANCHOR STUDS OR CROSS BRACING
ARE REQUIRED IN HANGING WALLS.
LEDGER CONNECTING EACH STUD AT CONCRETE SLAB.
CONCRETE SLAB PER PLAN.
LINTEL ABOVE OPENINGS TO BE A 600T150-43 TRACK ONLY.
LINTEL BELOW OPENINGS 3'-0" WIDE OR LESS TO BE
(2) BOXED 362S162-43.
JAMB BETWEEN OPENING TO BE (1) 600S162-54 WHERE DISTANCE TO
LEDGER EXCEEDS 16'-0" USE (2) BOXED 600S162-43 WITH WEB
STIFFENERS ON EACH MEMBER AT LEDGER.
LINTEL BELOW OPENINGS MORE THAN 3'-0" AND LESS THAN 5'-6" TO BE
(2) BOXED 362S162-54.
JAMB WITH AN OPENING ON ONLY ONE SIDE TO BE 600S162-43, WHERE
DISTANCE TO LEDGER EXCEEDS 16'-0" USE 600S162-54.
3.
4.
5.
6.
7.
8.
9.
1.
2.
3.
4.
5.
CONCRETE OVER STEEL DECK.
STEEL BASE PLATE.
HSS POST.
C-BEAM PER PLAN.
L6X4X1/4 LLV, CONTINUOUS.
1/4" END PLATE STIFFENER.
1/4" CAP PLATE
1/4" CONNECTION PLATE AND
BOLTS PER TYPICAL DETAIL.
6.
7.
8.
(7)
(3)
(1)
284
INTERIOR LOAD BEARING WALL AT DECK
SCALE: NOT TO SCALE
NOTES:
1.
2.
3.
1.
2.
SLAB ON METAL DECK.
COLD FORMED STUD WALL.
L3X3X3/16 CONTINUOUS
WELDED TO EACH STUD.
THICKNESS OF STUD.
4.
3.
4.
5.
6.
(1)
(6)
(2)
(2)
(3)
(5)
(1)
(2)
(1)
1/8
580-001-TYP
NOTES:
SLAB ON METAL DECK.
COLD FORMED STUD WALL.
BOTTOM TRACK, CONTINUOUS.
TOP TRACK, CONTINUOUS.
L6X4X1/4 CONTINUOUS AT SLAB
EDGE.
SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
TRACK TO CONCRETE
CONNECTION PER WALL
SCHEDULE.
THICKNESS OF TRACK
(5)
2-12
SLAB ON METAL DECK.
COLD FORMED STUD WALL PER
ARCH.
CONTINUOUS TRACK.
TRACK TO CONCRETE
CONNECTION PER WALL
SCHEDULE.
L6X4X1/4 CONTINUOUS AT SLAB
EDGE.
SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
(2)
(4)
(3)
3 1/4"
2.
580-001-TYP
(5)
3"
1.
EXTERIOR CURTAIN WALL AT TRANSVERSE DECK
SCALE: NOT TO SCALE
NOTES:
NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
287
3- SIDE
(6)
3/16
(8)
(4)
NOTE: FOR INTERMEDIATE BRACING
CONNECTIONS REFER TO WALL BRACING
OPTIONS SHEET AND TYPICAL DETAILS.
(8)
2-12
(3)
(7)
(4)
(4)
2-12
(3)
(6)
(6)
(4)
(7)
3/16
1/8
(2)
(3)
(4)
242
242
6TH FLOOR
ELEVATION PER
PLAN
(5)
BEAM TO HSS POST AT ELEVATOR SHAFT
296
SCALE: NOT TO SCALE
114411-S5.5-296
292
INTERIOR LOAD BEARING WALL AT DECK OPENING
SCALE: NOT TO SCALE
114411-S5.5-292
288
EXTERIOR CURTAIN WALL AT BEARING DECK
SCALE: NOT TO SCALE
580-001-TYP
285
CONCRETE ON STEEL DECK AT ELEVATOR OPENINGS
SCALE: NOT TO SCALE
114411-S-285
(1)
(6)
OPEN
NOTES:
(9)
1.
2.
(2)
3.
(5)
5/18/2017 11:21:59 PM
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
(7)
(3)
NOTES:
(4)
1.
2.
3.
LEVEL 5 OR 5.5
ELEVATION PER
PLAN
OPEN
277
277
4.
(9)
(1)
5.
(1)
6.
(2)
(2)
(8)
(6)
(3)
LEVEL 4 OR 4.5
277
4.
5.
6.
7.
(4)
NOTES:
(7)
3/16
(1)
(2)
1.
2.
3.
4.
(1)
(3)
(5)
(3)
5.
6.
7.
CENTERLINE OF COLUMN.
STEEL BEAM.
3/8" STIFFENER PLATE EACH
SIDE OF BEAM.
(2) 3/4" DIA. BOLTS ON
BEAM GAUGE.
1/2" CAP PLATE.
STEEL COLUMN.
WELD 3 SIDES - TYPICAL.
(4)
(5)
(6)
(7)
(6)
(4)
1/4
(4)
(6)
(1)
303
(2)
(3)
(6)
(4)
ELEVATION PER
PLAN
277
(6)
STEEL SHEATHING PER
WALL SCHEDULE.
STEEL STUD W ALL
STEEL STUD PER WALL
SCHEDULE OR ARCH.
BUILT UP STEEL STUD
MEMBER PER SHEAR
WALL CHORD
SCHEDULE.
HOLDOWN PER PLAN
AND SCHEDULE.
EDGE ATTACHMENT PER
SHEAR WALL SCHEDULE.
SLAB ON METAL DECK.
COLD FORMED STUD WALL PER
ARCH.
L6X4X1/4 CONTINUOUS AT SLAB
EDGE.
SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
STEEL BEAM.
STEEL COLUMN PER PLAN.
3/16" CAP PLATE.
(5)
NOTE:
STUDS WELDED TO BOTTOM
OF FLANGE MAY BE USED
IN LIEU OF BOLTS.
(6)
303
AC TUCSON
SCALE: NOT TO SCALE
A Marriott Brand Hotel
(3)
SCHNEIDER
FRAMING DETAILS
(2)
HANGING WALL WIND BRACE PLAN VIEW AT CORNERS
299
SUBMITTED FOR REFERENCE ONLY
(6)
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
(2)
FOUNDATION
STRUCTURAL ENGINEERS
300
HANGING WALL ELEVATION NEAR DOUBLE OPENING,
TYPICAL OF ALL OPENINGS
SCALE: NOT TO SCALE
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
114411-S5.6-300
297
HOLD DOWN AT STEEL SHEATHED WALL CORNER
SCALE: NOT TO SCALE
602-017-TYP
293
STEEL BEAM AT ELEVATOR
SCALE: NOT TO SCALE
114411-S5.5-293
289
STEEL BEAM TO STEEL COLUMN CONNECTION
SCALE: NOT TO SCALE
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
515-030
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S5.5
ASSOCIATES LTD
ARCHITECTS AIA
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
T
F
O
R
N
O
N
S
I
C O
O N
PRELIMINARY
T R U C T
Swaim job #
1317
FORS job #
1449
date
04.06.15
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
AC TUCSON
FRAMING DETAILS
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
5/18/2017 11:22:00 PM
A Marriott Brand Hotel
revisions
SCHNEIDER
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S5.6
NOTES:
1.
2.
3.
4.
5.
6.
7.
STEEL STUD WALL.
STEEL TRACK CONTINUOUS.
STEEL JOISTS PER PLAN.
STEEL DECK - FOR
DIRECTION, SEE PLAN.
BLOCKING BETWEEN JOISTS OVER WALL.
STEEL DECK CONNECTION PER GSN.
SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
4.
5.
6.
7.
8.
9.
(5)
(8)
(1)
ROOF FINISH.
ROOF, 1 1/2" B DECK.
ROOF TRUSS.
WALL W ITH GYPSUM OR OTHER
SOUND/FIRE MATERIAL.
5. WALL TOP TRACK WITH SCREWS TO
HAT CHANNEL / STEEL SHEET.
6. CEILING GYPSUM OR OTHER SOUND/FIRE
MATERIAL.
7. COLD-FORMED HAT CHANNEL.
8. AT SHEAR WALLS SCREWS FROM SHEET
STEEL TO BOTTOM CHORD.
9. AT SHEAR WALLS 0.027" THICK STEEL
SHEET ABOVE HAT CHANNEL.
10. SCREWS FROM HAT CHANNEL TO TRUSS
BOTTOM.
11. VERTICAL DEFLECTION CONNECTION.
(2)
(5)
(3)
(4)
(6)
(5)
(6)
9
(3)
(2)
(9)
3.
4.
5.
6.
7.
8.
9.
(9)
(5)
(4)
(2)
(8)
(9)
8.
BLOCKING
TO LEDGER
2-12
9.
10.
(4)
11.
12.
(6)
(8) ,(10)
13.
14.
(6)
(7)
O
(1)
(5)
(3)
N
(1)
(14)
S
(3)
(5)
(3)
T
F
O
PRELIMINARY
(8)
(10)
2"
MIN
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
C O
(7)
4.
5.
6.
7.
(9)
(1)
3.
(1)
(1)
(11)
(3)
(13)
EDGE ATTACHMENT.
PLYWOOD SHEAR PANEL
EVERY THIRD BAY. SEE
TYPICAL DETAIL.
COLD-FORMED STEEL STUD
WALL.
ROOF B STEEL DECK.
SIMPSON S/H2.5 EACH TRUSS.
COLD-FORMED STEEL
PRE-ENGINEERED TRUSS.
STAGGER TRUSSES AS REQUIRED
AT WALL.
COLD-FORMED STEEL STUD
BLOCKING IN BAYS WHERE
PLYWOOD SHEAR PANEL IS
OMITTED.
CONTINUOUS BUILT-UP STEEL
BEARING PLATE PER INSET DETAIL.
SHEATHING AS OCCURS.
CONTINUOUS COLD-FORMED STEEL
TOP TRACK.
TYPICAL WALL STUD MEMBER.
#10 SCREWS AT 12" O.C.
BOTH SIDES.
TYPICAL CONT. TRACK MEMBER.
#12 SCREWS AT 12" O.C.
R
(2)
(6)
1.
2.
(4)
TOP AND
BOTTOM
EACH STUD
ASSOCIATES LTD
ARCHITECTS AIA
NOTES:
(12)
(5)
(7)
(8)
(11)
BUILT-UP
STEEL BEARING PLATE
(2)
(9)
STEEL STUD WALL.
L3X3X1/4 CONTINUOUS LEDGER
ANGLE.
STEEL DECK - FOR
DIRECTION, SEE PLAN.
STEEL STUD BLOCKING.
STEEL TRACK CONTINUOUS.
STEEL DECK CONNECTION PER GSN.
SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
THICKNESS OF BLOCKING.
THICKNESS OF STUD.
O N
NOTES:
1.
2.
3.
4.
STEEL STUD WALL.
STEEL STUD BRACING. ATTACH--STEEL DECK - FOR
DIRECTION, SEE PLAN.
STEEL STUD BLOCKING.
CONTINUOUS 16 GAUGE ANGLE.
STEEL DECK CONNECTION PER GSN.
SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
PROFILE OF PARAPET AND CAP.
- #- SCREWS PER OVERLAP.
N
1.
2.
3.
I
1.
2.
NOTES:
NOTES:
T R U C T
(9)
(9)
Swaim job #
(1)
STEEL DECK AT STEEL STUD WALL
316
SCALE: NOT TO SCALE
308
(7)
114411-S6.0-316
WALLS NOT UNDER ROOF TRUSS
SCALE: NOT TO SCALE
114411-S.6.0-308
STEEL DECK AT STEEL STUD WALL
304
SCALE: NOT TO SCALE
586-010
301
COLD-FORMED STEEL TRUSSES AT COLD-FORMED STEEL STUD WALL
SCALE: NOT TO SCALE
1317
565-021
FORS job #
NOTES:
NOTES:
NOTES:
(1)
BRACING IN PARAPET WALLS
SCALE: NOT TO SCALE
(6)
1.
FOR SIZE, TYPE AND NUMBER
OF BOLTS, SEE TYPICAL BOLT
SCHEDULE.
STEEL BEAM.
3/8 " STEEL THRU PLATE 5/8 " STEEL THRU PLATE
WHERE "D" = 27" OR
GREATER.
STEEL COLUMN.
WELD BOTH SIDES - TYPICAL.
1/4" CAP PLATE.
(2)
114411-S.6.0-312
2.
3.
NOTES:
(8)
(4)
(2)
(5)
NOTES:
1.
2.
3.
4.
5.
6.
7.
STEEL COLUMN PER PLAN.
STEEL STUD WALL BEYOND.
STEEL BEAM, PER PLAN.
TRUSS ASSEMBLY.
STEEL DECK.
STEEL JOIST.
SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
8. THICKNESS OF STUD.
9. L3X3X1/4 CONTINUOUS TOP.
10. THICKNESS OF TRUSS.
(2)
(9)
(1)
2"
CLR
(1)
STEEL BEAM.
3/8" SHEAR PLATE.
3 SIDES TYPICAL.
(2) 3/4" DIA. BOLTS.
4.
5.
6.
"D"
1.
2.
3.
4.
(4)
(8)
(10)
(5)
(1)
#
(4)
(2)
(4)
8.
revisions
(3)
(9)
3/16
(7)
(6)
(10)
(4)
(10)
7.
(6)
(3)
(3)
3/16
(1)
(7)
date
04.06.15
(3)
(5)
(1)
3.
4.
5.
6.
1449
EDGE ATTACHMENT.
PLYWOOD SHEAR PANEL
EVERY THIRD BAY. SEE
TYPICAL DETAIL.
STEEL BEAM.
ROOF B STEEL DECK.
SIMPSON S/H2.5 EACH TRUSS.
COLD-FORMED STEEL
PRE-ENGINEERED TRUSS.
STAGGER TRUSSES AS
REQUIRED.
COLD-FORMED STEEL STUD
BLOCKING IN BAYS WHERE
PLYWOOD SHEAR PANEL IS
OMITTED.
#12 SCREWS AT 6" O.C.
(2)
(7)
(2)
STEEL STUD TRACK - TOP
AND BOTTOM.
2. STEEL STUD WALL.
3. WELD EACH STUD - TOP
AND BOTTOM OF EACH LEDGER.
4. CONTINUOUS STEEL ANGLE
L3X3X1/4 TOP AND BOTTOM.
5. STEEL DECK.
6. STEEL JOIST.
7. SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
8. STEEL DECK ATTACHMENT TO
LEDGER PER GSN.
9. THICKNESS OF STUD.
10. THICKNESS OF TRUSS.
(5)
513-040
313
COLD-FORMED STEEL TRUSSES AT EXTERIOR STEEL STUD WALL
SCALE: NOT TO SCALE
309
114411-S6.0-313
STEEL BEAM TO STEEL COLUMN CONNECTION
SCALE: NOT TO SCALE
514-026
COLD-FORMED STEEL TRUSSES AT EXTERIOR STEEL STUD WALL
305
SCALE: NOT TO SCALE
114411-S6.0-305
302
SCALE: NOT TO SCALE
COLD-FORMED STEEL TRUSSES AT STEEL BEAM
565-050
(9)
NOTES:
(4)
1.
2.
3.
(1)
NOTES:
1.
2.
3.
4.
5.
6.
7.
(2)
STEEL STUD WALL.
STEEL BEAM.
STEEL ROOF DECK
STEEL STUD SLIP TRACK.
STEEL TOP TRACK CONTINUOUS.
VERTICAL DEFLECTION CONNECTION
THICKNESS OF TRACK.
(6)
4.
5.
(8)
6.
7.
8.
CL
STEEL STUD WALL.
EDGE ATTACHMENT.
CONTINUOUS STEEL TRACK LEDGER TO
MATCH DEPTH AND GAUGE OF JOIST
WITH (8) #10 SCREW S AND SIMPSON
S/H2.5 AT EACH STUD.
STEEL STUD TRACK.
STEEL STUD BLOCKING WITH (2)
#10 SCREWS PER BLOCK.
STEEL DECK.
LIGHT GAGE STEEL JOIST.
14 GAUGE CLIP ANGLE AT EACH JOIST
WITH (6) #10 SCREWS AT EACH JOIST
AND (6) #1 0 SCREWS TO LEDGER
4"
(8)
(11)
(4)
(5)
4"
(5)
9.
(1)
(3) #10 SCREW S FROM LEDGER TO BLOCK.
(3)
(7)
(7)
(9)
CLR
1"
(4)
(9)
(5)
(1)
(11)
(2)
NOTES:
1.
2.
3.
4.
5.
STEEL STUD WALL.
STEEL STUD MEMBERS.
SHEATHING MATERIAL AND ATTACHMENT
AS OCCURS.
CONTINUOUS 16 GAUGE ANGLE.
- # - SCREWS PER OVERLAP.
(1)
(4)
(3)
(3)
(1)
(2)
(5)
(10)
(2)
(6)
MIN
(5)
(3)
(12)
1 1/2"
(6)
NOTE:
IF DEPTH (9) IS GREATER THAN OR HEIGHT (10) IS GREATER THAN
- USE CROSS BRACE, DETAIL 312.
(5)
(6)
STEEL STUD TRACK - TOP
AND BOTTOM.
STEEL STUD WALL.
WELD EACH STUD - TOP
AND BOTTOM OF EACH LEDGER.
4. CONTINUOUS STEEL ANGLE
L3X3X1/4 TOP AND BOTTOM.
5. STEEL DECK.
6. STEEL JOIST.
7. COLD-FORMED BEARING WALL.
8. SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
9. STEEL DECK ATTACHMENT TO
LEDGER PER GSN.
10. THICKNESS OF STUD.
11. THICKNESS OF TRUSS.
2.
3.
(8)
2-12
(4)
1.
(3)
(2)
(7)
CONTIMUOUS 16 GAUGE ANGLE.
STEEL STUD WALL.
THICKNESS OF TRUSS.
CONTINUOUS STEEL ANGLE
L3X3X1/4 TOP AND BOTTOM.
5. STEEL DECK. ATTACHMENT TO
LEDGER PER GSN.
6. STEEL JOIST.
7. SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
8. PROFILE OF PARAPET
MATERIALS. SEE
ARCHITECTURAL DRAWINGS.
9. COORDINATE LENGTH OF
INTERIOR STUD TO OVERALL
DIMENSION. SEE ARCH
DRAW INGS FOR SIZES.
10. COORDINATE LENGTH OF STUD
WITH HEIGHT OF PARAPET. SEE
ARCH DRAWINGS FOR SIZES.
11. - # - SCREWS PER OVERLAP,
TYPICAL.
12. THICKNESS OF STUD.
NOTES:
1.
2.
3.
4.
(1)
(10)
(1)
NOTES:
TYP.
(11)
(4)
(4)
(3)
(7)
318
STEEL DECK AT HIGH ROOF BEAM
SCALE: NOT TO SCALE
114411-S6.0-318
314
LIGHT GAGE STEEL JOIST AT STUD WALL
SCALE: NOT TO SCALE
572-012
310
COLD-FORMED STEEL TRUSSES AT EXTERIOR STEEL STUD WALL
SCALE: NOT TO SCALE
114411-S6.0-310
6.
7.
8.
9.
(4)
(6)
(1)
(11)
(5)
(6)
1.
2.
3.
4.
CONTINUOUS 16 GAUGE ANGLE.
STEEL STUD WALL.
WELD EACH STUD TO ANGLE.
L3X3X1/4 CONTINUOUS STEEL
ANGLE.
5. STEEL DECK. ATTACHMENT TO
LEDGER PER GSN.
6. STEEL TRUSS MEMBERS.
7. SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
8. PROFILE OF PARAPET
MATERIALS. SEE
ARCHITECTURAL DRAWINGS.
9. COORDINATE LENGTH OF
INTERIOR STUD TO OVERALL
DIMENSION. SEE ARCH
DRAW INGS FOR SIZES.
10. COORDINATE LENGTH OF STUD
WITH HEIGHT OF PARAPET. SEE
ARCH DRAWINGS FOR SIZES.
11. - # - SCREWS PER OVERLAP.
(1)
(2)
5.
(3)
6.
7.
(1)
(7)
(9)
(6)
(2)
(7)
(1)
(8)
DETAIL AT BOTTOM OF HANGING WALLS
SCALE: NOT TO SCALE
114411-S6.0-303
ROOF FINISH.
ROOF, 1 1/2" B DECK.
ROOF TRUSS.
WALL W ITH GYPSUM OR OTHER
SOUND/FIRE MATERIAL.
WALL TOP TRACK WITH SCREWS TO
TRUSS BOTTOM CHORD/ HAT CHANNEL.
CEILING GYPSUM OR OTHER SOUND/FIRE
MATERIAL.
COLD-FORMED HAT CHANNEL.
(7)
(4)
(2)
303
NOTES:
(3)
(3)
5/18/2017 11:22:04 PM
(8)
(1)
(4)
(5)
114411-S6.0-306
1.
2.
3.
4.
(9)
STEEL STUD WALL.
STEEL TRACK CONTINUOUS.
STEEL JOISTS PER PLAN.
STEEL DECK - FOR
DIRECTION, SEE PLAN.
BLOCKING BETW EEN JOISTS OVER
WALL.
STEEL DECK CONNECTION PER GSN.
VERTICAL DEFL ECTION
CONNECTION.
SHEATHING MATERIAL AND
ATTACHMENT AS OCCURS.
STEEL BEAM PER PLAN.
(10)
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
5.
COLD-FORMED BEARING WALL
SCALE: NOT TO SCALE
NOTES:
NOTES:
1.
2.
3.
4.
306
(5)
(6)
NOTE:
IF DEPTH (9) IS GREATER THAN -OR
HEIGHT (10) IS GREATER THAN - USE
CROSS BRACE, DETAIL 312.
SCHNEIDER
AC TUCSON
STEEL BEAM TO STEEL BEAM CONNECTION
SCALE: NOT TO SCALE
(3)
SECTION
A Marriott Brand Hotel
317
1/8
ROOF FRAMING DETAILS
#
3 SIDES
- TYP
SUBMITTED FOR REFERENCE ONLY
(8)
(1)
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
312
1.
2.
1.
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
315
STEEL DECK AT BEAM
SCALE: NOT TO SCALE
114411-S6.0-315
311
COLD-FORMED STEEL TRUSSES AT EXTERIOR STEEL STUD WALL
SCALE: NOT TO SCALE
114411-S6.0-311
307
WALLS UNDER ROOF TRUSS
SCALE: NOT TO SCALE
Project Number: 114411
114411-S.6.0-307
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S6.0
TYPICAL STEEL STAIR BEAM SCHEDULE AND NOTES
ASSOCIATES LTD
ARCHITECTS AIA
STAIR GENERAL NOTES:
3
1.
STAIR PLANS ON THIS SHEET ARE DIAGRAMMATIC ONLY.
FOR DETAILED STAIR PLANS, DIMENSIONS AND TREAD RISE
AND RUN SEE ARCHITECTURAL DRAWINGS.
FOR STAIR BEAM SIZES SEE SCHEDULE, DETAILS/ S7.1.
2.
STEEL STAIR BEAM (SB) SCHEDULE
MARK
410
213
F
SB1
MC12 X 10.6
SB2
C8 X 18.75
SB3
ANGLE 3 1/2" X 3 1/2"
X 1/4".
SB4
C9 X 20
402
SB3
SB3
3
404
408
SB3
SB2
SB3
SB1
SB1
A
UP
SB3
407
SB3
SB3
409
SB3
SB3
SB1
PERFORMANCE SPECIFICATIONS FOR STAIRS:
BEAM SIZE
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
1.
STAIRS ARE ENGINEERED AND NO FURTHER
CALCULATIONS ARE REQUIRED.
2.
LANDING PANS SHALL BE 12 GAGE MINIMUM.
TREAD PANS SHALL BE 14 GAGE MINIMUM. CONCRETE
FILL SHALL BE
REINFORCED WITH 6 X 6 - W1.4 X
W1.4 W.W.F.
3.
FOR ACTUAL LANDING AND STAIR PAN
CONFIGURATIONS, SEE ARCHITECTURAL
DRAWINGS.
F
A
6
O
T
F
O
R
N
SB1
SB1
SB2
SB1
E.9
SB2
DN
G
F
SB1
404
408
1317
SB1
SB2
SB3
SB1
401
FORS job #
SB1
SB3
G
4.
Swaim job #
407
DN
SB3
UP
UP
SB1
SW STAIRS, LEVEL 6
DN
1449
404
407
SB3
SCALE: 1/4" = 1'-0"
T R U C T
SB1
404
OPP
S
I
SB1
SB1
N
401
C O
UP
O N
PRELIMINARY
SB1
date
SB1
04.06.15
1.
SW STAIRS, LEVEL 1
SCALE:
7.
SE STAIRS, LEVEL1
revisions
SCALE: 1/4" = 1'-0"
1/4" = 1'-0"
10.
3
SE STAIRS, LEVEL 6
SCALE: 1/4" = 1'-0"
3
213
410
F
A
407
SB1
SB2
408 SB3
DN
SB1
SB3
404
407
UP
411
SB3
SB1
SB1
407
A
SB3
404
409
SB1
G
412
SB3
A
SB3
SB3
SB3
SB1
SB3
A
UP
SB3
SB3
A
G
SB3
SB3
DN
404
SB3
SB3
404
408
A
412
SB1
5.
SW STAIRS, LEVEL 7-8
SCALE: 1/4" = 1'-0"
2.
410
SW STAIRS, LEVELS 2- 4
8.
SCALE: 1/4" = 1'-0"
SE STAIRS, 2.5- 4.5
SCALE:
11.
1/4" = 1'-0"
3
SE STAIRS, LEVEL 7- 8
SCALE: 1/4" = 1'-0"
6
Detail
23
3
410
E.9
F
A
OPP
SB1
403
SB3
SB3
SB3
407
A
SB3
UP
SB3
SB1
DN
SB3
SB3
A
SB2
407
SB3
SB3
404
404
SB2
SB1
408
403
SB1
SB3
404
SB3
SB1
408
SB3
UP
SB2
407
SB1
SB3
SB1
SB2
SB1
SB1
SB2
SB1
SB1
SB1
DN
SB3
SB3
SB1
SB1
DN
404
G
SB3
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
5/18/2017 11:22:08 PM
SB3
SB3
SB3
UP
SB3
UP
SB1
SB3
SB1
OPP
OPP
SB3
SB1
404
407
SB3
SB1
407
SB1
411
SB2
OPP
UP
DN
SB2
SB1
404
SB3
SB3
SB3
SB3
SB1
SB2
SB1
SB3
F
409
G
409
SB1
410
6.
SW STAIRS, LEVEL 9
SCALE: 1/4" = 1'-0"
9.
3.
SW STAIRS, LEVEL 5
SCALE: 1/4" = 1'-0"
SE STAIRS, 5.5
SCALE: 1/4" = 1'-0"
SCHNEIDER
AC TUCSON
407
SB1
SB2
DN
403
DN
SB3
OPP
SB3
UP
A Marriott Brand Hotel
407
SB1
SB1
404
STAIR PLANS
SB1
OPP
SB1
SB1
411
SB3
411
SUBMITTED FOR REFERENCE ONLY
404
SB3
SB2
SB3
SB1
A
SB1
SB1
A
411
404
UP
SB1
408
SB2
407
DN
SB3
SB3
SB1
F
UP
SB1
SB3
412
SB2
SB3
412
E.9
SB2
SB3
OPP
409
SB1
SB1
SB1
SB3
408
SB1
SB2
F
404
OPP
SB3
UP
SB1
402
OPP
SB1
UP
SB2
SB3
SB3
SB3
SB3
SB1
SB1
407
SB3
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
SB1
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S7.0
NOTES:
(2)
(3)
(4)
(6)
(5)
NOTES:
1.
2.
1.
2.
3.
3.
4.
5.
6.
STEEL STAIR HEADER.
(2) 600 S162-54 B2B WITH MID
POINT BRACING..
MC12X10.6.
3/8" X 0'-8" BENT PLATE..
WT8X13, CUT LEG TO FIT.
(2) 3/4" DIA.BOLTS.
(1)
(2)
4.
5.
(4)
3/16
NOTES:
STEEL STAIR BEAM.
FOR TREADS, RISERS AND
LANDING, SEE ARCHITECTURAL.
3/16" CLOSURE PLATES
BETWEEN BEAMS AND AT
EXPOSED ENDS.
AT UP BEAM.
L1 1/4"x1 1/4"x3/16"
- TYPICAL.
1.
2.
3.
4.
2'-0" MAX
7.
(3)
(4)
SECTION, STRINGER NOT SHOWN FOR CLARITY
X
5.
6.
(5)
3/16
(1)
(2)
(3)
(4)
NOTES:
STEEL STAIR BEAM.
STEEL ANGLE.
FOR TREADS, RISERS AND
LANDING, SEE ARCHITECTURAL
DRAW INGS.
L1 1/4"X1 1/4"X3/16"
- TYPICAL.
WELD BEAM TO BEAM.
WELD EACH END OF EACH
ANGLE - TYPICAL.
AT 404A 3/4" DIA. SIMPSON STRONG
BOLTS AT 24" O.C. WITH PIPE SPACERS
- 5 3/4" EMBED AT CONCRETE WALLS.
1.
2.
3.
(1)
(2)
4.
(9)
5.
(8)
6.
7.
8.
9.
1/8
3/16
(4)
(5)
(3)
ASSOCIATES LTD
ARCHITECTS AIA
STEEL STAIR BEAM.
FOR TREADS AND RISERS, SEE
ARCHITECTURAL DRAWINGS.
STEEL L1 1/4"X1 1/4"X3/16"
- TYPICAL.
3/16" CLOSURE PLATE - BUTT
WELD ALL AROUND.
STEEL L4"X3"X1/4" (SLV)
X 3" LONG WITH (1) 3/4" DIA.
EXPANSION BOLT.
CONCRETE SLAB ON GRADE.
(1) #4 CONTINUOUS.
3 SIDES.
EACH END OF EACH ANGLE -TYPICAL.
7350 EAST SPEED WAY 210
TUCSON, ARIZONA 85710
OFFICE
(520) 326-3700
FAX
(520) 326-1148
www.swaimaia.com
(6)
(2)
X
3/16
(1)
1/8
TYP AT CFS
2-12
(7)
(1)
1/8
8"
1' - 0"
MIN.
8"
3/16
3" CLR
(1)
8"
1' - 2"
O
TYP
(3)
(1)
404
STEEL BEAM CONNECTION AT LANDING
408
SCALE: NOT TO SCALE
STEEL BEAM AT STEEL LANDING PAN
SCALE: NOT TO SCALE
401
715-010
O N
S
STEEL PAN STAIRS AT SLAB ON GRADE
SCALE: NOT TO SCALE
I
NOTE:
SEE OTHER DETAILS FOR
INFORMATION NOT SHOWN.
N
(4)
C O
(6)
O
PRELIMINARY
1/8
(5)
(5)
F
R
(6)
(1)
3/16
T
N
1/4
T R U C T
711-002
Swaim job #
715-012
1317
412
STRINGER TO CFS WALL ATTACHMENT AT STAIR HEADERS
SCALE: NOT TO SCALE
FORS job #
114411-S7.0-412
NOTES:
1.
2.
3.
4.
(3)
(4)
(5)
5.
6.
(1)
NOTES:
CONCRETE WALL.
1" DIA. PIPE SPACER.
STEEL BEAM - 1/8" MAXIMUM
CLEARANCE AT CONCRETE WALL
FOR ERECTION.
L1 1/4"X1 1/4"X3/16"
TYPICAL AT LANDING.
SEE ARCHITECTURAL DRAWINGS.
3/4" DIA. SIMPSON STRONG BOLTS
AT 24" O.C., 5 3/4" EMBED AT CONCRETE
WALLS.
(1)
NOTES:
1.
2.
3.
4.
1.
1449
STEEL STAIR BEAM.
date
STEEL STAIR BEAM.
FOR TREADS AND RISERS,
SEE ARCHITECTURAL DRAWINGS
ANGLE 1 1/4"X1 1/4"X3/16"
- TYPICAL.
WELD EACH END OF EACH
ANGLE - TYPICAL.
04.06.15
revisions
(1)
TYP
(2)
(6)
TYP
(3)
(2)
405
TYPICAL STEEL PANS TO STEEL BEAM
SCALE: NOT TO SCALE
710-010
NOTES:
1.
2.
3.
(3)
(4)
(5)
4.
5.
6.
(1)
7.
402
TYPICAL SPLICE AT STEEL BEAM
SCALE: NOT TO SCALE
NOTES:
CONCRETE WALL.
1" DIA. PIPE SPACER.
STEEL BEAM.
L1 1/4"X1 1/4"X3/16"
TYPICAL AT LANDING.
SEE ARCHITECTURAL DRAWINGS.
3/4" DIA. EXPANSION BOLTS
AT 24" O.C.
WELD BEAM TO BEAM.
1.
2.
3.
4.
5.
NOTES:
STEEL STAIR BEAM.
FOR TREADS AND RISERS,
SEE ARCHITECTURAL DRAWINGS
ANGLE 1 1/4"X1 1/4"X3/16"
- TYPICAL.
3/4" DIA. SIMPSON STRONG BOLTS AT 24"
O.C. WITH PIPE SPACERS - 5 3/4" EMBED.
WELD EACH END OF EACH ANGLE TYPICAL.
1.
2.
3.
4.
5.
(2)
(1)
3/16
STEEL STAIR BEAM.
WELD ANGLE TO BEAM.
FOR LANDING, SEE
ARCHITECTURAL DRAWINGS.
STEEL L1 1/4"X1 1/4"X3/16"
TYPICAL BETWEEN BEAMS.
WELD BEAM TO BEAM.
2-12
(1)
(3)
(2)
(6)
(3)
(2)
(7)
710-001
(4)
3/16
(4)
(5)
(5)
410
STEEL BEAM AT CONCRETE WALL
SCALE: NOT TO SCALE
713-002
406
1/8
3/16
2
TYPICAL STEEL PANS TO STEEL BEAM
SCALE: NOT TO SCALE
710-011
403
STAIR LANDING AT STEEL BEAM
SCALE: NOT TO SCALE
715-002
NOTES:
5/18/2017 11:22:11 PM
K:\114411-ACHOTEL-STRUC-CENTRAL.rvt
1.
2.
3.
4.
5.
6.
(1)
(4)
1/8
7.
NOTES:
STEEL BEAM.
STEEL STUD W ALL.
1/4"X6"X6"X0'-6" STEEL ANGLE AT
EACH STUD. ATTACH WITH (4) #
10 SCREWS AT EACH STUD AND
(4) #1 0 SCREWS TO STRINGER.
WELD ANGLE TO BEAM.
STEEL ANGLE 1 1/4" X 1 1/4" X
3/16" - TYPICAL BETWEEN
BEAMS.
FOR LANDING, SEE
ARCHITECTURAL DRAWINGS.
WELD BEAM TO BEAM.
1.
2.
3.
4.
(1)
(2)
(5)
3/16
1/8
5.
6.
7.
2-12
STEEL STAIR BEAM.
FOR TREADS, RISERS AND LANDING
SEE ARCHITECTURAL DRAWINGS.
STEEL ANGLE.
STEEL L1 1/4"X1 1/4'X3/16"
- TYPICAL.
BEAM TO BEAM.
PIECE OF STEEL BEAM TO
MATCH.
AT 407A, 3/4" DIA. SIMPSON STRONG
BOLTS AT 24" O.C. WITH PIPE SPACERS,
5 3/4" EMBED AT CONCRETE WALLS.
(3)
2-12
(2)
(6)
(4)
(6)
(5)
(3)
3/16
(7)
(1)
(7)
8"
SCHNEIDER
8"
3/16
AC TUCSON
713-001
2
A Marriott Brand Hotel
STEEL BEAM AT CONCRETE WALL
SCALE: NOT TO SCALE
1/8
STAIR PLAN AND DETAILS
(1)
(4)
409
SUBMITTED FOR REFERENCE ONLY
NOTE:
FOR CLARITY, STAIR TREADS,
RISERS AND LANDING NOT
SHOWN.
151 East Broadway Blvd. Tucson, AZ 85701
FOUNDATION/CONCRETE PERMIT SET
1/8
FOUNDATION
STRUCTURAL ENGINEERS
FI R M D E D I C A T I ON T O S TR U C T U R A L I N N OV A T I O N
2980 N. Campbell Ave. #130 | Tucson, AZ 85719 | 520.512.8183 | www.sastructural.com
Project Number: 114411
411
STEEL BEAM AT STEEL STUD WALL AT LANDINGS
SCALE: NOT TO SCALE
114411-S7.0-411
407
STEEL STAIR BEAM CONNECTION AT LANDING PAN
SCALE: NOT TO SCALE
715-011
UNLESS THIS DRAWING IS SIGNED AND SEALED BY A LICENSED STRUCTURAL ENGINEER, IT IS A
PRELIMINARY DESIGN AND SHALL NOT BE USED FOR CONSTRUCTION.
S7.1
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