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<br /> BUILDING CODE ,,� L��...; < �M.�
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<br /> 2012 INTERNATIONAL BUILDING CODE �`��
<br /> 8. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL CONSTRUCTION JOINTS SHALL BE �
<br /> � THOROUGHLY CLEANED AND ALL LAI7ANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE TH4ROUGHLY .<
<br /> FLC�OR L.OAD WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFOFtE PLACING NEW CONCRETE.
<br /> DEAD L�./�,� : 12 psf
<br /> LNE LOAv: �0 sf � �
<br /> ►' 9. SUBMI7 LOCA710N OF POUR JOINTS PRIOR TO PLACEMENT. POUR JOINTS SHALL BE LOCATED TO MINIMIZE � �
<br /> E�FECTS OF SHRINKAGE AS WELL AS PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR JOIN7S IS 400 �� G I � �
<br /> � � N
<br /> ROOF LOAD sF. 12'
<br /> �s�f� .
<br /> DEAD LOAD: 15 psf ��::,�F�,��r,-, '
<br /> FLAT ROOF SNOW LOAD: 25 psf 10. MINIIv1UM CONCRETE COVERAGE OF REINFORCING STEEL FOR FORMED WORK SHALL BE AS FOLLOWS:
<br /> I SN�W EXPOSURE FACTOR (Ce): 1 .l INTERIOR WALL: 3/4�� _
<br /> SNC)W LOAD IMPORTANCE FACTOR (Is): 1 .� EXTERIOR WALLS, EXPOSED TO WEATHER: 1 '/2°
<br /> � THERMAL FACTOR (Ct): 1 .l EXTERIOR WALL, NOT EXPOSED TO WEATHER: 3/4° �2�%4 xb s�s25600 (/�
<br /> EXPOSED TO EARTH OR WEATHER (#5 OR SMALLER): 1 'h° scREws @ 6°o/c
<br /> � �
<br /> WIND DESIGN DATA EXPOSED TO EARTH OR WEATHER (#6 OR LARGER): 2" , � �P HSS8X3X5�a BEAnn �
<br /> 1 . BASIC WIND SPEED:1 10 MF'H SUPPORTED SLAB: 3/4�� �fi' � o�
<br /> *NOTE: CONCRETE CAST AGAINST GROUND SHALL HAVE 3" MINIMUM COVERAGE .�,P 8"xs"x%4°�ussET P�. • -- O
<br /> 2. WIND IMPORTANCE FACTOR (Iw): 1 .0 �, - A (T��P) (� c�i
<br /> �,
<br /> BUILDING CATEGORY: II 3�6�� :--- ��.s �
<br /> 3. WIND EXPOSURE: B
<br /> 1 1 . PIPES OTHER THAN ELECTRICAL CONDUITS SHALL N07 BE EMBEDDED IN STRUC7URAL CONCRETE EXCEPT , ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' , - � �
<br /> 4. Kzt = 1 .38 WHERE SPECIFICALLY APPROVED. � '-\----------------------�_-=---=-=-----=- -- � � � '
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<br /> 5. II�T�RNAL PRESSURE COEFFICIENT: NA ; � � ,`, A ,'�� � ; Q '-' `*
<br /> 6. APPLICABLE WIND PRESSURE FOR 12. LIGHTWEIGHT CONCRETE USED WHERE INDICATED SHALL HAVE A MAXIMUM DENSITY OF 1 15 PCF. ; ; ��;�, �;�' � ; � w a � o
<br /> s � i � � H S S 4 X 3 X 3/a B R A C E �'� i i � � � � U
<br /> COMPONENTS AND CLADDING: NA AGGREGATES SHALL BE EXPANDED SHALE TYPE CONFORMING TO ASTM C330. Hssaxsx/,6 co�uMN , � ���� `- � � � � , _..� � u.. �;
<br /> � j i ��\�\ i�%�� i i HSS8X3X 5/b COLUMN � L�L. .�( `�
<br /> I j � \�\ / %�� i i , , • ...�.� � � M =
<br /> SESIMIC DESIGN DATA 1 3. "G Y P C R E T E 2 0 0 0" C O N C R E T E U S E D W H E R E I N D I C A T E D S H A L L H A V EA M A X I M U M D E N S I T Y O F 1 1 5 P C F. t � W L
<br /> "GYPCRETE" SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND � ; `,�, ,�;� ; � � U � a' -�-
<br /> 1 . SEISMIC IMPORTANCE FACTOR: 1 .0 i , , , , i � � cv cn
<br /> R E C O M M E NL�A T I O N S F OR A MI X DE S I G N O F 2.1 C F O F S A ND P ER 8 0# S A N D O F "G YPCRETE 2000". ' i `�`, ;�/ i ; O a� o
<br /> SEISMIC USE GROUP: � i i 14"Xl4��X�4��GUSSET PL. \\� � ' i I � � � p�
<br /> 2. SPEC7RAL RESPONSE ACCELERATION (Ss): 130,6% G � , �� � , � � �, r�
<br /> 14. "GYPCRETE° CONCRETE USED WHERE INDICA7ED SHALL HAVE A MAXIMUM DENSITY OF 100 PCF. "GYPCRETE° � �� ; � nP ��` ,�, � , o ch
<br /> 3. SITE CLASS: D (ASSUMED) 12 -10 , � 3 �� , � -4°SLOT MIN (TYP) i , o-. � •
<br /> 4. SPECTRAL RESPONSE COEFFICIENTS SDS : 87,1%G SHALL BE INSTALLED W ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS FORA � ; �6 ,'�'\, ; � � c� �
<br /> � ) MIX DESIGN OF 2.1 CF OF SAND PER 80# SACK OF "GYPCRETE". : � ; ,�, ��\�\ � I S- d-
<br /> 5. SEISMIC DESIGN C?,TEGORY. D , � , , � � � ,
<br /> � ..
<br /> 6. �3ASIC SEISMIC-FORCE-RESISTING SYSTEM: SHEARWALLS � � , , �\ i W
<br /> 15. LIGHTWEIGHT CELLULAR CONCRETE: A CEMENT/SAND SLURRY CONTAINING NO LESS THAN ONE PART � � ;�;�' ���: � � "'�"'" ' Z
<br /> 7. DESIGN BASE SHEAR: SEE CALCULATIONS , � , � (,,,)
<br /> ,. CEMENT TO THREE PARTS SAND AND AGGREGATE, TREATED WITH PERFORMED FOAM. 7HE CEMENT AND 35% AIR 3�4 �� THICKA36 STEEL BASEPLATE i � ,',' `,`; � ; O
<br /> 8. SEI�MIC RESPONSE COEFFICIENT (Cs): 0.188
<br /> PER DETAIL � � ;',' ���� i i � _
<br /> 9. RESPONSE MODIFICATION FACTOR (R): 6.5
<br /> VOIDS PER CUBIC YARD. DENSITY SHALL NOT EXCEED 90 PCF NOR LESS THAN 80PCF: COMPRESSIVE STRENGTH ; ; ,',' �;�; , ; �r�rP � �
<br /> SHALL N07 BE LESS THAN 1800 PSI AT 28 DAYS. THE CELLULAR CONCRETE ASSOCIATION SHALL APPROVE THE ; � ,�;�� `��,� � ; 3�6' �+--
<br /> 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE , , ,,,, ,\� , � ,
<br /> �'Kr�;�EDURF MANUFACTURER. �a�Aso�3/4,� �a s° �oN�ao�rs � ; , , � ; �
<br /> , , � , i l NON-SHRINK GROUT(F c =
<br /> � r/� ���� I � 2500 PSI)
<br /> ' RAL STEEL 16. LEAN CONCRETE SHALL BE 2 SACKS OF CEMENT PER CUQIC YARD OF CONCRETE. � ; �, ` �, ; �
<br /> STRUC I U r�' �r - lj;1-i �-- TOP OF FOUNDATION WALL �
<br /> 1 . ALL STRUCTURAL AND MISCELLf1NE0US STEEL SHALL CONFC°J�1 T0 ASTM A36 AND 3:6"X�6'.��b Fl`G. 3 ,
<br /> �,-:-�,a _,�---,r
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<br /> �-.�, , • �._ -
<br /> o #5 BAR E��. WAY TOP & � _ - a .a e _
<br /> `�HALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH 1 HE AISC SPECIFICATION 17. CONCRETE MIXES SHALL BE � ROVIDED IN ACCORDANCE WITH ACI 318 (WHEN STRENGTH DATA FROM TRIAL @ a � a a 4��S�aTM,N�nP� -�� a a � = z
<br /> FOR STRUCTURAL STEEL BUILDINGS" LATEST EDITION. SHOP DRAWINGS SHALL B� BATCHES OR FIELD EXPERIENCE ARE NOl' AVAILABLE). BOTT. (TYP) REMOVE � � a O
<br /> SUBMITTED FOR APPROVAL PRlOR TO FABRICATION. : EXISTING FOUNDATION IF ' "'
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<br /> CEMENT CONTENT REQUIRED� � � ° � -- �
<br /> 2. HS5 STEEL TUBES SHHL! CONFOR��I TO ASTM A500, GRADE B (Fy=�6 KSI) UNLESS SACKS PER
<br /> O�rNERWISE NOTED ON PLANS. LBS/CUBIC YARD CUBIC YARD �
<br /> F'c (PSI) (MlNIMl1M) (MINIMUM) : W
<br /> 3. STEEL W-SECTIONS SHALL CONFORM TO ASTM A992 (Fy-50 KSI) UNLESS OTHERWISE 2500(no special inspection) 470 5 �--
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<br /> �1CTED ON THE PLAPdS. SEE NOTE A �
<br /> ,
<br /> �, y - 2�00 4�0 5 i2 IUIOME NT FRAI'�IE AT N O RTH SI D E °
<br /> 4. E3�.,LTS SHALL CONFORM TO ASTM A307 UNLESS OT� .CRVdISE NOTED. BOLTS INDICATED 1 z
<br /> AS HIt;;H STRENGTH SHAL� CONFO�?,M TO AS7M A325. 3000 517 5'/2 - ----
<br /> . 4000 611 6'/2 _- -
<br /> 5. NC� ATTE1v1PT HAS f3EEN MADE TO DIFFERENTIAT� BEIYW'EEN SHOP I�ND FIELQ WELDED SEE NOTE B
<br /> � Cviv��c+:,i ivi�i:�. ;�,�L �iVELDING IS TO COMPLY WITH �W5 �PECIFICATIOI�lS AND IS TO BE
<br /> DONE BY CERTIFIED WELDERS. ALL WELDING IS TO BE DONE BY ELECTRIC ARC PROCESS MIXES SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LE5S. NO MORE THAN A 1" PLUS 1'OLERANCE
<br /> AND SH��LL BE PERFORMED WITH APPROVED ELECTRQDES AS REQUIRED BY THE BUILDING SHALL BE ALLOWED.
<br /> [.,;c�CE.
<br /> A) WHERE SPECIAL INSPECTION IS NOT REQUIRED UNDER SECrION 1704.4 OF THE I.B.C., CONCRETE SHALL HAVE
<br /> '�, ALt. STI�UCTU�AL STFEL EXPOSED TO EARTH OR WEATHER SHALL BE GALVANIZED UNLESS A MINIMUM CEMENT CQNTENT OF 5 SACKS PER CUBIC YARD OF CONCRETE
<br /> �TMERVi�'IiE hIOTED.
<br /> S) FQR STRENGTHS ABOVE 4000 PSI, PROPORTIONS SHALL BE ESTABLISHED BY THE METHODS SPECIFIED ACI 31 B
<br /> �. ARCHITECTUi�AL PLANS ARE PART OF THE STRUCTURAL DESIGN URAWINGS AND ARE TO �ECTION 5.3. � � o
<br /> F3E U SE� T O D E F I N E D E T A I L C O N F I G U R A T I O N S I N C L U D I N C, B U T N O T L I M I T E D T O, _ m W N
<br /> F�C:LATIVE LOCATI�NS AND ELEVATIONS OF ALL MEMBERS, ELEVATIONS LOCATION OF ALL Cj DESIGN MIX (OTHER THAN AS SPECIFIED IN THIS 7A6LE) SHALL BE SUBMITTED TO THE BUILDING OFFICIAL TWO � Q �
<br /> O�'E"�I�dGS, ETC. THE ARCHITECTJRAL PLANS MUST BE USFD IN THE DEVELOPMENT OF WEEKS PRIOR TO FIRST USE. � }- Q
<br /> S�-i��� DfZ4WINGS. U °_,,.�° �
<br /> �-�-- � �-�'--
<br /> �S. R't:r=�R TO Af�CHITECTURr",L DRAWINGS FOR MISCELLANEOUS STEEL SHOWN OR NOTED �• U w
<br /> ON THF DRAWINGS AS TO LOCATION FOR WHICH THE EXT�NT IS NOT CLEAR. ��..�ENERAL � r-- �
<br /> � M `� �
<br /> ; . ALL MATERIALS AND WQRK.,"�IANSHIP SHALL CONFORM TO THE CONTRACT � c+� >
<br /> 9. UNLESS A LARGER SIZE OF FILLET WELD IS SPCCIFIED ON TH� PLANS, PROVIDE MINIMUM [7RAWINGS. - � �� � ' ' , �p�� EXISTING FRAMINC� � � � w
<br /> 1�2 TYP-_(� 2 �
<br /> 51Z.E OF WELD PER AISC SPErIFICATION AND TABLE J2.4. r O a X6 SDS25600
<br /> - �7. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE r2ESPONSIBLE � (4) A307 3/4 " � 8° LONG SCREWS @ 6" O/C
<br /> _ , ��OR THE SAFETY OF THE BUILD�NG. THE CONTRACTOR SHALL PROVIDE ADEQUA7E � BOLTS EX
<br /> 1�. IF Tf-1E S�rEEL f ABRICATORS SHOP DRAWINGS DIFFER FROM THE DESIGN DRAWINGS T ( ISTING RIM JOIST
<br /> SHORING, BRACING, AI�ID GUYS IN ACCORDANCE WITH ALL NATIONAL, S,ATE, ,
<br /> APPRnVED BY THE BUILDING OFFICIAL REDESIGN DRAWINGS BEARING T1-iE SEAL AND _
<br /> , ��,ND LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED W ��� ��� „a»���9.0�,����9,� A�;,., .��;s:,,,���� �T��,�,���d
<br /> SIGNA�URE OF THE PROJEC7 STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH �
<br /> �NRITING PRIOR TO ERECTION.
<br /> �� /
<br /> TI--1E S1-10P DfL�WINGS TO BUILDING OFFICIAL FOR APPR�VAL. �------------------� � �� � � s
<br /> �
<br /> HSS8X3X�6 BEAM
<br /> CONCR���E 3. ALL ER�CTION PROCEDURES SHALL CONFORM TU OSHA STANDARDS. ANY I � � � �
<br /> _ � i i � ' -
<br /> C)EVIATION MUS7 BE APPROVED BY OSH� PRIOR T(O ERECTIC7N. �4° , , -
<br /> 1 . ALI. CUI�ICRE7E UNLESS OTHERWISE NOTED SHALL BE REGULAR WElGHT HARD RC�CK TYPE 150 PCF � ' ' �
<br /> � ) � � � -
<br /> A(� RE f,,l'E HALL Fi�iZM i O AST C33 WITH PRC3VcN SHRINKAGE CHARACTERISTlCS OF LESS 14. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION !------_-_-______� �,� . _ � }
<br /> .7G G S S CON M =.
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<br /> TFIAN 0.05/0. f'ROCEDURES. _ _ � , -. � , ';
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<br /> EXISTING SIDING : ; ,, . , ...- :; ,, :.
<br /> 2. t„UNCRFTE COMPRESSIVE STRENGTHS AT 28 DAYS f'c SHALL BE: Ci. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF � � . .��_. ;.,
<br /> � , } �._.. t, J .E �
<br /> O _ C ,
<br /> SLAB ON GRADE: 2500 PSI �LL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE -'-�! `�'. � �� �
<br /> , ��.
<br /> ^ _ »°;`� �>dsv'.::$t,,: �',
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<br /> CON7INUOUS FUOTINGS: 2500 PSI C.ALLED TO THE ATTENTION OF 7HE ENGINEER AND BE RESOLVED PRIOR TO , �
<br /> , ,,
<br /> PILE A D CAISSONS: 2500 PSI F'ROCEEDING WITH THE WORK. BASE�'L.ATE DETAIL : ` F, y�,
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<br /> PAC rOOTINGS: 2500 PSI : � A ' '" :� "
<br /> , , , �
<br /> r ILE CAPS: 25Q0 PSI E,. DRAWINGS INDICATE GENERAL AND 7YPICAL DETAILS OF CONSTRUCTION. -.I/�,� �� ��`I�
<br /> RE�iAIP�ING V�>ALL: 2500 PSI WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR
<br /> CONC. SHEAR WA.!LS: 2500 PSI CHARACTER TO DETAILS SHOWN SIMILAR pETAILS OF CONSTRUCTION SHALL BE
<br /> ,
<br /> SUPPORTED SLABS: 25�0 PSI l.1SED SUBJECT TO REVIEW BY THE ENGINEER.
<br /> BE A D IRDER : 250 PSI SECTION A-A Drawn By: FF
<br /> AMS N G S 0
<br /> � Checked By:CHRIS
<br /> COLUMNS: 2500 PSI 7. ALL DETAI�S DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR 1N ADDITION Date:l 0-29-14
<br /> T(� ANY OTHER SPECiFIC DETAIL CALLED OUT.
<br /> 3. ALL CONCRETE WITH b DESIGNATED COMPRESSIVE STRENGTH EXCEEDING 2500 PSI SHALL REQUIRE
<br /> SFECIAL IP��SPECTION BY AN iNSPECTOR APPROVED BY 7HE BUILDING DEPARTMENT AND THE ENGiNEER: 8, ALL INFORMATION SHOWN ON THE DRAWINGS REL,�TIVE TO EXISTING SdA JOB NO.
<br /> CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE, BUT WITHOU7 (��'
<br /> 4. �Eh�ENT SHALL CONFORM TO ASTM C150, TYPE I, CSA NORMAL. C�UARANTEE O� ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE : �� "``�
<br /> DRAWINGS, THEY SHALL BE REPORTED TO 7HE ENGINEER SO THE PROPER REVISIONS - � _
<br /> 5. MAX.��J�,►JM SLUMP SHALL NOT EXCEED 4 INCHES IN FLATWORK. 1��1AY BE MADE. MODIFICATIONS TO CONSTRUCTION DETAILS SHALL N07 8E MADE
<br /> b�r'i"fHOUT PRIOR NIRITfEN APPROVAL BY THE ENGINEER. � 1 RU�TU IV�1�.:.
<br /> 6. PIACEMEh�T OF CONCRETE SHALL BE !N CONFORMANCE WITH ACI 301 .
<br /> N OTES/�ET�,� LS
<br /> 7. GONCRETE SHA,LL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF FIVE (5) DAYS AF7E� '
<br /> j PLAC:EMENT. ALTERNATE METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE �„J �, 1 . O
<br /> I ASSURED.
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