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HomeMy WebLinkAboutFile Documents.409 E Hyman Ave.0058.2019.ACBK ROOF FRAMING PLAN NOTES FLOOR FRAMING PLAN NOTES FOUNDATION PLAN NOTES I. 0 OR 0 INDICATES COLUMN BELOW 8. I-:; - Cl INDICATES OVERFRAMING I. 0 OR 0 INDICATES COLUMN BELOW P. [XXX XX"] INDICATES TOP OF BEAM ELEVATION I. TW INDICATES TOP OF CONG.WALL ELEVATION q. INDICATES BUILDING ELEVATION 2. INDICATES RAFTER BEARING 4. ALL COLUMNS SHALL BE 2-2x6 UNLESS NOTED OTHERWISE 2. •OR• INDICATES COLUMN ABOVE 10. lw*< .'Uri INDICATES OVERFRAMING 2. TF INDICATES TOP OF CONC.FOOTING ELEVATION 10. [XXX'-XX) INDICATES TOP OF BEAM ELEVATION 3. C INDICATES RAFTER HANGING 10. ALL HEADERS UNLESS NOTED OTHERWISE SHALL BE 3-2x10 3. INDICATES JOIST BEARING II. ALL SUB-FLOORS TO BE 3/4'T d 6 PLYWOOD GLU-NAILED 3. TL INDICATES TOP OFF CONC.LEDGE ELEVATION II. —. INDICATES JOIST BEARING OR 2-P 1/2"VL WITH 2"RIGID INSULATION. COORDINATE 4. -0- INDICATES MOMENT CONNECTION WITH ARCHITECT. NO INSULATION AT INTERIOR WALLS. 4. E— INDICATES JOIST HANGING WITH NAILING A5 NOTED IN GENERAL NOTES. 4. ✓ INDICATES TOP O FOOTING ELEVATION STEP 12. E— INDICATES JOIST HANGING 5. INDICATES ROOF PITCH BREAK II. ALL SLOPED ROOF SHEATHING TO BE 5/8"CDX PLYWOOD 5. -0- INDICATES MOMENT CONNECTION 12. ALL COLUMNS SHALL BE 2-2x6 UNLESS NOTED OTHERWISE IS. FOUNDATION DRAIN SYSTEM,BY OTHERS,NOT INDICATED, WITH NAILING A5 NOTED IN GENERAL NOTES. 15. ALL HEADERS UNLESS NOTED OTHERWISE SHALL BE 3-2x10 5. IV INDICATES TOP OF CONC.WALL ELEV.STEP PROVIDE A5 REQUIRED BY SOILS ENGINEER. 6. 7' INDICATES SURFACE PLANE STEP IN ELEV. OR 2-P 1/2"VL WITH 2"RIGID INSULATION. COORDINATE �'�'m 6' SHEAR INDICATES 1/2"PLYWOOD SHEAR PANELS 12. ALL LEVEL ROOF SHEATHING TO BE 3/4'CDX PLYWOOD b. cccd INDICATES SURFACE PLANE STEP IN ELEV. 14. ALL CONCRETE WALLS ARE 8"THICK,U.N.O. [X-XX"] FOR EXTENT INDICATED. PROVIDE NAILING WITH NAILING AS NOTED IN GENERAL NOTES. WITH ARCHITECT. NO INSULATION AT INTERIOR WALLS. AS NOTED IN GENERAL NOTES. T. INDICATES BUILDING ELEVATION T. • INDICATES COLUMN ABOVE. 2-2x6 TYP.U.N.O. 15. VENT CRAWLSPACE AREAS PER CODE INDICATED IN THE 13. DO NOT SCALE DRAWINGS. CONTACT ARCHITECT OR 14. DO NOT SCALE DRAWINGS. CONTACT ARCHITECT OR • COLUMNS SIZED AT LOWEST POINT,AND GENERAL NOTES. PROVIDE BLOCKOUTS IN FOUNDATION T. [XXX'-XX"] INDICATES TOP OF BEAM ELEVATION ENGINEER FOR DISCREPANCIES OR MISSING DIMENSIONS. 8. INDICATES 1/2"PLYWOOD SHEAR PANELS ENGINEER FOR DISCREPANCIES OR MISSING DIMENSIONS. REMAIN THAT SIZE FOR EACH LEVEL UNLESS SHEAR WALLS AS REQUIRED. SEE GENERAL NOTES FOR REINFORCING. [X'_XX"] FOR EXTENT INDICATED. PROVIDE NAILING CHANGED BY NOTE. AS NOTED IN GENERAL NOTES. 16. DO NOT SCALE DRAWINGS. CONTACT ARCHITECT OR S. O INDICATES PAD FOOTING. SEE PAD FOOTING ENGINEER FOR DISCREPANCIES OR MISSING DIMENSIONS. SCHEDULE THIS SHEET. 5.K.PEIGHTAL ENGINEERS WAIVES ANY AND ALL RESPONSIBILITY AND LIABILITY REFER TO THE GENERAL NOTES FOR PARAMETERS USED IN FOUNDATION DESIGN. FOR PROBLEMS WHICH ARISE FOUNDATION CONSTRUCTION AND THESE T FUTURE PERFORMANCE ARE DIRECTLY FROM F LAN TO TSS AND THHEE D RE ESIGN RELATED TO MEETING THE RECOMMENDATIONS OF THE SOILS REPORT,INHERE INTENT THEY CONVEY,OR FOR APPLICABLE. PROBLEMS WHICH ARISE FROM OTHERS'FAILURE TO OBTAIN THESE ON-GOING REQUIREMENTS MAY INCLUDE,BUT ARE NOT LIMITED TO,WATER AND/OR FOLLOW GUIDANCE OF CONTROL IN THE FORM OF:FOUNDATION DRAINAGE SYSTEMS,SURFACE WATER 5.K.PEIGHTAL ENGINEERS WITH CONTROL BY ELIMINATING PONDING AND ENSURING ADEQUATE SLOPE FOR RESPECT TO ANY ERRORS, DRAINAGE,IRRIGATION LOCATION AND LIMITATIONS,ROOF WATER COLLECTION OMISSIONS,INCONSISTENCIES, AND DEPOSITION SYSTEMS,ALL DESIGNED BY OTHERS. WATER CONTROL 15 AMBIGUITIES,OR CONFLICTS CRITICAL TO BEARING SOILS PERFORMANCE. WHICH ARE ALLEGED. 5K PEIGHTAL ENGINEERS Ltd DOES NOT PROVIDE GRADING AD/OR DRAINAGE THESE DRAWINGS ARE TO BE DESIGN OR DOCUMENTS. PROJECT OWNER SHALL RETAIN A DESIGN USED WITH THE ARCHITECTURAL PROFESSIONAL TO PROVIDE CERTIFIED GRADING AND DRAINAGE DOCUMENTS. DRAWINGS ON THE PROJECT TO CLEARLY DEFINE ALL OF THE FAILURE TO FOLLOW THESE REQUIREMENTS BY THE CONTRACTOR,OWNER, REQUIREMENTS FOR OCCUPANTS,AND/OR FUTURE OWNERS MAY PLACE EVEN A PROPERLY DESIGNED CONSTRUCTION.INHERE AND CONSTRUCTED FOUNDATION SYSTEM AT RISK OF MOVEMENT. CONFLICTS OCCUR,CONTACT ARCHITECT FOR CLARIFICATION. UTILIZATION OF THESE PLANS FOR CONSTRUCTION O THIS STRUCTURE INDICATES [ { ACCEPTANCE OF THESE REQUIREMENTS. IF THE ABOVE LINE 15 NOT 5K PEIGHTAL ENGINEERS Ltd WAIVES ANY AND ALL RESPONSIBILITY AND I"LONG ON FULL SHEET LIABILITY FOR PROBLEMS WHICH ARISE FROM OTHER'S FAILURE TO FOLLOW (1/2"LONG ON REDUCED SHEET), THESE REQUIREMENTS. THIS DRAINING 15 NOT TO THE SCALE INDICATED. NOTE: I)ALL STRUCTURE INDICATED A5 EXISTS 15 ASSUMED d MUST BE VERIFIED IN FIELD. 2)IF CONDITIONS EXIST OTHER THAN A5 ASSUMED,THE STRICT.ENG.SHALL BE NOTIFIED FOR WORD. 2x12 LEDGER W/3-3 5/8" Q 3)ALL EXIST'G STRUCTURE NOT STUDSLEDG NOT EACH SEED. MC 6x12 COLUMN FLAT TO CMU W//2"A x 4" o J AFFECTED BY THE REMODEL STUDS NOT TO EXCEED 16"OG STAINLESS STEEL TITEN HD SCREW ANCHORE HAS NOT BEEN REVIEWED. MC 6x12 COLUMN FLAT TO CMJ W//2"A x 4" IN GROUTED CELL. PROVIDE ANCHORS AT STAINLESS STEEL TITEN HD SCREW ANCHOR "' i 4)SEE ARCH FOR ALL DIMS I IN"ON CENTER FOR HEIGHT OF WALL. IN GROUTED CELL. PROVIDE ANCHORS AT a ELEVATIONS NOT INDICATED. ,' n t 'n ' r I6"ON CENTER FOR HEIGHT OF WALL. d EXISTING at WALL BUILDER TO VERIFY ocv �� T PLY T.PLY MC 8x21.8 LEDGER FLAT TO CMU W/ 1 PRIOR TO CONSRITY AND TRUGTION AND SNOTT COVER IF STRUCTURAL OC�POD LIoFLF` cv®§ �. :'NE pR S I/4'x 3"FLAT BAR or w — n I/4"x 3"FLAT BAR or ® �I10'-O" VIP I1/2' (ONE PER STAINLESS TITEN HD ENGINEER OF EXISTING CONDITIONS. % o°" 41 0 3/4"0 ROD �` 3/4'A ROD r x-BRACING x-BRACING y�___L.r ////////////////////////////////////////////////////////� Po.�5sue'=5.%4) • • \ / 2x10 N IN"OD ^ _ Y LANDING WU JB210A STAINLESS STEEL TITEN TO A MINIMUM OF < IN GROUTEDR CELL. PROVIDE A MINIMUMx 4 T�'SS/ •��G2 "i o 2x10®Ib"OG AT MC bxI2 COLUMN FLAT T ONAI HD SCREW ANCHOR STAINLESS STEEL TITEN HD SCREW ANCHOR A.A. t• •H25A EA END \�' IN GROUTED CELL. PROVIDE OF ® ry m H55 3x3x3/16 TENSION CONN. 5 SCREW ANCHORS AT 8"ON CENTER FOR 5 SCREW ANCHORS AT 8 ON CENTER FOR STL BT L55U210 STL BT Z.9 SEE DETAIL 1/5531 HEIGHT OF WALL. BEAR TIGHT TO CMII a HEIGHT OF WALL. BEAR TIGHT TO EA ED ,� 3-2x12 �//TYP UD — '✓�/EA END 1/4"x 3"FLAT BAR or �/3x3x1/4 i$ e U / WALL BELOW WITH B.PL'B'SIM CONCRETE WALL BELOW WITH B.PL'B'SIM [2-SPAN] LI D" 1 3/4"4 ROD COL ABOVE — S ��(j P F STEEL BOOT n \SSTEET X-BRACING / LANDING [VIP] C MC 8,421.43�V BUILDERS)MAL AND ABANDON HEM 1 •1��1 �JJ w I/4"x 3"FLAT BAR or / PIER 4 FTG AT H55 COLUMN WITH ' r �i®®�®.T' o W PRIOR APPROVAL OF OWNER, S K PEIGHTAL ENGINEERS 1/4"x 3"FLAT BAR or _, BUILDER'S OPTION:ABANDON 3/4'A ROD X-BRACING ` 3/4"A ROD CONCRETE WALL AND PROVIDE NOTE: SET TIGHT TO BOTTOM O • -- I + s-- Q T a X-BRACINGARCHITECT,I BUILDING BASALT,COLORADO$]62] � CONC PIER:12"50 OFFICIAL. NEW PIER I FTG AT H55 SEE ARCH.FOR RAFTERS. PROVIDE SLIP ® i V'' ,0 PAD FT6:2'-0'x 3'-6'x 10" % - COLUMN WITH PRIOR APPROVAL ALL DIMENSIONS PHONE: (970)927-9510 SUPPORT CONNECTION AT 1/4 y� v W1/75®8"OC.EACH WAY OF POINTS TO REDUCE %m " BUILDING OFFICIAL.ECT,d NOT INDICATED. r� `V REVIEW DEFLECTION yr m 9 ^' IA". �EOK REVIEW H55 343x3/Ib _ . 4x4 COLUMN ,c' B.PL q' 01 a 0 ,� /ABOVE NTP 36"ABOVE GRADE —,a _ 4O-I E. NYM�N "ee 10q'-O 3/4" BF 36"BELOW GRADE o,n 1- SEE DETAIL 2/5531 2x4 I I H5` 3x3x3/Ib ASPEN •2-2x10 N IN"oG i s L� GOLORADO FOR TYPICAL X-BRACE 4x4 COLUMN STEEL BOOT ABOVE SEE DETAIL I/5531 TP 36"ABOVE GRADE FOR TYPICAL PROVIDE LANDING AT STAIR BF 56'BELOW GRADE DATE ISSUE PORTION OF LOWER ROOF STEEL B.PLATES BASE PER CODE FOR CONC PIER:IT SQ 10/24/18 PRELIMINARY SEE DETAIL 3/5531 ond/or 1/4"x 3"FLAT BAR or SIZED FOR SLIDING SNOW STRINGER SUPPORT PAD FTG,2'-0"x 3'-6"o 10" 03/20/19 PERMIT 4/5531 FOR HORIZONTAL 3/4"A ROD X-BRACING FROM UPPER ROOF W/15®8"OC EACH WAY AND LATERAL X-BRACING SET TIGHT TO BOTTOM OF 08/23/19 COORDINATION JOISTS. PROVIDE SLIP SUPPORT CONNECTION AT 1/4 SEE DETAIL 3/5531 and/or — POINTS TO REDUCE 4/5531 FOR HORIZONTAL DEFLECTION AND LATERAL X-BRACING riN UPPER ROOF FRAMING PLAN PIN LONER ROOF FRAMING PLAN ,'IN FOUNDATION PLAN JOB # ISOIS TITLE: NORTH SCALE:I/4"-I'-0 on 22'x 34' NORTH SCALE:I/4"=I'-O on 22'x 34' NORTH SCALE:I/4"-I'-0 on 22"x 34" SHALE:1/8"=1'-0 on 11'x 11" SCALE:I/8'=1-0 on II'x IT' SCALE:1/8"=1'-0 on II"x II" FRAMING& FDN PLANS SHEET: ‘09 1 03000, ValW• nonrz 4 5" GENERAL NOTES D.CONCRETE 11' DECK REVIEW 401 E.HYMAN CONCRETE HA5 BEEN DESIGNED AND SHALL BE CONSTRUCTED IN G.STRUCTURAL WOOD FRAMING 1/4" BOOT HT 20 MARCH 2O19 ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE BUILDING CODE(AGI ALL WOOD FOR STRUCTURAL FRAMING SHALL BE KILN DRIED DOUGLAS 2x CANT.TOP PLATE W1/ w 318-05). ALL SLABS ON GRADE AND STRUCTURAL SLABS SHALL HAVE A FIR/LARGH GRADED AS PER LATEST EDITION "NATIONAL DESIGN 1/2"0 BOLTS®24'O.G. ° A.STRUCTURAL DESIGN CRITERIA-CITY OF ASPEN MINIMUM COMPRESSIVE STRENGTH OF 4000 P5I IN 28 DAYS. ALL OTHER SPECIFICATIONS FOR HOOD CONSTRUCTION" BY THE NATIONAL FOREST d STAGGERED TYPICAL F I.DESIGN CODES CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN PAPER ASSOCIATION AND WWPA. o 4'. a.INTERNATIONAL BUILDING CODE(2015) 28 DAYS. ALL CONCRETE SHALL HAVE A MINIMUM OF 20%FLY ASH CONTENT. M T.BEAM ; 2.SNOW LOADS THE OWNER SHALL ENGAGE A QUALIFIED, INDEPENDENT TESTING AND STRUCTURAL JOISTS(>2X6) NO.2 OR BETTER SEE PLAN _ '< a.GROUND SNOW LOAD(Pg) 100 psf INSPECTING AGENCY TO SAMPLE MATERIALS,PERFORM TESTS,AND£A-UBMIT Fb=900 PSI(x1.15 REP)(xCF) Fv=180 PSI E=1600000 P51 I/4'STEEL BOOT -'� b.FLAT ROOF SNOW LOAD(PT=0.1"Pg) 10 psf TEST REPORTS DURING CONCRETE PLACEMENT TO A55URE THE QUALITY OF 3.STAIRS AND EXITS 100 psf THE MATERIALS USED AND THE ACCURACY OF PLACEMENT. MECHANICALLY LIGHT FRAMING STUDS 2X4(SND OR BETTER) e'3 si° VIBRATE ALL CONCRETE WHEN PLACED EXCEPT SLABS ON GRADE. ALL 3/I6 3/4"0 THRU-BOLTS (ALL OTHER PER TABLE 1601.1,ITEM 30) Fb=100 P51(x1.15 REP) Fcperp=625 P51 Fcpar=850 F51 VERIFY PIER AND PAD 4.WIND SLABS ON GRADE SHALL HAVE CONTROL JOINTS(KEYED OR SAW GUT)AT A STEEL BEAM a.WIND SPEED MAXIMUM 12'-0"ON CENTER EACH WAY UNLESS OTHERWISE SHOWN ON PLAN. FRAMING STUDS 2X6(N0.2 OR BETTER) FOOTING WITHIN PROPERTY LINE 1/4"STIFFENER SEE PLAN i.V 3-SECOND GUST 90 mph REINFORCING BARS SHALL BE ASTM A615-GRADE 60(ASTM A106 GRADE 60 Fb=900 PSI(x1.15 REP) Fcperp=625 P51 Fcper=1350 P51 BOUNDARIES PLATE(EA.SIDE) STEEL BEAM AT SIMILAR ii.V FASTEST MILE lb mph SHALL BE USED WHERE REINFORCING 15 TO BE WELDED) NO SPLICES OF STEEL COLUMN PROVIDE/a"STIFFENER Z m b.EXPOSURE B REINFORCING SHALL BE MADE AND NO WELDING OF REINFORCING SHALL BE PRESSURE TREATED LUMBER(HEM-FIR NO.2 OR BEI ItR) SEE PLAN AT STEEL BOOT _ ¢t 5.SEISMIC a.DESIGN CATEGORY C PERMITTED EXCEPT A5 DETAILED OR AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES,WHERE PERMITTED,SHALL BE A MINIMUM OF 44 BAR Fb=850 PSI(x1.15 REP) Fv=ISO PSI E=1300000 PSI 111 STEEL PLATE 2 BOLTS TYPICAL rv^� b.SITE GLASS D DIAMETERS. PROVIDE CORNER BARS OF EQUAL SIZE AND SPACING AROUND SIZES SHOWN FOR STRUCTURAL WOOD FRAMING ARE NOMINAL SIZES. PROVIDE B.PL'A' SEE DETAIL I/5531 1/4 I/2'x 8"x BM.FLANGE WIDTH W/2-3/4"0 BOLTS -(ONLY LOWER BOLT FOR 6.FROST LINE DEPTH(UN-INSULATED) 36" ALL CORNERS. PROVIDE 2-*5 BARS WITH A MINIMUM OF 2-0'PROJECTION BEYOND THE SIDES OF ALL OPENINGS IN WALLS,BEAMS AND SLABS PROVIDE SOLID BLOCKING BETWEEN ALL JOISTS AND RAFTERS AT SUPPORTS AND BEAMS LESS THAN 12") L MINIMUM I X 4 CROSS-BRIDGING AT NOT MORE THAN 8'-0"O.G.BETWEEN •T.PIER +' I/2"NON-SHRINK B.SPECIAL INSPECTION ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING AT POSITIONS SUPPORTS EXCEPT AS OTHERWISE NOTED. PROVIDE BRIDGING AT NOT MORE • SEE PLAN °" GROUT STEEL CHANNEL SPECIAL INSPECTION REQUIREMENTS LISTED HEREIN ARE BASED ON THAT SHOWN ON THE PLANS. WIELDED WIRE FABRIC SHALL CONFORM TO ASTM AI85. THAN 6'-0'O.G.FOR STUD WALLS NOT COVERED BY SHEATHING OR WALL COLUMN SEE PLAN STEEL COLUMN REQUIRED BY CHAPTER Il OF THE 2009 INTERNATIONAL BUILDING CODE THE LAP WIRE FABRIC REINFORCEMENT ONE FULL MESH PLUS 2"AT SIDES AND COVERINGS MEETING MINIMUM REQUIREMENTS OF IBC TABLE 2304.6. IIII 2-*3 TIES AT SEE PLAN OWNER SHALL RETAIN THE"INDEPENDENT INSPECTORS'AS DEFINED BY THE IBC, ENDS AND WIRE TOGETHER. ANCHOR BOLTS FOR BEAM AND COLUMN BEARING CONNECTORS SHOWN ON THE PLANS ARE MANUFACTURED BY THE SIMPSON TOP OF PIER AND THE GOVERNING BUILDING OFFICIAL. THE REQUIREMENTS HEREIN ARE PLATES SHALL CONFORM TO ASTM A301 AND BE PLACED WITH SETTING COMPANY. CONNECTORS BY OTHER MANUFACTURERS SHALL BE DEEMED A5 *5 VERTICAL FULL HEIGHT O BEAM BEARING ON CHANNEL O TYPICAL STEEL BOOT PRESENTED PER IBC,AND MAY BE EXEMPTED OR MODIFIED BY THE BUILDING TEMPLATES. EQUIVALENT IF THEIR RATED CAPACITY IS EQUAL TO OR GREATER THAN THAT OFFICIAL OF THE CONNECTOR SPECIFIED. FOLLOW MANUFACTURER'S RECOMMENDATIONS Q Ill EACH CORNER(4 TOTAL) 6 CONCRETE FOOTING DESIGN BASED ON COMPRESSIVE STRENGTH OF 2500 PSI. FOR NAILS AND BOLTS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO m CLR ®I I/2"=I'0" LI B 1 I/2"-I'0" LI3 STR CTURA STEEL HOWEVER,PROVIDE AS INDICATED ABOVE. TABLE 2304A.1 OF THE INTERNATIONAL BALDING CODE. PROVIDE DING N •3 TIES N 12"OC FOR SPECIAL INSPECTION SHALL BE PROVIDED PER TABLE 11043. H2.SA TIE AT EACH ROOF RAFTER BEARING CONDITION, UNLESS NOTED TYP FULL HEIGHT OF PIER CONNECTION TO OCCUR E.CONCRETE MASONRY OTHERWISE. WHEN PRESSURE TREATED OR MOLMANIZED MATERIAL I5 WITHIN b"OF FLOOR AND EXCEPT: SPECIAL INSPECTION NOT REQUIRED FOR FABRICATION WHICH ALL CMU SHALL CONFORM TO ASTM C90. CMU USED BELOW GRADE AND ALL SPECIFIED,ALL FASTENERS AND CANNECTORS SHALL BE EITHER HOT-DIP SQUARE CONCRETE PIER CEILING DIAPHRAGMS OCCURS ON THE PREMISES OF AN"APPROVED FABRICATOR"A5 DEFINED BY EXTERIOR WALLS SHALL BE GRADE N-I. INTERIOR CONCRETE MASONRY UNITS GALVANIZED OR STAINLESS STEEL. SEE PLAN 2x CONT.TOP PLATE W/I/2"0 BOLTS IBC SECTION 1104.2.2. NOT EXPOSED TO WEATHER OR EARTH MAY BE GRADE N-I OR 5-I. ALL S.K.PEIGHTAL ENGINEERS yl GRADE ®24"O.C.STAGGERED TYPICAL MORTAR FOR EXTERIOR WALLS AND INTERIOR BEARING WALLS SHALL PLYWOOD WAIVES ANY AND ALL VIF 11.111 -11 ALL BOLTED CONNECTIONS ARE BEARING-TYPE CONNECTIONS,UNLESS NOTED CONFORM TO ASTM 210,TYPE 5. GROUT FOR MASONRY BOND BEAMS AND FOR ROOFS,FLOORS,AND SHEAR WALL SHEATHING SHALL BE APA GRADE RESPONSIBILITY AND LIABILITY *5 DOWEL EACH CORNER T.BEAM 3/8"x 8"x 4"STEEL OTHERWISE,WHICH REQUIRES PERIODIC SPECIAL INSPECTION. PILASTERS SHALL BE MADE WITH STONE AGGREGATE AND SHALL DEVELOP TRADEMARKED CDX WITH EXTERIOR GLUE. LAY UP PLYWOOD WITH FACE FOR PROBLEMS WHICH ARISE III12"HORIZ/36"VERT SEE PLAN PLATE OR LARGER AS 3000 PSI COMPRESSIVE STRENGTH IN 28 DAYS. ALL MASONRY SHALL GRAIN PERPENDICULAR TO SUPPORTS AND STAGGER JOINTS. PLYWOOD OVER FROM FAILURE TO FOLLOW REQUIRED TO MEET EXCEPT: SPECIAL INSPECTION NOT REQUIRED FOR BOLTED CONNECTIONS DEVELOP 1350 P51 ULTIMATE COMPRESSIVE STRENGTH(f'n)IN 28 DAYS. ROD DECKING TO BE LAYED PERPENDICULAR TO DECKING. STAGGER JOINTS TO THESE PLANS AND THE DESIGN 1/4'STIFFENER WELD REQUIREMENTS DESIGNED AND SPECIFIED AS"A301"ON THE STRUCTURAL DOCUMENTS. GROUT IN VERTICAL SPACES IMMEDIATELY AFTER POURING AND AGAIN FIVE AVOID PLYWOOD EDGE ALONG PLANK EDGE. ALL NAILING COMMON NAILS; INTENT THEY CONVEY,OR FOR PLATE(EACH SIDE) MINUTES LATER. PLACE CONTROL JOINTS IN CM WALLS(NOT REQUIRED IN CMU RING SHANKED FOR ROOF AND FLOOR SHEATHING. REFER TO TABLE BELOW PROBLEMS WHICH ARISE FROM IIIISTEEL COLUMN ALL FIELD WELDS REQUIRE CONTINUOUS SPECIAL INSPECTION. 1 FOUNDATION WALLS)MAXIMUM 24'-0"O.C. FOR USE REQUIREMENTS: OTHERS'FAILURE TO OBTAIN in PAD FIG b REINFORCEMENT SEE PLAN AND/OR FOLLOW GUIDANCE OF STEEL BEAM I/4 4"MIN. EXCEPT: WORK WHICH REQUIRES PERIODIC SPECIAL INSPECTION INCLUDE HORIZONTAL REINFORCING SHALL BE STANDARD"DUR-O-WAL"OR AUTHORIZED USE THICKNESS SPAN/INDEX EDGE INTER S.K.PEIGHTAL ENGINEERS WITH SEE PLAN 3*3*3 3A6 SEE PLAN SINGLE PA55 FILLET WELDS LE55 THAN OR EQUAL TO 5/I6",FLOOR AND ROOF RESPECT TO ANY ERRORS, liMMI EQUIVALENT SPACED AT I6"O.C.EXCEPT AS NOTED. VERTICAL REINFORCING RATIO NAILING NAILING • DECK WELDING,AND WELDING OF STAIR AND RAIL SYSTEMS. SHALL EXTEND FOR THE FULL HEIGHT OF THE WALL IN GROUTED CELLS. GROUT FLAT ROOF 3/4" 48/24 8d®b"OC 8d412"OC OMISSIONS,INCONSISTENCIES, LIFTS SHALL NOT EXCEED 4'-O"UNLESS GLEAN OUTS ARE PROVIDED IN WHICH SLOPED ROOF 5/8" 32/Ib 8d®6"OC 8d®12"OC AMBIGUITIES,OR CONFLICTS DETAIL SIMILAR CONCRETE CASE GROUT LIFTS SHALL NOT EXCEED 8'-0". PROVIDE I-*5 IN CENTER OF FLOOR 3/4"TMG 48/24 8d@b"OC 8d®I2"OC WHICH ARE ALLEGED. STEEL PLATEAT HORIZONTAL SPECIAL INSPECTION SHALL BE PROVIDED PER TABLE 1104.4. GROUTED CELL AT ALL CORNERS, INTERSECTIONS, WALL ENDS, BEAM THESE DRAWINGS ARE TO BE •B.FOOTING 11LEM _ 1/2"x 10"x BEAM • SEE PLAN - 1/4\8' DIAPHRAGM BEARINGS,JAMBS,EACH SIDE OF CONTROL JOINTS AND AT INTERVALS NOT TO ALL EDGES OF SHEAR WALL SHEATHING SHALL BE BLOCKED. ORIENTED USED WITH THE ARCHITECTURAL I-III III EXCEED 48"O.G.UNLESS NOTED OTHERWISE ON PLAN. DOWEL ALL VERTICAL STRAND BOARD (05B) SHEATHING MAY BE USED A5 AN ALTERNATE TO DRAWINGS ON THE PROJECT TO 111=111=iTi I/4 FLANGE WIDTH X-BRACING EXCEPT: SPECIAL INSPECTION NOT REQUIRED FOR ISOLATED SPREAD W/4-3/4'0 BOLTS FOOTINGS FOR STRUCTURES THREE STORIES OR LESS. CONCRETE MATERIAL REINFORCING TO FOUNDATION WITH DOWELS TO MATCH WALL REINFORCING. PLYWOOD WITH PRIOR APPROVAL OF ARCHITECT AND ENGINEER. ORIENTED CLEARLY DEFINE ALL OF THE SEE PLAN SAMPLING SHALL STILL BE PERFORMED. PROVIDE 2-•5 CONTINUOUS HORIZONTAL IN 8"DEEP GROUTED BOND BEAM AT STRAND BOARD(OSB)SHEATHING SHALL COMPLY NOT LE55 THAN TYPE M REQUIREMENTS FOR STEEL COLUMN EACH FLOOR AND ROOF LEVELS AND MIN 48" LONG BELOW ALL BEAM EXTERIOR GLUE AND SHALL HAVE A SPAN RATING EQUIVALENT TO OR BETTER CONSTRUCTION.WHERE FOOTING TO BEAR ON SEE PLAN • EXCEPT: SPECIAL INSPECTION NOT REQUIRED FOR CONTINUOUS FOOTINGS BEARINGS. REINFORCING BARS SHALL CONFORM TO ASTM A6I5,GRADE 60. THAN THE PLYWOOD IT REPLACES. CONTACT STRUCTURAL ENGINEER AND CONFLICTS OCCUR,CONTACT UNDISTURBED,NATIVE SOILS - 3/4"0 X-BRACING FOR STRUCTURES THREE STORIES OR LESS,AND WHERE DESIGN 15 BASED ON AT SPLICES,LAP BARS 40 DIAMETERS. AT CORNERS AND INTERSECTIONS, ARCHITECT FOR SUBSTITUTION APPROVAL PRIOR TO CONSTRUCTION. ARCHITECT FOR CLARIFICATION. ROD CONCRETE COMPRESSIVE STRENGTH OF 2500 PSI OR LESS,REGARDLESS OF MAKE HORIZONTAL BARS CONTINUOUS OR PROVIDE MATCHING CORNER BARS. THE COMPRESSIVE STRENGTH SPECIFIED BY THE STRUCTURAL DOCUMENTS OR AROUND OPENINGS IN WALLS,PROVIDE 1-•4 TO EXTEND A MINIMUM OF 24" H.ALL EXISTING CONDITIONS MUST BE VERIFIED BY THE BUILDER IN THE FIELD. 1 I ® NEV PIER $ FTG OPTION O CONTINUOUS BEAM AT COLUMN ()TYPICAL X-BRACING CONNECTION USED IN CONSTRUCTION. CONCRETE MATERIAL SAMPLING SHALL STILL BEPERF BEYOND EDGE OF OPENING. UNKNOWNAND VARIED CONDITIONS MAY BE FOUND. NOTIFY THE ENGINEER OF IF THE ABOVE LINE IS NOT ANY STRUCTURAL CONDITIONS FOUND TO VARY FROM THAT INDICATED. 1"LONG ON FULL SHEET 5 3/4"c 0" 18016 ®I I/2'=I'-0' L5 ®3°=I'D° L21 F.STEEL DE51GN REVISIONS MAY BE REQUIRED,AND ARE EXPECTED AS A PROCESS OF (I/2"LONG ON REDUCED SHEET), EXCEPT: SPECIAL INSPECTION NOT REQUIRED FOR CONCRETE SLABS ON ALL WIDE FLANGE STEEL SHAPES SHALL CONFORM TO ASTM A992. FOR 5,M, REMODEL WORK. THIS DRAWING IS NOT TO THE GRADE. AND HP SHAPES AND CHANNELS,STEEL SHALL CONFORM TO A36. TUBE SCALE INDICATED. I/4"FITTED STIFFENER 3/8"x 8"x 4"STEEL COLUMNS SHALL CONFORM TO ASTM A500(GRADE B)LATEST EDITION. PIPE I.ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE VERIFIED AGAINST EACH SIDE PLATE OR LARGER AS EXCEPT: SPECIAL INSPECTION NOT REQUIRED FOR EMBEDDED(CANT IN) SHAPES SHALL CONFORM TO ASTM A53(GRADE B). ANGLES AND PLATES THE ARCHITECTURAL AND DISCREPANCIES SHALL BE BROUGHT TO THE I REQUIRED TO MEET CONCRETE ANCHOR BOLTS,AS DESIGN ALLOWABLE SERVICE LOADS HAVE NOT STEEL COWMNSHALL CONFORM TO A36. ALL SHOP CONNECTIONS SHALL BE WELDED AS ATTENTION OF THE ARCHITECT. STEEL BEAM 1/4 WELD REQUIREMENTS BEEN INCREASED PER SECTION 191L5' INDICATED ON PLAN. FIELD CONNECTIONS SHALL BE STANDARD FRAMED o PDO L/, C SEE PLAN SEE PLAN1 mii BEAM CONNECTIONS WITH MAXIMUM NUMBER OF ASTM A325 3/4"DIAMETER J.THE ARCHITECT MUST AUTHORIZE ALL SUBSTITUTIONS. SUCH AUTHORIZATION �•••NE P aF�s.,�•, EXCEPT: SPECIAL INSPECTION NOT REQUIRED FOR EXPANSION AND SCREW O R s;o i 3�� PLATE: /2"x 0"x 2x CONT.TOP PLATE BOLTS TO FIT BEAM IN SINGLE ROW AND SHALL CONFORM TO ASTM A325N, DOES NOT RELIEVE THE CONTRACTOR FROM CONFORMANCE WITH THE ;p; 3A6 W/I/2"0 BOLTS ANCHORS IN HARDENED CONCRETE,AS DESIGN ALLOWABLE SERVICE LOADS BEARING-TYPE CONNECTION,UNLESS OTHERWISE NOTED. ANCHOR BOLTS SHALL DRAWINGS AND SPECIFICATIONS. ° , BEAM FLANGE WIDTH W/ ARE REDUCED CAPACITIES FOR"INSTALLATION WITHOUT SPECIAL INSPECTION" e 41761 vp N 24'O.G.STAGGERED CONFORM TO ASTM A301. STRUCTURAL STEEL SHALL BE DETAILED, 4-3/4"m THRU-BOLTS PROVIDED BY THE MANUFACTURER. ' ' W TYPICAL ,r ''3/16 r 4"MIN FABRICATED AND ERECTED IN ACCORDANCE WITH LATEST PROVISIONS OF THE K.COORDINATE ALL OPENINGS THROUGH FLOORS,WALLS,AND ROOFS WITH THE : 9%.28 Rug'19.;W / A15C MANUAL OF STEEL CONSTRUCTION AND AISC CODE OF STANDARD MECHANICAL AND ELECTRICAL CONTRACTORS. BUILDER TO NOTIFY �0 :'��' NOTE: SPECIAL INSPECTION SHALL BE PROVIDED FOR EPDXY TYPE CONCRETE •,F' ^^•••"'G� CONNECTION TO OCCUR PRACTICE. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT OR STRUCTURAL ENGINEER REGARDING SIZE AND LOCATION OF ANY PENETRATION • `ss/ON AL E4 1` FASTENERS IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. STEEL COLUMN WITHIN 6"OF FLOOR AND ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL THROUGH STRUCTURAL SYSTEMS. NO PENETRATION SHALL BE PERFOMRED 1/2'x(BM WIDTH)x10"STL CAP SEE PLAN CEILING DIAPHRAGMS DETAIL EACH BEAM,APPLICABLE CONNECTIONS,LAYOUT,AND BRACING. USE PRIOR TO STRUCTURAL ENGINEERS REVIEW. MASONRY PL VI/4-3/4"0 THRU-BOLTS WELDERS MEETING THE REQUIREMENTS OF THE AW5'STANDARD QUALIFICATION 3/Ib SPECIAL INSPECTION SHALL BE PROVIDED PER LEVEL-I TABLE 1'I04.5.1. PROCEDURE" COMPLY WITH AWS DI.1 "STRUCTURAL WELDING CODE." ALL L.DO NOT BACKFILL AGAINST WALLS UNTIL FLOOR AND ROOF SYSTEMS 2x CONT P.T.PL W/1/20 DETAIL SIMILAR WELDS SHALL BE EIOXXLH TYPICAL UNLESS NOTED OTHERWISE. PRIME ALL BRACING THOSE WALLS ARE IN PLATE. BOLTS®16"oG EXCEPT: SPECIAL INSPECTION NOT REQUIRED FOR EMPIRICALLY DESIGNED S•T.,.T•� TENSION CONNECTOR AT HORIZONTAL STEEL WITH APPROVED PRIMER. TOUCH-UP PAINT AT EXPOSED BOLTS,WELDS, K Y IL MASONRY,GLASS UNIT MASONRY,AND MASONRY VENEER. SEE PLAN ;�`' JOISTS AND DIAPHRAGM AND ABRADED SHOP PAINT AREAS, DRY PACK OR GROUT FOR BEARING CM.ONSTRUCTION. MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED X-BRACING PLATES SHALL BE SHRINK RESISTANT EMBED 153 OR EQUIVALENT HANGERS G.FOUNDATION . CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. BUILDING FOUNDATION SYSTEM HAS BEEN DESIGNED USING AN ASSUMED � ` SEE PLAN I/4 8 MAXIMUMM NT FLUID LATERAL PRESSURE RE OF 45�POCFS FOOTINGS SHALL HEADNSION BOLTS,KWIKBOLT",ORERE APPROVED�HEDGE TYPE,INSTALLED D BY ENGINEER,SHALL BE ACCORDANCE N.PROVIDE AN LSTA STRAP AT ALL DISCONTINUOUS WALL PLATES. EXTEND S K PEIGHTAL ENGINEERS CHANNEL WITH THE MANUFACTURER'S REQUIREMENTS. EPDXY BOLTS,WHERE APPROVED STRAP A MINIMUM OF 12'BEYOND INTERRUPTION,EACH SIDE. ANOMALIES MAY BASALT,COLORAD081621 3/16"CLOSURE 4......�1. SEE PLAN 351DE�i I/4"FULL HEIGHT NEB BE PLACED ON UNDISTURBED SOIL. SOILS ARE ASSUMED TO BE UNIFORM, PHONE: (970)927-9510 PLATE Midi 3/16 STIFFENER-BOTH NON-EXPANSIVE,AND NON-COMPRESSIVE. THE OWNER SHALL RETAIN A SOILS BY ENGINEER SHALL BE SIMPSON ET,NET,OR APPROVED ADHESIVE SYSTEM, INCLUDE STEEL COLUMNS, MECHANICAL PENETRATIONS, GARNERS, 3"x I/4" INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. LEVEL/SLOPED PLATE TRANSITION,HEAVY TIMBER BACKSPANS,ETC. STEEL BEAM SIDES®COLUMN ENGINEER TO INSPECT THE BEARING SOILS EXPOSED DURING EXCAVATION TO SEE PLAN CENTERLINE STEEL PLATE VERIFY ASSUMPTIONS AND TO SUBMIT A WRITTEN REPORT. NO FOOTINGS CONCRETE SCREW ANCHORS, WHERE APPROVED BY ENGINEER,SHALL BE n�`V REVIEW SHALL BE POURED UNTIL A VERBAL SUMMARY HA5 BEEN GIVEN TO THE SIMPSON TITEN HD ANCHORS,OR APPROVED ANCHOR SYSTEM,INSTALLED IN O.THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT V (2 K TENSION GONNEGTOR 3116 I STEEL COLUMN ® STEEL BEAM TYPICAL X-BRACE GONNEGTION STRUCTURAL ENGINEER ALSO CON UL ED BYY THEE O501L5WNER INGREGARDh 0 POSSIBLE(FOUNDATION ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS. CO FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHODS OF �1 L CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES 4Oq E. HYMAN 0DRAINAGE REQUIREMENTS AND ANY ADDITIONAL CONSTRUCTION REQUIREMENTS NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH I ® /2"' -0" I&OI ®I I/2'°ILO' L8 ®3�=ILO' L33 AFFECTED BY SOILS. MEASURES SHALL INCLUDE,BUT NOT BE LIMITED TO,BRACING,SHORING FOR ASPEN LOADS DUE TO CONSTRUCTION EQUIPMENT,ETC. OBSERVATION VISITS TO THE GOLORADO CL rr�� SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE I. i ABOVE ITEMS NOR WILL THE STRUCTURAL ENGINEER BE RESPONSIBLE FOR THE DATE ISSUE SEE PLAN FOR BEAM RELATIONSHIP EQ EQ 12 3" EQ EQ 3" 12 CONTRACTOR'S MEANS,METHODS,TECHNIQUES,SEQUENCES FOR PROCEDURE OF 03/20/19 PERMIT I 4-1/2"b x 10' CONSTRUCTION,OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT JOISTS 2" 2" A.BOLTS THERETO. 08/23/19 COORDINATION SEE PLAN 1TP. r -ry 18016 2x CANT.TOP PLATE W/ w iry I/4 NOTES: + / 1 1/2"0 BOLTS®24'O.C. I.PROVIDE /2"i NON-SHRINK - • _ ® 2 STAGGERED TYPICAL - GROUT UNDER BASE PLATES. I __ DETAIL PROVIDED TO SHOWII1M - + 2.OPTION:4-I/2"0 CONCRETE GENERAL RELATIONSHIPS I T.BEAM L' i o SCREW ANCHORS WITH 4"EMBED 4-I1A x ITS PL ICI ONLY. SEE DETAIL II/5531 ` ��.,,® PER GENERAL NOTES. A.BOLTS 5. STEEL BEAM SEE PLAN H55 COLUMN OR ®3/4"x5"xl'-4" FOR ADDITIONAL SEE PLAN I p OTHER(SEE PLAN) SET COLUMNCC INFORMATION P B PL FLUSH TO EDGE STEEL BEAM 'A I OF B.PL.@ C.1I1SEE PLAN . ER STEEL 2 STIFFENER PLATE ®3/4"x8"x8' III III ••- EACH SIDE TENSION CONNECTOR PLAN 'L 1 • 4-I/2"0 x 10" JOB 15016 3-513*5 II TENSION CONNECTOR �� T'F I/4 I J` 2_" --1 • _5 SEE PLAN ���'� 2 4" 3' 3' 3" 12 4-I/2"0 x 10" ^>��• A.BOLT TITLE, CHANNEL A.BOLTS BOLTS PER SET COLUMN SEE PLAN STEEL BEAMS GENERAL NOTES x FLUSH TO EDGE v SEE PLAN -- = OF B.PL.N DI \_I DETAIL • -4, '1 1 0-' SHEET TENSION GONNEGTOR _ I I STEEL BEAM AT STEEL BEAM ry\ ry BASE PLATE DETAILS 2".1 SHEET: sREEr: O © �. �L' ' O ®I I/2"=1'-0" L23/4-BOLT B. FL. 'D' '�` � S 531 ®I I/2"=ILO' 18016 • ®I I/2"=I'-0" LIb ®3/a"xs"xv-s' N 3/4"x11"LI1" t 09103 S nrlem