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PRJ05-0020 B05-0089.pdf
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S3 2x TREATED PLATE W/ � �2� A.B. �, 48 O.C. C� NEW SLAB CONC STEM WALL W/ (2) #4 TOP & �/2� x 8 EXP: BOLT C� (E} SLAB END f��/4 x BEAM WIDTH x E SLAB NEW SLAB NEW SLAB E SLAB #4x1'-10" DOWELS C� 24" O.C. � ,r' f / /' /' / / / / / / / / BEAtiI DEPTH W/ (4) 0.145°4 DRIVE 6'� 1'-2" J �� 1'-4" g�� DRILL 5Ie°� HOLE IN (E) CONC & / f .�' / ,/ / / / / / / / PINS FROM KING STUD #4x 6b � 24 O.C. EPDXY GROUT �/ / /' / / / f / / ! / / I551..1�; �,r` / ,� / / / / / / / / / STEEL BEAM N RE: PLAN Ap�ll. 8, 20Q5 ,}, T,O.C. ,�, T.O.C, ,� T.O.C. h�q� TCN (E)- - -- . (. - -- MA7CH (E) x x X MATCH (E) x « --- - / / / / / / / MAY 3, 200� l C��C?G �'�pMl1� SHIM TIGNT FOR FULL �UN� IO. 2005 � � / / /�' �'/ / / / / / / o o�kO o80 o BRG W/ STEEL SHIMS � ` , ' o � „ _�1_ / / /' / / / / / ./ i' � #4x1 8" DOWELS � 24 O.C. � / / / / / / / � / :- DRILL /e� HOIE IN (E) CONC & i i ,� r r r / � � / f'' - EPDXY GROUT �- � � _�/�P EQ 5��2�� EQ CONT FOOTING W/ (2) �5 LONG F \ 1'-4" & �4 TRANSVERSE Q 24" O.C. DRILL� 5�$'��t Q'QLDEa NE(E} CONC & �-- 2 MAX NOTCH ---- 2) f��/ 'x4 x0-8�/ � >, �""----_.�.._____ � � �� , 2�� � , �� W/ �2� �/g"� BOLTS 1 -4' 6 EPDXY GRQUT W/ HILTI HIT HY150 : WOdD POST � RE: PLAN BORE HOLES IN KING STUD @ BOLT HEAD CONTINUOUS KING STUD A NEW FTG Ca? BRG WALL B NEW FDN CONN C� E FDN � NEW SLAB C�f��l C� E SLAB D STEEL BEAM POST . S� 3/4„ = 1'-0" S3 3/4" = 1'_Q" �J7 3�4,� = 1'-0" S� 3 4« �� a>� / _ , � � ���� FOR ADDITIONAL INFORf�ATION ! RE: B/S3 L GENERAL 6. SUBMITTALS E. NO SPLICES 4F REINFORCEhIENT PERMITTED EXCEPT AS DETAILED OR AUTHORIZEO BY STRUCTURAI. ENGINEER. MAKE BARS CONTINUOUS AROUND A. THESE NOTES SHALL SERVE AS THE SPECIFICATI4NS FOR THE STRUCTURAL A. FURNISH TW6 SETS OF CONCRETE, GROUT AND MORTAR MIk DESIGNS CORNERS. WNERE PEftMITTED, SPLICES MADE BY CONTACT LAPS, SHALL BE PORTION OF THE WORK. INCLUDING STRENGTN TEST DATA AND MANUFACTURER' S LITERATURE ON 36 BAR DIAMETERS MINIMUM. � (2) 2x6 STUD,S C� END OF WALL, ADMIXTURES FOR REVIEW BY STRUCTURAL ENGINEER NO �ATER THAN 2 , , / /"'� �r W/ �/2'N x 6 EXP BOLTS � 24 O.C. B. ARCH I TECT' S APPROVAL MUST BE SECURED FOR ALL SUBST I TUT I ONS. WEEKS PR I OR Tp ON-S I TE USE OF THESE MATER I ALS. F. DETA I L BARS I N ACCORDANCE WI TH AC I DETA I L I NG MANUAL , � � � � PUBLICATIQN SP-66, AND "BUI�DING CODE REQUIREMENTS FOR REINFORCED � �� 2. GQVERNING BUILDING CODE: IBC 2003 B. GENERAL AND SUB-CaNTRACTOR NOTES: CONGRETE, " ACI 318, �ATEST EDITIONS: PROVIDE DETAILS INDICATING � / /// 2x STUD BEARING // 1. } 7HE GENERAL CONTRACTOR SHALL REUIEW ALL SUBMITTALS PRIOR TO REINFORGING CONTINUITY AT CONSTRUCTION JOINTS. //// WALL N RE PLAN 3. LIVE LOADS USED IN DESIGN SUBMITTAL FOR REVIEW BY THE STRUCTURAL ENGINEER IN � � ACCQRDANCE WITH THE PROJEGT SPECIFICATIONS. G. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AT 'U // � 2x TREATED P!_ATE W -- /j j� �/2"0 A.B, � 48" O.0 � NEW SLAB A. ROOF 2. ) THE STRUCTURAL DRAWINGS SHALL NOT BE USED AS BACKGROUNDS FOR PQSITIONS SHOWN ON PLANS AND DETAILS. � � // / 1. ) f�INIMUM FLAT ROOF SNOW LdAD, Pf. . 104 PSF (NOT REDUGED} SHOP OR ERECTION DRAWINGS. DRAWINGS PREPAREC IN TNIS MANNER � � � / �/ ANQ SUBMITTED FOR REVIEW TO THE STRUCTURAL E�GINEER WILL BE N. NO OPENINGS OTNER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS p - �� B. RESIDENTIAL. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40 PSF RETURNED REJECTEQ AND CONSIDERED AS NOT BEING IN CONFORMANCE SNALL BE PERMITTED UNLESS THE ARCHITECT� S AND STRUCTURAL � -�- � � ��// WITH THE PROJECT SPECIFICATIONS. ENGINEER' S APPROVAL IS SECURED PRIQR T4 THE PLACEMENT OF :V � �'` , ��/ / C. SE I SMI C L ADS PE I BC 20Q3 RE I NFORC I NG STEEL. � -'' � /%�/ 1. SEISMIC USE GROUP. . . . � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I 7. SPECIAL INSPECTIONS � � � �> - / / / 2. � SPEGTRAL RESPONSE ACCE�ERATIQNS: I. AL� GONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL BE PREPARED 'U C} a. SHORT PERIOD, Ss . . . . . . . . : . . . . . . . . . . . . . . . . . . . 0. 35 A. SPECIA� INSPECTORS SHALL BE EMPLOYED BY THE 6WNER TO INSPECT THE BY R6UGHENtNG THE SURFACE OF THE CONCRETE SO THAT THE AGGREGATE � � � w � / / / / �, / / / b. ONE SECOND PERIOD, S1 . . . . . . . . . . . . . . . . . . . . . . . 0. Q8 WORK DURING CONSTRUCTION AS DEFINED AND REQUIRED EY IBC CHAPTER SHAL� BE EXPOSED UNIFORMLY, LEAVING NO LAITANCE, LOOSENED � I 3. SEISMIG SITE CLASS. . . . . . . . . . . . . . . . . . . . . . . . . . . , . D 17. SPECIAL INSPECTIQNS SHALL BE MADE OF THE FO��OWING A � � U / / / / / / _� � • • • • • P RT I CLES, OR DAMAGED CQNGRETE. AS AN ALTERNATE, 2 X 4 _ � Q / / / / / / 4. SEIS�IC DESIGN CATEGQRY. . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . 0 STRUCTURAL WORK: CONTINUOUS KEYWAYS f�AY BE USED FOR GONSTRUGTION JOINTS, v / / / / / / / / 5. SEISh�IC IMPORTANCE FACT6R, Ie. . . . . . . . . . . . . : . . . . . . . . 1. Q 1. ) 1704. 4 CONCRETE CONSTRUCTION (� � # �J_ = 6. SEISMIC RESPONSE MODIFIGATION COEFFICIENT, R . . . . , . . 6. 5 2. ) 1704. 7 S4IL CONDITIQNS J. WIRE FABRIC REINFORCEMENT: LAP ONE AND A HALF MESH WIDTHS AT � __ 7. DESIGN BASE SHEAR. . . . . : . . . . . . . . . . . . . . . . . . . . . . 0. 065 x W SPLICES AND WIRE TQGETHER. � � fC5 8. FOUNDATIQNS � FQOTINGS �"'�, D. WIND PRESSURE PER IBC 2003 K, NO WELDING OF REINFORCING SHALL BE PERMITTED UNLESS SPECIFICALLY _� � (� 1. } BASIC WIND SPEE6 (3 SEC GUST}. . . . . . :. . . . . . . . . . . . 90 MPH 'A. A SOILS INVESTIGATION HAS NOT BEEN PERFORMED FOR 1HIS PROJECT. CALLED FOR OR APPROVEQ BY THE STRUCTURAL ENGINEER. -� `-' ! 2 WIND EXPOSURE CATEGORY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . G 1: } THE OWNER SNA�L EMPLQY A QUALIFIED GEOTECNNICA� ENGINEER TO (� � 3. WIND DIRECTIONALITY FACTOR, Kd. . . . . . . . . . . . . . . . . . . . . �. 85 INSPECT ALL FQUNDATION EXGAVATIONS PRIOR TO F�ACEMENT OF 10. STRUCTUR�L STEEL � � 4. WIND TOPOGRAPHIC FACTOR, Kzt. . . . . : . . . . : . . . . . . . . . . . . . 1. 0 GONCRETE FOR FOQTINGS. � ' , 5. ) WIND If�PORTANCE FACTOR, Iw. . . . . . . . . . . . . . . . : . . : . . . . . 1. 0 2. } THE GE�TEGHNICAL ENGINEER SHALL VERIFY THAT THE SAFE BEARING A. STRUCTURAL STEEL. MINIMU� YIELD STRENGTH 50 KSI FOR WIDE � CAPACITY OF THE BEARING MATERIALS MEETS OR EXCEEDS THE FLAN6ES; 35 KSI (ASTM A53) FOR PIPES; 46 KSI FOR TUBES; 36 KSI 4. VE D IC ASSUMED TOTAL L6AD ALLOWABLE BEARING PRESSURE USED IN DESIGN ALL ELSE, UNLESS NOTED OTHERWISE. E STU D WALL C�? FD N WALL A� �TATEO gE�oW. � 3 4" = 1'-0" A. DURING C4NSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING 3. ) THE GEOTECHNICAL ENGINEER SHALL PREPARE WRITTEN B, MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16° FILLET, s� / CONDITIONS WHICN ARE NQT NOW KNOWN OR ARE AT VARIANCE WITH SPECIFICATIONS FOR SUITABLE BACKFILL MATERIALS AND PERFORM CONTINUOUS UNLESS OTHERWISE NOTE6. PROJECT DOCUMENTATION (DISGQVERY). SUCH CONDITIQNS MAY INTERFERE COMPACTIQN TESTS ON APPROVED BAGKFILL P�ACEQ AGAINST ' WITH NEW CONSTRUCTION QR REQUIRE PROTECTION ANDjOR SUPPORT OF FOUNDATI6N WALLS, BELOW SLABS-ON-GRADE AND BELOW C. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES, ATTACHI�ENTS, ETC. EXISTING WORK DURING CONSTRUCTION, OR MAY CONSIST OF DAMAGE OR FQI.INQATIQNS, DETERIORATION TO STRUGTURAL MATERIA�S OR COMPONENTS WHICH COULD 11. TIAIBER JEOPARDIZE THE STRUCTURAL INTEGRITY QF THE BUILDING(S). B. BOTTQA� OF FOUNDATION OR GRADE BEAM SHALL EXTEND A MINIMUM OF 48 , INCHES BELaW ADJACENT FINAL GRADE. A. ALL TIMBER PRODUCTS SNALL BE IN ACCORDANCE WITH THE NATIONAL B. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL DISGOVERIES NE FOREST PRODUCTS ASSOCIATION, NATIONAL DESIGN SPECIFICATION, �.DO P�,FC BELIEVES �IAY INTERFERE WITH PROPER EXECUTION OF THE WORK OR G FOOTINGS SHALL BE P�ACED ON UNDISTURBED NATURAL MATERIALS. THE LATEST EDITION. O.••`°'�°'••.�s� JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE BUILDING(S) PRIOR TO CONTRACTOR SHALL RE�IQVE ANY LQOSE OR QISTURBED SOIL ANd REPLACE �;Y�, ��:��' PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. WITH NQN-EXPANSIVE STRUGTURAL FILL COMPACTED T0 95°6 STANDARD B. ALL LUMBER SHALL BE VISUALLY GRADED AND HAVE A MAXINU�1 MOISTURE �� '� PR6CTOR (ASTM D698� AS APPROVED BY THE S6ILS ENGIf�ER. CQNTENT dF 19°6. � ���73 ,�:� 5. STRUCTURAL STABILITY DURING GONSTRUCTION � 2x STUD BEARING :�� ?: WALL � RE: PLAN D. TOTAL LOAQ SOIL BEARING PRESSURE ASSUMED IN DESIGN: 3, 000 PSF C. FRAMING LUMBER: 2X8 AND LARGER, DOUGLAS FIR-LARCH, ALL ELSE: �°•.� � A. THE STRUCTURAL DRAWINGS ILLUSTRATE TNE COMPLETED STRUCTURE WITH HEM-FIR IN THE FQLLQWING GRADES: �s' °•••••a�`° �� � 2x TREATED PLATE W/ ALL ELEMENTS IN THEIR FINAL POSITI4NS, PROPERLY SUPPORTED AND 9. CONCRETE 1. ) GENERAL FRAMING: STANDARD AND BETTER OR STUD, �'����� ��2��d A.B. � 46" O.C. BRACED. 2 STUDS: STUD OR BETTER �. a..,.... �.- , CONC STEM WALL W/ (2) �4 TOP A. ALL CONCRETE SNAI�� BE NORMA� WEIGHT AGGREGATE UNLESS NOTED. 3. FLOOR JQISTS AN6 RQOF RAFTERS: N0: 2 OR BETTER. E SLAB NEW SLAB� B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR AL� CONSTRUCTION MEANS CLEARLY IDENTIFY INTENDED USE FOR EACN MIX DESIGN SUBMITTED FQR 4. BEAMS, STRINGERS, POSTS AND TIMBERS: N0. 1 OR BETTER. , , �� �� AND METHODS. APPROVAL. CONCRETE SHAL� CQNF6RM TO THE FOL�OWING TABLE: 6' 1 -2 #4x 6 (� 24 Q.C. D. STUQ WALLS: C. THE CONTRACTOR, IN THE PR�PER SEQUENCE, SHALL PROVIDE PROPER MINIMUt� �q}� 1. PROVIDE A �1INIMUM OF 3 STUDS AT CORNERS. ' T.O.C. SHORING AND BRACING AS MAY BE REQUIRED QURING C4NSTRUCTION TO STRENGTH GEMENT WA�R� SLUMP AGGR �R 2. � SHIM FOR BEARING ON CONCRETE SUBSTRATES. GROUT WITH 1: 3 ACHIEVE THE FINAL COMP�ETED STRUCTURE. USE CEMENT PORTLAND CEMENT-SAND GRQUT FdR FULL BEARING. MATCN (E) - -- • I• - -- P51 ACKSjCY �'`�0 �N SNE �1) 3. } WHERE �U�TIP�E TOP PLATES ARE CALLED FOR IN THE CONTRACT � D. THE CONTRACTOR SHALL BE RESPONSIBLE F4R ALL SITE SAFETY ISSUES AS DOCUMENTS, STAGGER SPLICES AND FACE NAIL P�ATES TOGETHER. o � MANDATED BY FEDERAL, STATE AND LOGAL LAWS AND REGl1LATIpNS: THE FOOTINGS _ 3000 5.5 0.58 3-4 1 0-2 4, ) REFER TO DRAWINGS FOR SPECIAL STUD CONDITIONS i � #4x1'-8" DOWELS � 24" O,C, � CONTRACTOR SHA�� EMPLOY A "COMPETENT PERSON" AS DEFINED IN OSHA DRILL 5/8"� HOLE IN (E) CONC & WALLS 3004 5.5 0.58 2-4 1 5-7 �, ALL MULTIPLE �EMBER HEADERS BEAMS AND POSTS I�ADE FRQM FRAMING REGULATIONS TO IDENTIFY SAFETY ISSUES. THE CONTRACTOR SHALL EPDXY GROUT INTERIOR FLATWORK 3000 5.5 0.58 2-4 Q.75 0-2 � EhIPLOY A QUALIFIED PERSON' AS DEFINED IN O5HA REGULATIONS TO LUMBER SHALL BE NAILED TOGETHER TO FORM A SINGLE, COMPOSITE UNIT SPREAD FOOTING � RE: PfAN SPEC I FY THE RESOLUT I ON OF SAFETY I�SUES. NOTES: US I NG NO �ESS THAN TWO ROWS OF 16d AT 12" 0. C. EQ 5��2 EQ 1. TOTAL AIR GONTENT PERCENTAGE RANGE. CHANGE TO 5-7 IF EXP�SED TO FI�EZING TEMPERATURES. V��A l�J & E. THE CONTRACTOR SHALL EMPLOY A QUALIFIED PRQFESSIONAL SHORING F. CQMP�Y WITH MINIMUM STANDARDS FOR FRAh�ING GONNECTIONS AS SET RE: PLAN SUBCONTRAGTOR TO DESIGN AND SUPPLY SHpRING SYSTEMS. SUBMIT FORTH IN IBC TABLE N0. 2304. 9. 1 AND AS DETAILED: ��� PROPOSED SHORING PLAN ALONG WITH SNORING DESIGN GALCULATIONS B• ALL GONCRETE IN CONTACT WITH SOILS SHALL USE TYPE I-I I CEI�ENT. G�N�I�f V� �Q�� PREPARED BY AND BEARING THE SEAL OF A PROFESSIONAL ENGINEER G. REINFORCING: MILD STEE� REINFORCING SHA�L BE ASTM A615 WITH A LICENSED IN THE STATE QF CO�ORAQO FQR REVIEW BY STRUCTURAL MINIMUM YIE�.D STRENGTH 60 KSI, EXCEPT WHERE NOTED AS 40 KSL ALL ENGINEER. REINFORCING REQUIRING WELDiNG SHALL CONFORM TO ASTM A706. WELDED WIRE FABRIC SNA�L CONFORM TO ASTM A185. ° D. REINFORCEMENT PROTECTION ' ' 1. CONCRETE PLACEQ AGAINST EARTH. . . . . . . . . . . . . . . . . . . . . . . 3" � ' 2. � CONCRETE PLACED IN FQRMS BUT EXPOSED TO WEATH=R "OR EARTH: � a. BARS �5 AND SMALLER. . . . . . . . . . . . . . . . . . . . . . . . 1-1�2„ b. BARS #6 AND �ARGER. . . . . . . . . . . . . . . . . . . . . . . . . . , 2„ � ' 3. } SLABS OR WALLS NOT EXPOSED TQ WEATHER QR EART-1. . . . 3/4" F NEW SPREAD FTG 53 3�q.�� = 1'-0" �_.:.. - �,.. ..e. _.�. ... . �..,.���...�,-��,�,,�,�,�,�.�.r_.