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HomeMy WebLinkAboutFile Documents.1010 E Hyman Ave.0025-2022-BCHO (27) ALBRIGHT GENERAL NOTES E. CONCRETE F. STEEL BOISE CASCADE FABRICATED WOOD JOISTS &ASSOCIATES 1010 E.HYMAN CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE ALL WIDE FLANGE STEEL SHAPES SHALL CONFORM TO ASTM A992. FOR S,M,AND HP SHAPES AND I SERIES FABRICATED JOISTS WITH STRUCTURAL WOOD FLANGES AND PLYWOOD OR OSB WEBS CU 01/05/21 AMERICAN CONCRETE INSTITUTE BUILDING CODE(ACI 31814).THE MINIMUM CONCRETE CHANNELS,STEEL SHALL CONFORM TO A36.TUBE COLUMNS SHALL CONFORM TO ASTM A500 CALLED FOR ON THE DRAWINGS AS'BCI"AREAS MANUFACTURED BY THE BOISE CASCADE COMPRESSIVE STRENGTHS AND EXPOSURE CLASSES SHALL BE AS LISTED BELOW.WATER CEMENT (GRADE B)LATEST EDITION. PIPE SHAPES SHALL CONFORM TO ASTM A53(GRADE B).ANGLES AND CORPORATION OF WHITE CITY,OREGON. FABRICATED WOOD JOISTS SHALL BE INSTALLED IN A.DESIGN LIVE LOADS RATIOS AND AIR ENTRAINMENT SHALL BE AS DEFINED IN TABLE 19.3.2.1 OF ACI 318-14 BASED ON THE PLATES SHALL CONFORM TO A36.FIELD CONNECTIONS SHALL BE STANDARD FRAMED BEAM ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS.SUPPLY ALL PLATES,BLOCKING, 1.SNOW LOAD•AS CALCULATED PER COLORADO DESIGN SNOW LOADS 2016 PUBLISHED BY trC unit A EXPOSURE CLASSES SPECIFIED.ALL EXTERIOR WALLS,EXTERIOR FOOTINGS,EXTERIOR SLABS ON CONNECTIONS WITH MAXIMUM NUMBER OF ASTM F3125 GRADE A325 3/4"DIAMETER BOLTS TO FIT BRIDGING,BRACING,STIFFENERS AND OTHER RELATED ITEMS AS RECOMMENDED BY THE Basalt, 8t,co tbn STRUCTURAL ENGINEERS ASSOCIATION OF COLORADO. GRADE,EXTERIOR BEAMS,AND EXTERIOR STRUCTURAL SLABS NOT EXPOSED TO DEICING BEAM IN SINGLE ROW AND SHALL CONFORM TO A325N,BEARING•TYPE CONNECTION,UNLESS MANUFACTURER CONTINUOUS BLOCKING SHALL BE INSTALLED AT ALL INTERIOR SUPPORTS. 970.9,7.4363 1.1. SITE ELEVATION 7900 feet CHEMICALS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4500 PSI IN 28 DAYS AND MEET OTHERWISE NOTED.SEE SECTION C OF THE GENERAL NOTES FOR SPECIAL INSPECTION AND PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS RUNNING PARALLEL TO JOISTS AND SOLID www.amright-associates.com 1.2. LOCATION PARAMETER k=15. THE REQUIREMENTS FOR EXPOSURE CLASS F2/C1/W1.ALL EXTERIOR WALLS,EXTERIOR FOOTINGS, TESTING REQUIREMENTS.STRUCTURAL STEEL SHALL BE DETAILED,FABRICATED AND ERECTED IN BLOCKING UNDER ALL PARTITIONS RUNNING PERPENDICULAR TO JOISTS.JOISTS NOT HAVING A 1.3. GROUND SNOW 100 psf EXTERIOR SLABS ON GRADE,EXTERIOR BEAMS,AND EXTERIOR STRUCTURAL SLABS THAT ARE ACCORDANCE WITH LATEST PROVISIONS OF THE AISC MANUAL OF STEEL CONSTRUCTION AND AISC FINISH MATERIAL FASTENED DIRECTLY TO THE BOTTOM FLANGE SHALL HAVE A CONTINUOUS 2X6 �..mms,, 1.5.1.4. EXPOSURE IMPORTANCEFA FACTOR 1.0. EXPOSED TO DEICING CHEMICALS SHALL HAVE A MINIMUM COMPRESSIVE OF 5000 PSI IN 28 DAYS CODE OF STANDARD PRACTICE.SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT OR BRACING STRUT AT THIRD SPAN POINTS NAILED WITH 2-0.120"x 3"NAILS AT EACH JOIST. __�ORpDD LIr:F�gttl 1.6. THERMAL FACTOR 1.1 AND MEET THE REQUIREMENTS FOR EXPOSURE CLASS F3/C2/Wl.ALL INTERIOR FOOTINGS SHALL ENGINEER FOR REVIEW PRIOR TO FABRICATION.SHOP DRAWINGS SHALL DETAIL EACH BEAM, LAMINATED VENEER LUMBER BEAMS %V�•'o��AIBR���OTT7y HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS AND MEET THE REQUIREMENTS APPLICABLE CONNECTIONS,LAYOUT,AND BRACING.USE WELDERS MEETING THE REQUIREMENTS 1 'n. 1.7. ROOF SNOW LOAD 77 psf(NOREDUQIION FOR PITCHoxntJRA51oN) FOR EXPOSURE CLASS FO/C1/WO.INTERIOR SLABS ON GRADE AND INTERIOR STRUCTURAL SLABS OF THE AWS"STANDARD QUALIFICATION PROCEDURE".COMPLY WITH AWS Dl.1"STRUCTURAL HEADERS AND BEAMS CALLED FOR ON THE DRAWINGS AS"LVL"ARE VERTICALLY LAMINATED i '' ; p 0 2.FLOOR LOADING SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4500 PSI IN 28 DAYS AND MEET ALL OTHER WELDING CODE."ALL WELDS SHALL BE E70XXLH TYPICAL UNLESS NOTED OTHERWISE. PRIME ALL VENEER LUMBER PRODUCED AND TESTED IN ACCORDANCE WITH ICBO STANDARDS TO HAVE . 2.1. REQUIREMENTS FOR EXPOSURE FO/C1/WO.WHERE MULTIPLE EXPOSURE CLASSES ARE SPECIFIED STEEL(EXCEPT GALVANIZED OR STAINLESS STEEL)WITH APPROVED PRIMER,UNLESS STEEL WILL ALLOWABLE STRESSES LISTED BELOW. zj `�;� 2.2. DECKS BALCONIES 60 psf OR ROOF SNOW LOAD THE MOST RESTRICTIVE REQUIREMENTS SHALL BE USED.MORE RESTRICTIVE EXPOSURE RECEIVE SPRAY APPLIED FIREPROOFING.MEMBERS TO RECEIVE SPRAY APPLIED FIREPROOFING Fb=2600 PSI Fv=285 PSI E=1800000 PSI. IIIIIIh, REQUIREMENTS MAY BE USED IF DESIRED,BUT ENGINEER SHOULD BE CONSULTED TO DETERMINE SHALL BE PREPARED PER FIREPROOFING MANUFACTURER'S REQUIREMENTS,CONSULT ARCHITECT 2022..,,,,c,,,,:--06'00' 3.WIND:BASIC WIND SPEED 115 mph POTENTIAL IMPLICATIONS. COORDINATE WITH STRUCTURAL ENGINEER IF CONCRETE WILL BE IN FOR LOCATIONS REQUIRING FIREPROOFING.TOUCHUP PAINT AT EXPOSED BOLTS,WELDS,AND LAMINATED VENEER LUMBER HEADERS AND BEAMS SHALL BE ONLY IN DRY APPLICATIONS AND smo.wmfiebrneso.rne EXPOSURE B . CONTACT WITH SOILS OR WATER CONTAINING DELETERIOUS AMOUNTS OF WATER•SOLUBLE ABRADED SHOP PAINT AREAS. DRY PACK OR GROUT FOR BEARING PLATES SHALL BE SHRINK "'"""".wda,"aam""'a""`�"""""`""`"" INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.WHEN MORE 4.SEISMIC CATEGORY C - SULFATE IONS.ALL CONCRETE SHALL HAVE A MINIMUM OF 20%FLY ASH CONTENT CONFORMING RESISTANT DAYTONSUPERIOR 1107 ADVANTAGE GROUT OR EQUIVALENT. THAN ONE THICKNESS IS REQUIRED,THE MEMBERS SHALL BE FASTENED TOGETHER WITH TWO B. DESIGN CODES TO ASTM C618.ALL CONCRETE ASSIGNED TO EXPOSURE CLASS F3 SHALL LIMIT THE MAXIMUM FLY ROWS OF 0.162"x 3 1/2"NAILS SPACED 12"O.C. FOR MEMBERS WITH 14"AND GREATER DEPTH,USE 1.INTERNATIONAL RESIDENTIAL CODE(2015) ASH AND OTHER CEMENTITIOUS MATERIALS PER TABLE 26.4.2.2(b)OF ACI 318-14.THE OWNER SHALL EXPANSION BOLTS,WHERE APPROVED BY ENGINEER,SHALL BE SIMPSON"STRONG•BOLT',HILTI THREE ROWS.BEAMS OF FOUR MEMBERS OR MORE SHALL BE FASTENED TOGETHER WITH ONE OF 2.ACI BUILDING CODE(ACI 318.14) ENGAGE A QUALIFIED,INDEPENDENT TESTING AND INSPECTING AGENCY TO SAMPLE MATERIALS, "KWIKBOLTTZ",OR APPROVED WEDGE TYPE,INSTALLED IN ACCORDANCE WITH THE THE FOLLOWING:TWO ROWS OF 1/2"DIAMETER THRU•BOLTS @ 24",TWO ROWS OF 1/4"DIAMETERx 3.AISC STEEL CONSTRUCTION MANUAL(14th EDITION) PERFORM TESTS,AND SUBMIT TEST REPORTS DURING CONCRETE PLACEMENT TO ASSURE THE MANUFACTURER'S REQUIREMENTS. EPDXY BOLTS,WHERE APPROVED BY ENGINEER,SHALL BE 6"SIMPSON STRONG-TIE SDS SCREWS @ 24"O.C.,OR 2 ROWS OF 6 3/4"FASTENMASTER TRUSSLOK 4.AITC TIMBER CONSTRUCTION MANUAL(4th EDITION) QUALITY OF THE MATERIALS USED AND THE ACCURACY OF PLACEMENT. (NOTE:SEE SECTION C OF SIMPSON"AT•XP","SET•XP",HILTI"HIT HY•200"OR APPROVED ADHESIVE SYSTEM,INSTALLED IN SCREWS @ 16"O.C.EA SIDE TYPICALLY UNLESS NOTED OTHERWISE THE GENERAL NOTES FOR SPECIAL INSPECTION AND TESTING REQUIREMENTS.)MECHANICALLY ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. CONCRETE SCREW ANCHORS,WHERE C.SPECIAL INSPECTION VIBRATE ALL CONCRETE WHEN PLACED EXCEPT SLABS ON GRADE.ALL SLABS ON GRADE SHALL APPROVED BY ENGINEER,SHALL BE POWERS WEDGE•BOLT ANCHORS,OR APPROVED ANCHOR SPECIAL INSPECTION REQUIREMENTS LISTED BELOW ARE BASED ON THE REQUIREMENTS OF THE HAVE CONTROL JOINTS(KEYED OR SAW CUT)AT A MAXIMUM 15'4)"ON CENTER EACH WAY UNLESS SYSTEM,INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS.SEE SECTION C STRANDGUARD LUMBER PLATES 2015 INTERNATIONAL BUILDING CODE THE REQUIREMENTS ARE TO BE ENFORCED BY THE LOCAL OTHERWISE SHOWN ON PLAN. REINFORCING BARS SHALL BE ASTM A615•GRADE 60(ASTM A706 OF THE GENERAL NOTES FOR SPECIAL INSPECTION AND TESTING REQUIREMENTS. ZINC BORATE TREATED LAMINATED STRAND LUMBER SILL PLATES CALLED FOR ON THE DRAWINGS BUILDING OFFICIAL.THE OWNER SHALL RETAIN THE"INDEPENDENT INSPECTOR"AS REQUIRED BY GRADE 60 SHALL BE USED WHERE REINFORCING IS TO BE WELDED.)NO SPLICES OF REINFORCING AS"STRAND•GUARD"ARE AS MANUFACTURED BY THE WEYERHAEUSER CORPORATION OF BOISE, CHAFFER 17 OF THE IBC AND THE LOCAL BUILDING OFFICIAL.THE REQUIREMENTS LISTED BELOW SHALL BE MADE AND NO WELDING OF REINFORCING SHALL BE PERMITTED EXCEPT AS DETAILED OR G.STRUCTURAL WOOD FRAMING IDAHO.STRAND•GUARD PLATES SHALL BE INSTALLED IN ACCORDANCE WITH THE ARE BASED ON A STRICT INTERPRETATION OF THE IBC AND MAY NOT BE REQUIRED BY THE LOCAL AUTHORIZED BY THE STRUCTURAL ENGINEER.WHERE APPROVED,ALL WELDING SHALL CONFORM ALL WOOD FOR STRUCTURAL FRAMING SHALL BE KILN DRIED DOUGLAS FIR/LARCH GRADED AS PER MANUFACTURER'S RECOMMENDATIONS.STANDARD GALVANIZED FASTENERS AND HANGERS MAY BUILDING OFFICIAL BASED ON EXCEPTIONS LISTED IN IBC SECTION 1704.2. TO AWS D1.4.LAP SPLICES,WHERE PERMITTED,SHALL BE AS SHOWN IN THE TABLE BELOW,UNLESS LATEST EDITION"NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION"BY THE BE USED,AND TREATMENT OF CUTS IS NOT REQUIRED WITH STRAND•GUARD LUMBER IF NOTED OTHERWISE.WHERE STANDARD HOOKS ARE SPECIFIED,THE GEOMETRY OF THE HOOKS NATIONAL FOREST&PAPER ASSOCIATION AND W WPA STANDARD PRESSURE TREATED LUMBER IS TO BE SUBSTITUTED,CONSULT ENGINEER FOR CONCRETE•SHALL BE IN ACCORDANCE WITH TABLE 1705.3,EXCEPT SPECIAL INSPECTION IS NOT ALTERNATE FASTENER AND HANGER COATINGS. REQUIRED FOR TYPICAL FOUNDATIONS FOR BUILDINGS LESS THAN 3 STORIES WITH R•3 SHALL BE PER TABLE 25.3.1 OF ACI 318.14. OCCUPANCY,UNLESS REQUIRED BY BUILDING OFFICIAL,BUT CONCRETE MATERIAL SAMPLING STRUCTURAL JOISTS(>2X6)NO.2 OR BETTER SHALL STILL BE PERFORMED,DESIGN OF EMBEDDED ANCHOR BOLTS HAVE NOT BEEN INCREASED BAR SIZE MINIMUM LAP MIN RADIUS OF BEND Fb=900 PSI(x1.15 REP)(xCF) Fv=180 PSI E=1600000 PSI H.ENGINEERED STRUCTURAL COMPONENTS PER SECTION 1911.5,THUS NOT REQUIRING SPECIAL INSPECTION.EMBEDDED ANCHOR BOLTS, #4 2'A" 1 1/2" SPECIALTY STRUCTURAL COMPONENTS SUCH AS STAIRS,SHADE STRUCTURES,ETC.SHOWN ON THE INSTALLED PER IRC SECTION R403.1.6,ONLY REQUIRE SPECIAL INSPECTION IF DETERMINED #5 2'•4" 1 7/8" LIGHT FRAMING STUDS 2X4(STUD OR BETTER) PLANS AS"DESIGNED BY OTHERS"SHALL BE DESIGNED BY A LICENSED ENGINEER IN THE STATE OF NECESSARY BY THE BUILDING OFFICIAL,PER IRC SECTION R109.1.5. #6 2'•9" 2 1/4" Fb=700 PSI(x1.15 REP) Fcperp=625 PSI Fcpar=850 PSI COLORADO.STAMPED DRAWINGS AND CALCULATIONS SHOULD BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW PRIOR TO CONSTRUCTION. STRUCTURAL STEEL•SPECIAL INSPECTION,ALSO REFERRED TO AS QUALITY CONTROL INSPECTION PROVIDE CORNER BARS OF EQUAL SIZE AND SPACING AROUND ALL CORNERS. PROVIDE 2•#5 BARS FRAMING STUDS 2X6(NO.2 OR BETTER) AND QUALITY ASSURANCE INSPECTION,SHALL BE PER AISC360.10 SECTION N.ALL BOLTED L STRUCTURAL GLASS WITH A MINIMUM OF 2'4"PROJECTION BEYOND THE SIDES OF ALL OPENINGS IN WALLS,BEAMS AND Fb=900 PSI(x1.15 REP) Fcperp=625 PSI Fcpar=1350 PSI CONNECTIONS ARE BEARING TYPE CONNECTIONS,UNLESS NOTED OTHERWISE,REQUIRING Cl INSPECTION ON A RANDOM BASIS.SPECIAL INSPECTION IS NOT REQUIRED FOR BOLTS LABELED AS SLABS. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING AT POSITIONS SHOWN GLASS FLOORS HAVE BEEN DESIGNED FOLLOWING THE NOEA'ENGINEERING STRUCTUAL GLASS E ON THE PLANS.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064. LAP WIRE FABRIC PRESSURE TREATED LUMBER(HEM•FIR NO.2 OR BETTER) DESIGN GUIDE'TO MEET ALL REQUIREMENTS OF ASTM E2751 AND IBC 2409.1.ALL GLASS SHALL BE A "A307"ON THE STRUCTURAL.PLANS OR BOLTS CONNECTING STEEL TO WOOD.ALL SHOP AND FIELD REINFORCEMENT ONE FULL MESH PLUS 2"AT SIDES AND ENDS AND WIRE TOGETHER ANCHOR Fb=850 PSI(x1.15 REP) Fv=150 PSI E=1300000 PSI MIN.3 LAYERS OF FULLY TEMPERED GLASS WITH THICKNESSES INDICATED ON PLANS.WHERE WELDS REQUIRE PERIODIC SPECIAL INSPECTION.STRUCTURAL STEEL AND STEEL DECK USED IN 0 BOLTS FOR BEAM AND COLUMN BEARING PLATES SHALL CONFORM TO ASTM A307 AND BE PLACED NOTED,SENTRYGLAS INTERLAYERS SHALL BE 1.5mm THICK AS MANUFACTURED BY KUARAY COMPOSITE CONSTRUCTION REQUIRE CONTINUOUS SPECIAL INSPECTION.SPECIAL INSPECTION IS NOT REQUIRED FOR FABRICATION WHICH OCCURS ON THE PREMISES OF AN"APPROVED DESIGN WITH SETTING TEMPLATES. HEAVY TIMBER FRAMING(DOUGLAS FIR NO.1) A,INC.THREE LAMINATIONS HAVE BEEN DESIGNED AND SPECIFIED SO THAT THE FULL y, FABRICATOR"AS DEFINED IN IBC SECTION 1704.2.5 AND AISC 36010 SECTION N7. Fb=1350 PSI Fv=170 PSI E=1600000 PSI DESIGN LOAD CAN BE SUPPORTED WITH ONE LAYER BROKEN,THEREFORE NO LOAD TESTING IS MECHANICAL CONCRETE FASTENERS(EXPANSION AND SCREW TYPE)REQUIRE ONLY PERIODIC TIMBERSTRAND STUDS(AS MANUFACTURED BY THE TRUSJOIST REQUIRED. U INSPECTION PER IBC SECTION 1705.3. CORPORATION OF BOISE,IDAHO) GLASS GUARDS AND GLASS SUPPORTED GUARDRAILS,HANDRAILS,AS WELL AS ANY ASSOCIATED (d e Fv(STUD)=400 PSI Fv(PLATE)=150 PSI Fb=1700 PSI CONNECTION HARDWARE LABELED"DESIGNED BY OTHERS"SHALL BE DESIGNED BY A LICENSED LL EPDXY TYPE CONCRETE FASTENERS(ADHESIVE)REQUIRE ONLY PERIODIC SPECIAL INSPECTION PER Fcpar=1400 PSI Fcperp=300 PSI E=1300000 PSI ENGINEER IN THE STATE OF COLORADO.STAMPED DRAWINGS AND CALCULATIONS SHOULD BE TABLE 1705.3,UNLESS IT IS INDICATED ON THE STRUCTURAL DRAWINGS AS BEING A FASTENER SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW PRIOR TO CONSTRUCTION.GUARDRAILS O REQUIRING CONTINUOUS INSPECTION. FINGER•JOINTED STUDS MAY BE USED IN NONSTRUCTURAL APPLICATIONS PROVIDED DESIGN SHALL BE DESIGNED TO RESIST A 200 lb POINT LOAD IN ANY DIRECTION APPLIED TO THE HANDRAIL �� VALUES AS LISTED FOR`LIGHT FRAMING STUDS"ABOVE ARE ACHIEVED.SIZES SHOWN FOR OR GUARDRAIL PER ASCE 7.10,SECTION 4.5.1.THE DEFLECTION OF GUARDRAILS AND HANDRAILS SPECIALTY SYSTEMS SUBMITTED SUCH AS,BUT NOT LIMITED TO CARBON FIBER REINFORCING, STRUCTURAL WOOD FRAMING ARE NOMINAL SIZES. PROVIDE SOLID BLOCKING BETWEEN ALL SHALL BE LIMITED TO 1/4"UNLESS NOTED OTHERWISE. GUARDRAIL BALUSTERS SHALL BE Q MICRO•PILE FOUNDATION ELEMENTS,HELICAL PIERS,AND OTHER SPECIALTY COMPONENTS WHERE JOISTS AND RAFTERS AT SUPPORTS AND MINIMUM 1 X4 CROS•BRIDGING AT NOT MORE THAN 8'•0" CONSTRUCTED OF 2 LAYERS OF LAMINATED GLASS PER THE EXCEPTION TO IBC SECTION 2407.1.2, 11 THE DESIGN IS PERFORMED BY ANOTHER LICENSED ENGINEER,SHALL BE INSPECTED IN O.C.BETWEEN SUPPORTS EXCEPT AS OTHERWISE NOTED. PROVIDE DOUBLE JOISTS UNDER ALL WHERE PERMITTED BY THE BUILDING OFFICIAL. ACCORDANCE WITH THE RECOMMENDATIONS BY THE LICENSED ENGINEER FOR THAT COMPONENT. PARTITIONS RUNNING PARALLEL TO JOISTS AND SOLID BLOCKING UNDER ALL PARTITIONS RUNNING PERPENDICULAR TO JOISTS. PROVIDE BRIDGING AT NOT MORE THAN 6'•0"O.C.FOR STUD J. ALL EXISTING CONDITIONS MUST BE VERIFIED BY THE BUILDER IN THE FIELD. UNKNOWN AND D.FOUNDATION WALLS NOT COVERED BY SHEATHING OR WALL COVERINGS MEETING IBC MINIMUM VARIED CONDITIONS MAY BE FOUND. NOTIFY THE ENGINEER OF ANY STRUCTURAL CONDITIONS BUILDING FOUNDATION SYSTEM HAS BEEN DESIGNED USING AN ASSUMED MAXIMUM ALLOWABLE REQUIREMENTS. CONNECTORS SHOWN ON THE PLANS ARE MANUFACTURED BY THE SIMPSON FOUND TO VARY FROM THAT INDICATED. DESIGN REVISIONS MAY BE REQUIRED, AND ARE SOIL BEARING PRESSURE OF 2000 PSF AND AN EQUIVALENT FLUID LATERAL EARTH PRESSURE OF 45 STRONG•TIE COMPANY.WHERE HANGERS ARE INDICATED TO BE FASTENED TO CONCRETE OR EXPECTED AS A PROCESS OF REMODEL WORK PCF FOR WALLS EXPECTED TO UNDERGO SLIGHT DEFLECTION. FOOTINGS SHALL BE PLACED ON MASONRY WITH TITEN 2 SCREWS,HANGERS SHALL BE INSTALLED IN ACCORDANCE WITH UNDISTURBED SOIL SOILS ARE ASSUMED TO BE UNIFORM,NON•EXPANSIVE,AND INSTALLATION REQUIREMENTS PUBLISHED BY SIMPSON STRONG•TIE.CONNECTORS BY OTHER K ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE VERIFIED AGAINST THE NON•COMPRESSIVE.THE OWNER SHALL RETAIN A SOILS ENGINEER TO INSPECT THE BEARING SOILS MANUFACTURERS SHALL BE DEEMED AS EQUIVALENT IF THEIR RATED CAPACITY IS EQUAL TO OR ARCHITECTURAL AND DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. EXPOSED DURING EXCAVATION TO VERIFY ASSUMPTIONS AND TO SUBMIT A WRITTEN REPORT.NO GREATER THAN THAT OF THE CONNECTOR SPECIFIED.FOLLOW MANUFACTURER'S FOOTINGS SHALL BE POURED UNTIL A VERBAL SUMMARY HAS BEEN GIVEN TO THE STRUCTURAL RECOMMENDATIONS FOR NAILS AND BOLTS.ALL NAILING NOT NOTED SHALL BE ACCORDING TO L. THE ARCHITECT MUST AUTHORIZE ALL SUBSTITUTIONS. SUCH AUTHORIZATION DOES NOT ENGINEER BY THE SOILS ENGINEER THE SOILS ENGINEER SHALL ALSO BE CONSULTED BY THE TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE. PROVIDE SIMPSON H2.5A TIE OR SIMPSON RELIEVE THE CONTRACTOR FROM CONFORMANCE WITH THE DRAWINGS AND SPECIFICATIONS. OWNER IN REGARDS TO POSSIBLE FOUNDATION DRAINAGE REQUIREMENTS AND ANY ADDITIONAL SDWC15600 SCREW OR FASTENMASTER FRAME FAST FMFF006 SCREW WHERE ROOF RAFTERS BEAR ON CONSTRUCTION REQUIREMENTS AFFECTED BY SOILS. AN EXTERIOR WALL AND THE ADJACENT OVERHANG EXCEEDS 2',6",UNLESS NOTED OTHERWISE. M.COORDINATE ALL OPENINGS THROUGH FLOORS,WALLS,AND ROOFS WITH THE MECHANICAL WHEN PRESSURE TREATED OR WOLMANIZED MATERIAL IS SPECIFIED,ALL FASTENERS AND AND ELECTRICAL CONTRACTORS. CONNECTORS SHALL BE EITHER HOT•DIP GALVANIZED OR STAINLESS STEEL N.DO NOT BACKFILL AGAINST WALLS UNTIL FLOOR AND ROOF SYSTEMS BRACING THOSE WALLS FIRE PLYWOOD ARE IN PLACE. FOR ROOFS,FLOORS,AND SHEAR WALL SHEATHING SHALL BE APA GRADE TRADEMARKED CDX WITH EXTERIOR GLUE. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND O.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. STAGGER JOINTS FOR FLOOR AND ROOF SHEATHING. PLYWOOD OVER DECKING TO BE LAYED LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PERPENDICULAR TO DECKING.STAGGER JOINTS TO AVOID PLYWOOD EDGE ALONG PLANK EDGE. ALL NAILING COMMON NAILS;RING SHANKED FOR ROOF AND FLOOR SHEATHING.REFER TO TABLE P. PROVIDE AN LSTA STRAP AT ALL DISCONTINUOUS WALL PLATES. EXTEND STRAP A MINIMUM OF BELOW FOR USE REQUIREMENTS: 12"BEYOND INTERRUPTION,EACH SIDE.ANOMALIES MAY INCLUDE:STEEL COLUMNS,MECHANICAL PENETRATIONS,CORNERS,LEVEL/SLOPED PLATE TRANSITION,HEAVY TIMBER BACKSPANS,ETC. USE THICKNESS SPAN RATING EDGE NAILING NAILING IN FIELD . FIAT ROOF 3/4" 48/24 0.113"x 2 3/8"@6"O.C. 0.113"x 2 3/8"@12"O.C. Q.THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED SPRINKLERS SLOPED ROOF 5/8" 32/16 0.113"x 2 3/8"@6"O.C. 0.113"x 2 3/8"@12"O.C. STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.THE CONTRACTOR SHALL FLOOR 3/4"T&G 48/24 0.113"x 2 3/8"@6"O.C. 0.113"x 2 3/8"@12"O.C. PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH OVER T&G DECK'G 7/16"OSB 24/0 0.083"z 1 1/2"@4"O.C. 0.083"z 1 1/2"@8"O.C. MEASURES SHALL INCLUDE,BUT NOT BE LIMITED TO,BRACING,SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL SCALE: VARIES SHEAR WALL 7/16"PLYW'D OR OSB 24/0 0.113"x 2 3/8"@4"O.C. 0.113"x 2 3/8"@12"O.C. ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS NOR WILL THE STRUCTURAL ISSUE, (Must conform to DOC PS-2) ENGINEER BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS,METHODS,TECHNIQUES,SEQUENCES m/05/z0 PROGRESS ALL EDGES OF SHEAR WALL SHEATHING SHALL BE BLOCKED.ALL PLYWOOD AND ORIENTED STRAND FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS 03/04/2, REVISIONS INCIDENT THERETO. O3/3,/, PROGRESS BOARD(OSB)PANELS SHALL BE RATED FOR EXPOSURE 1 UNLESS NOTED OTHERWISE. CONTACT m/3/zz PROGRESS REQUIRED STRUCTURAL ENGINEER AND ARCHITECT FOR SUBSTITUTION APPROVAL PRIOR TO CONSTRUCTION. O1/3422 ADDITIONALINFOMATION 20016 0z/14/zz CHANGE ORDER JOB#: 20016 SHEET TITLE: STRUCTURAL reillkWiraGEN.NOTES DRAWING#: `215/2O2214 SCE EI !ED ostoz/2022 FORCatalikiJANCEASPEN ]imp BUILDING DEPARTMENT FOUNDATION PLAN NOTES ALBRIGHT &ASSOCIATES 1. T.W. INDICATES TOP OF CONC.WALL ELEV. 1.), 2. T.F. INDICATES TOP OF CONC.FOOTING ELEV. 3. T.L. TOP OF LEDGE 4. ‘/ INDICATES FOOTING STEP 4oz Park Ave,Unit A Basalt,CO 816z1 5. N INDICATES TOP OF CONCRETE WALL STEP 9910 9z7.4363 www.albright-associates.com 6. . INDICATES STEP OF SURFACE PLANE-PLY OR CONCRETE 7. ■ INDICATES COLUMN ABOVE.TYP.2-2x6 >V-�� •900 LIL` ii, / U.N.O.COLUMNS SIZED AT LOWEST FN ILL POINT,AND REMAIN THAT SIZE FOR EACH f V'/(.. ••ALBR/C,PQ I LEVEL UNLESS CHANGED BY NOTE. i f' s1, 52 2 8. O INDICATES FOOTING PAD. j • ; SEE FOOTING KEY THIS SHEET 72/le''',`-a0 9. INDICATES BUILDING ELEVATION IIlllll>ti'IOW>y,`,`� 10. • PIPE COLUMN ABOVE,SEE PLAN FOR 2022.r:,i-..v; . 0600 SIZE AND BASE PLATE sa u not"al"I/w 611,313,3P3"'"`"`"`""I`'"" 11. Q00C.XXI TOP OF BEAM ELEVATION 12. JOIST BEARING 13. [ JOIST HANGER-SIMPSON"U"HANGER ® U.N.O. ® 14.4"0 PVC FND.DRAIN,SET IN GRAVEL AS DESIGNED BY OTHERS. 7 \ 7 15.UN-VENTED CRAWLSPACE PROVIDE MECHANICAL I 1 • N VENTILATION OR CONDITIONED AIR PER IBC SEC T 408.3 ■ it m I 16.DO NOT SCALE DRAWINGS.CONTACT ARCHITECT OR ENGINEER FOR DISCREPANCIES OR MISSING DIMENSIONS / ,1 FOUNDATION WALL SCHEDULE yy I " SYMBOL DESCRIPTION I.V I An II ' /,....4; NEW FOUNDATION WALL ,�..I� '0 I II V, EXISTING CONC.WALL TO BE REMOVED 1� \ 0 _ ���������' NEW CONC.CURB ADDED TO EXISTING ■I - -1.- Q. I-- AIL 1� L_A / / EXISTING CONC.WALL TO REMAIN MY O r1 INFILL EXISTG / / EXISTING CONC.WALL TO BE SAW-CUT O CONC.OPENING I ■ I °2 6 1-1� L—J -♦*#'*I EXISTING CONC.WALL TO UNDERPINNED WEATHERING STEEL EXISTG INSULATED •••�• RETAINING ANGLE PER CONCRETE FORM WALLAI DETAILS 44/S3.3, e SYSTEM N.I.F.) MC6x12 BENT ®- BENT STRINGER TO MAIN 45/S3.3,&46/S3.4 STRINGER W/1/2"x 6" SEE SHEET 52.1 x CONT.SIDE PLATE PER DET.7/S3.1 :2-1,I k, 31 "SF • W10x19 BEAM 53.3 1��4ti P' LANDING s r I- — 9 yc6 1,40,, 3 QJ)3'-0"x 3'-0"x 10" e, 0' ` (N)2'-6"x 4'-0"x 10"CONC.PAD CONC.PAD W/4-#5 F —�, ® ` �� ;fi�rr —.j' W/#5@12"O.C.EA WAY EA WAY I — ro L Jligr �'°y .I i 0 . kk ® I p i ti� G 1 ,. ��QVP m (N)HSS 3x3x1/4 +1 e (NW ABOVE a'b" 13' A EXISTG BUILDER VERIFY STG THICKENED SLAB A2 DOWEL NEW PAD TO I CONT.THICKENED FTG. WI 2-35 DOWELS OF ■ OF THICKENED FTG. L I • LI 1J - SCALE 1/4"=1'-0" • ISSUE: 2 of/o5/zo PROGRESS 53.1 , 03/o4/3t REVISIONS 03/31/zt PROGRESS INFILL EXISTG_/.- 0133/zz PROGRESS CONC.OPENING 0t//4/ ADDICHANGE ORDERON oz/14/22 CHANGE ORDERQ L L /1./. JOB#: 20016 2,r8A T NOTE: SEE ARCH.FOR ALL DIMENSIONS &ELEVATIONS NOT INDICATED. SHEET TITLE: ALBRIGHT&ASSOCIATES WAIVES ANY AND ALL FOUNDATION RESPONSIBILITY AND LIABILITY FOR PROBLEMS PLAN WHICH ARISE FROM FAILURE TO FOLLOW PLAN THESE PLANS AND THE DESIGN INTENT THEY CONVEY,OR FI iY `i•P i ! DRAWING 3: FROM OTHERS `' �� FOLLOW GUID.. Ai..l.1 EfEIVED OMISSIONS, E IN I I ,VVV OR CONFLICT HARE ALLEGED. Q5 2/2022 ..e.►i.I 11.4. .' 4, jimp ASPEN BUILDING DEPARTMENT FLOOR FRAMING PLAN NOTES 1 ALBRIGHT &ASSOCIATES 1. 13 OR 0 COLUMN BELOW 2. •OR• COLUMN ABOVE _ 3. JOIST BEARING 402 Park Ave,Unit Basalt,CO 81621 4. [ JOIST HANGER 970.927.4363 5. `�` STEP PLYWOOD/FRAME www.albrightass0ciates.c0m 6. 4 INDICATES BUILDING ELEVATION _ ,�5�\\Ugll ,QRpDO LICF 1114 7' SHEAR 1/2"EXTENT IWNOOD SHEAR PANELS FOR DICATED.PROVIDE NAILING e VO/... ACB�CN.O�I)7/7 fX-X^7 •c y�• 4 &BLOCKING AS NOTED IN GEN.NOTES. % S2 P .. 8. INDICATES MOMENT CONNECTION I7�'S 9. DOO('-XX] TOP OF BEAM ELEVATION 11111j1 1•••••••,•.•V.`o 2022.i�'\\r :':-06'00' 10. r-,,... : INDICATES OVERFRAMINGSu.u not.ntdlw bald,, dern t use unless le Sudu a.nMandamn,d.&...aas, s,,. 11.ALL SUB-FLOORS TO BE 3/4"T&G PLYWOOD GLUE- NAILED W/NAILING AS NOTED IN GENERAL NOTES. 12.ALL COLUMNS SHALL BE 2-2x6 UNLESS NOTED OTHERWISE. 13.ALL HEADERS SHALL BE 3-2x10 OR 2-9 1/2"LVL WITH 2" RIGID INSULATION.COORDINATE WITH ARCHITECT. NO INSULATION AT INTERIOR WALLS • ' ' h 61 rc fl 14.DO NOT SCALE DRAWINGS.CONTACT ARCHITECT II�'l�\\V®®®JI-r• W OR ENGINEER FOR DISCREPANCIES OR MISSING OI DIMENSIONS. I 1 . I 1 /2 ,..a I TV E (E)z-2x12@16^o.C. • _ ]C _ • (3)2-2x12@16"0�.] 0 I 1 H.L. O I U 1 `�yy r1., 1 ,} MC6x12 STRINGER r ` N) W/1/2"x 6"x w (N)2x4 @ 16"O.C.SISTERED ■ I IF CONT.SIDE PLATE TO SIDE OF EXISTG JOIST PER DET.7/53.1 HSS 3x3x 1/4 ABOVE O HSS 3x3x1/4 HANGER TUBE BELOW NOTCHED TO 3 1/2"DEEP W/LU524-2 HANGER _---- _�n(E)WI — _ li 0 PACK WEB OF BEAM W/2x 7. �"Ijl I � , LUMBER x 24"LONG TIGHT TO i.`i I E4,6l° y�I ®, m • MC6x12 DOUBLE BENT BOTTOM FLANGE W/4-1/2"THRU I I ,® STRINGER W/1/2"x 6"x BOLTS @ HANGERS EA END ,lp ''1 16 1 I CONT.SIDE PLATE PER BEAM SCHEDULE Jg'1 S3.2 DET.7/S3.1 BETWEEN MAIN �' zI I l &BASEMENT LEVELS SYMBOL DESCRIPTION LOCATE(N)BEAM NORTH I . _-0 1 _ 1 EXISTG BEAM NOT AFFECTED OF SHOWER WALL TO . N --- ALLOW FOR DRAIN PIPE - 2 I I 11 BY REMODEL AND NOT REVIEWED (G, S3.2 ___ EXISTG BEAM AFFECTED BY REMODEL BUT LJ C (N)W 10x12 1 17 1 BENT STRINGERETO NO MODIFICATIONS NECESSARY . 1 532 , . UPPERSEE SHEET 52.2 1' imx ® 4A. EMST'G BEAM TO BE REINFORCED STL BEAMS SIZED TO PERMIT ,ti( Lj tip Q VW MULTIPLE 5"0 PENETRATIONS @ tiJe9'°O JSti� [ 1 16"O.C.MIN.PER DET.27/S3.2, . .�• 410 N'',Q' / I ,4 NEW BEAM 2-11 VT LVL BEAMS MAY BE USED IF • NI 1 _U 1 I 4�� BEAM PENETRATIONS ARE NOT REQ'D p H554x3x3/8(LSU) NOTE:EXISTG BEAMS AFFECTED BY (N)W IOxl 1 10 STRINGER @ LANDING REMODEL HAVE BEEN REVIEWED FOR THE ADDITIONAL 53 2 LOAD BEING ADDED UNLESS THE INCREASE IN LOAD IS LESS THAN 5%PER IEBC SECTION 807.4 DROP PLYWOOD AS REQ'D jI MC6x12 BENT FOR NEW CURBLESS SHOWER 1 J STRINGER WI 1/2"x 6" �.~,.I CONT.SIDE PLATE A R PER DET.7/S3.1 =/ 10 10zi .1 1(i -12b,) (E)2 12 @ 16.O.C. L_ _ TYP.,U.N.O.+nl[ �_—___ irI 1 I SCALE 1/4"=1'4" TV I ISSUE: *1 0;/04/1 REVISIONS 1 I 03/31/21 PROGRESS PROGRESS 41 I 01/13/22 PROGRESS 01/31/11 ADDITIONAL INFOMATION 0z/14/2. CHANGE ORDERA ti+b 1 �Qti•Fb p�,tqP— I -- 6i2`'. F• I (E)W 10x54 n _ n rn (N)4-111/4"LVL J'. _ • w u LJ JOB 11: 20016 NOTE: SEE ARCH.FOR ALL DIMENSIONS Si ELEVATIONS NOT INDICATED. SHEET TITLE: ALBRIGHT&ASSOCIATES WAIVES ANY AND ALL MAIN FLOOR RESPONSIBILITY AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO FOLLOW FRAMING PLAN THESE PLANS AND THE DESIGN INTENT THEY CONVEY,OR F1 yq/ DRAWING n: FROM OTHERS,��{y »,. 1 � T FOLLOW GUID.!+�: A..;. .. ��'ryryryry////����,,-� `/F ASSOCIATES P C�Q.A�l jr�R �I-`D OMISSIONS,IN I {A.`S�tyfvfffiI®hY'AE, OR CONFLICT - . HARE ALLEGED. A.dQS 2/2022 j imp ASPEN BUILDING DEPARTMENT FLOOR FRAMING PLAN NOTES ALBRIGHT &ASSOCIATES 1. 0 OR 0 COLUMN BELOW 2. •OR• COLUMN ABOVE 3. JOIST BEARING 402 Park Ave,UnitA 8a salt,C081621 4. [ JOIST HANGER 970.927.4363 5. s\s STEP PLYWOOD/FRAME www.albright-ass0ciates.c0m 6. INDICATES BUILDING ELEVATION ,�5�\\Ugll 7. 1/2"PLYWOOD SHEAR PANELS FOR ,.,„.2 RP�.O lf���/// EffliEXTENT INDICATED.PROVIDE NAILING %V f4� 4/C':4//g &BLOCKING AS NOTED IN GEN.NOTES. if y^'• 32 2 i 8. INDICATES MOMENT CONNECTION I/" 9. [XXX-XXI TOP OF BEAM ELEVATION /'IIIIFl•if....,1,y_`.2 2022.t\l-c,v..s=c.''=-06'00' 10. I't,,,,..,-_;j INDICATES OVERFRAMING .ntdfor emlame aewt use unlesse 4F+ •fF+ 11.ALL SUB-FLOORS TO BE 3/4"T&G PLYWOOD GLUE- V'''' .A'''l NAILED W/NAILING AS NOTED IN GENERAL NOTES. A `pd�dF lr `pd�d{ll 12.ALL COLUMNS SHALL BE 2-2x6 UNLESS NOTED O�.T a.�+ G4 ter+ OTHERWISE. s5,' p s5,' R 13.ALL HEADERS SHALL BE 3-2x10 OR 2-91/2"VL WITH 2" RIGID INSULATION.COORDINATE WITH ARCHITECT. I If j II I I NO INSULATION AT INTERIOR WALLS (E)W 10x68 'T` 14.DO NOT SCALE DRAWINGS.CONTACT ARCHITECT �,lbr n -. - OR ENGINEER FOR DISCREPANCIES OR MISSING \,V 0�. r1*ti'1,. I r DIMENSIONS. Q $fie 1 �p !%, ■ IN ■ I P GpA • N \ 1 S: Tm BEAM SCHEDULE T e.: CV' SYMBOL DESCRIPTION (E)W 10x77 O ott� i•� �- -�-�- - -�-� - EXIST'G BEAM NOT AFFECTED___ BY REMODEL AND NOT REVIEWED WY I `��c)Y II MC6x12 STRINGER W/ 4.'00.0 I 02irt' 11/2"x6"x CONT.SIDE _-_ EXISTG BEAM AFFECTED BY REMODEL BUT b 'o I I PLATE PER DET.7/S3.1 NO MODIFICATIONS NECESSARY ►•r) -= EXIST'G BEAM TO BE REINFORCED h'Iry, O i 3. • U 53.3 (/� A (N)2-91/2"LVL NEW BEAM cd e . I10 . I107'-21 `VLL 53.2 `/-/ NOTE:EXISTG BEAMS AFFECTED BY REMODEL HAVE BEEN REVIEWED FOR THE ADDITIONAL CD BEING ADDED UNLESS THE INCREASE IN LOAD IS \ / \\\ I .. . LESS THAN 5%PER IEBC SECTION 807.4 1-1 I 37 MC6x12 DOUBLE BENT CD53.3 STRINGER WI 1/2"x 6"x I- 16 I I CONT.SIDE PLATE PER 53.2 DET.7/S3.1 BETWEEN ri I IE - ]I UPPER,St MAIN LEVELS I I 8 N I I HI 53.3 `"I x , II)k en I . ; i048® S 3.1 A •I\ 'I A•L��MC6x12 BENT • ''STRINGER W/ BENT STRINGER TO ROOF& ' 1/2"x 6"x CONT. CONN.TO COL.,SEE SHEET 52.3 SIDE PLATE PER DET.7/53.1 lol 1 1 o1 �- rI (E)2x12@16"O.C. r �_ _SIC �_ _ _ TYP.,U.N.O. ii, -12, tib tib 42°P't I 4j`',y 13,0 1ox77 ry (s)WSCALE:1/4"=E-0" I I \ III --- - III - - III ISSUE: 0t/05/20 PROGRESS I 03/04/21 REVISIONS _ _ _ .3/3,/,'IPROGRESS ot/13/22 PROGRESS 53.3 I 32 4 oy31/22 ADDITIONALINFOMATION ; 5 TI 02/14/22 CHANGEORDERQ 53.1 �(N)W 6x20 W/REWF. I _ I 11 � 12'-6"MAX R.O. JOB#: 20016 / / NOTE: SEE ARCH.FOR ALL DIMENSIONS &ELEVATIONS NOT INDICATED. SHEET TITLE: ALBRIGHT&ASSOCIATES WAIVES ANY AND ALL UPPER FLOOR RESPONSIBILITY AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO FOLLOW FRAMING PLAN THESE PLANS AND THE DESIGN INTENT THEY CONVEY,ORja'_'., FROM OTHE ."�M` DRAWING u: FOLLOW GUI a S11 EIVED ASSOCUITES P C javli j E J OMISSIONS,I {.`S�t(Iv(�I®hY'AE, OR CONFLICHARE ALLEGED. Q 2/2022 i ASPEN mp BUILDING DEPARTMENT ROOF FRAMING PLAN NOTES ALBRIGHT &ASSOCIATES 1. ❑OR COLUMN BELOW U 2. JOIST BEARING _ 3. [ JOIST HANGING 402 Park Ave,Unit A 4- SHEAR 1/2"PLYWOOD SHEAR PANELS FOR Basalt,CO 81621 IX'-X"I EXTENT INDICATED.PROVIDE NAILING 9J0'9�7'4363 &BLOCKING AS NOTED IN GEN.NOTES. www.al brighta ssociates.com 5. -4 INDICATES MOMENT CONNECTION ,,5,,yltl 6. I}00C'-XX"1 TOP OF BEAM ELEVATION =O(1PDO LICF 1j14 t;<zL:;.zz;::_d 'u-\ALeP;K.;,Qy4 7. //2 ` INDICATES OVERFRAMING f C? 8.ALL COLUMNS SHALL BE 2-2x6 UNLESS NOTED CI32 2 OTHERWISE �2 '•• •. l4^D 9.ALL HEADERS SHALL BE 3-2x10 OR 2-9 1/2"LVL WITH 2" 1111 1 sl1 tI�.- RIGID INSULATION.COORDINATE WITH ARCHITECT. 2022...?,4,,,, ...6'00' NO INSULATION AT INTERIOR WALLSsun..not.ntdfor 64.1mxd°w use unless le 10.ALL SLOPED ROOF SHEATHING TO BE 5/8"CDX FRAME EXTERIOR WALL PLYWOOD WITH NAILING PER GENERAL NOTES. OF DOOR POCKET W/ STEEL WINDOW TRANSOM 2505125-54 STL STUDS PER DET.34/C5.4 11.ALL LEVEL SHEATHING TO BE 3/4"CDX PLYWOOD @ 16"O.C. WITH NAILING PER GENERAL NOTES. 34 33 53.2 S3.2 12.DO NOT SCALE DRAWINGS.CONTACT ARCHITECT I ® OR ENGINEER FOR DISCREPANCIES OR MISSING 3®x DIMENSIONS. 2912 LVL __��I _ II1I I I 1 1: •/ • -7(1 ii Ho) (i)LOG V /I /I I I HANGER NAILING(UNLESS NOTED OTHERWISE) n /I / HANGER FACE TOP FLANGE JOIST 1� T 7 2x12 BLOCKING BETWEEN 2x10@ I U F .* RAFTERS@BEARING IUS 0.148x3 N.A. N.A 16"O.C. ( WALL ABOVE _ITS/MIT N.A. 0.148 x 1 1/2" 0.148 x 1 1/2" _ • 'I Gs k 11i' r� ✓ 1 'Y,p 1 �f I WP N.A. 0.148"x 3" 0.148 x 1 1/2" 8^ ++� 41 LUS 0.148"x 3" N.A. 0.148 x 3" / • • /--- I - ---I :"*`s 4 5`.3 HUS 0.162"x 31/2" N.A. 0.162"x31/2" ("d E _ a2.111/4"LVL_ (N)W 10xI ' - O _t I�� U/HU 0.162"x 3 1/2" N.A. 0.148"x 1 1/2" V 11 (N)HU52162 TO HHUS/HGUS 0.162"x 3 1/2" N.A. 0.162"x 3 1/2" 2-2x12 I, i©,11 ®, i PACKED OUT _ O ,p� IT -1 I 1 I ®1 ®IP '- BEAM WEB HANGERS NOTES: ►�..) mv l i'�, %e^ (N)2-2x12 1. NAIL QUANTITY VARIES BASED ON HANGER SIZE, I . O ® T �u I E)2x12 @ [ /t" FILL ALL ROUND HOLES FOR TYPICAL APPLICATION, Q • 16"O.C. 21 FILL ROUND AND TRIANGLE HOLES FOR HANGERS 53.2 #2 NOTED AS"MAX." (n U 2. LUS/HUS/HHUS/HGUS USE DOUBLE SHEAR NAILS H - (E)W IOx60_`" e4__. I - `V I) _ - - -�-trlU _ WHICH MUST BE DRIVEN AT AN AGLE THRU THE N to / - 1 oo 1��I. `/ ® 04 JOIST INTO THE HEADER,DO NOT BEND OR w • 42 (E)2x12 @ 16"O.C_[ ' REMOVE NAIL LOCATOR TABS 3 _- - I 3. LOCATOR TABS MAY BE REMOVED OR BENT O 53 3 [ - • (E)2 2 C ' STRAIGHT ON IUS HANGER WHERE TOP OF BEAM IS 16"L.C. HIGHER THAN TOP OF JOIST. ri 72 5 CRICKET __ ____ I[)I Yt})3�� 1_ O OVERERAMING ^ Ir MC6x12 STRINGER W/ ri °' @I 7` a 1/2"x 6"x CONT.SIDE RAFTER HANGER SCHEDULE AS REQUIRED / \ '© #2 ZI NI �ti+�N PLATE PER DET.7/53.1 MAX.HOAIZJ ®N h '��O o RAFTER CONN. SPAN FASTENERS COMMENTS EXISTG FIAT ROOF SYSTEM HAS TOE ALL CUTS MUST BE BEEN REVIEWED FOR 3"MAX 2x12 6'-0" 6-0.162"x 31/2" A NAILS FLUSH&TIGHT 0141 CONCRETE&STONE TOPPINGS 1 I ALL CUTS MUST BE vM1\,V I[• _ 19AOG2pZ ® HS54x3x3/8(LSV) 2x12 LS90 7'-6" 12-0.148"xl 1/2" FLUSH&TIGHT S4'P' I ' F - �I� STRINGER @ LANDING SQUARE CONN.ONLY& - _ C I I UM - . 2x12 LU5210 ALL 12-0.148"x3" -/ 2 2x12 ' REQUIRES SEAT CUT (E)W 1Ox77Tj'.1� _- 2x12 LSSJ210Z ALL 12-0.148"x 3" 20°q5°SKEW CONNECTION ONLY \p-f_i-e-kii: - _ MUST SPECIFY LEFT OAAIGHT \ N` i/ 2-2x12 LSSA210-2Z ALL 34-0.162"x3" FIELD ADJUSTABLE U LI O 53.2 I� 2F .W. ,� I I ► / _. I V (E)LOG I V _ ill I�I I I 4y G /� " 1l _ _=J I 4,ti v 4f2 I 4ivesak ..,,,``�� ' r sxu SCALE:1/4"=1'4" ( y DOUBWLE BENT 1"" 11J IISSUE: of/05/xo PROGRESS / 03/3t/ REVISIONS t' PROGRESS 53.1 o1/13/22 PROGRESS 01/31/22 ADDITIONAL INFOMATION 02/14/24 CHANGE ORDERA STAIR ENCLOSURE ROOF ._LA _L __.=-- - __\ JOB#: 20016 NOTE: SEE ARCH.FOR ALL DIMENSIONS &ELEVATIONS NOT INDICATED. SHEET TITLE: ALBRIGHT&ASSOCIATES WAIVES ANY AND ALL ROOF FRAMING RESPONSIBILITY AND LIABILITY FOR PROBLEMS PLAN WHICH ARISE FROM FAILURE TO FOLLOW PLAN THESE PLANS AND THE DESIGN INTENT THEY CONVEY,OR Fr yq/ DRAWING#: FROM OTHERS,��{y ''' 1 ^ FOLLOW GUID.!3: X.;. - S I EIVED ASSOCIATES P C jQ.A� jr�R .\\ll L- OMISSIONS,IN I� {�.`S�tyfrvfffiI®hY'AE OR CONFLICT - . HARE ALLEGED. Q 2/2022 j imp ASPEN BUILDING DEPARTMENT GENERAL10E.HYNOTE5 G.STRUCTURAL WOOD FRAMING ALBRIGHT NOTE: 2 LAYERS OF IOmm TEMPERED 1010 E.HYMAN ALL WOOD FOR STRUCTURAL FRAMING SHALL BE KILN DRIED DOUGLAS FIR/LARCH GRADED AS PER &ASSOCIATES BUILDER TO PROVIDE TEMP.SHORING AS GLASS LAMINATED W/1Smm 01/05/21 LATEST EDITION"NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION'BYTHE NATIONAL NOTE' SENTRYGLAS INTERLAYER FOREST(PAPER ASSOCIATION AND WWPA. iREQ'D FOR BEAMS SUPPORTED BY EX[ST'G DETAIL MAY BE USED AT ANY LOCATIONS A DESIGN LIVE LOADS 17_____,,,,,I.L.v..0B...L.RfeI,G,,,,IT COLUMN UNTIL NEW PAD IS IN PLACE WHERE SLAB AND GRADE MUST BE 1.SNOW LOAD-AS CALCULATED PER COLORADO DESIGN SNOW LOADS 2016 PUBLISHED BY STRUCTURAL STRUCTURAL JOISTS(>2.)NO.2 OR BETTER (N)WOOD COL.C REMOVED.DO NOT REMOVE INTERIOR LVL STAIR TREAD ENGINEERS ASSOCIATION OF COLOBADO. Fb500 PSI(x1.15 REP)(xCF) Fv=18O PSI E=1600000 PSI SIMP50N BASE,SEE PLAN FOOTING OR THICKENED SLABS WITHOUT1.1.SITE ELEVATION 7900 f«1 (E)STEEL COLUMN 2x SOLID RISER 1.2.IL%',ADON PARAMETER k_15. LIGHT FRAMING STUDS 2X9(S UD OR BETTER) Unit A6x6 W1.4xW1.4 WWI@ SEE PLAN PRIOR STRUCTURAL.APPROVALIl 1.3.GRONDSNOWI�sf Fb=700 PSI(x1.15 REP) Fcpe[p=625 PSI Fcpax=850 P51 n@ EA STAIR 1.9.IMPORTANCE FACTOR TOP OF(N)FOOTING EXISTG SLAB ON .�j 1.5.EXPOSURE FACTOR I0. FRAMING STUDS2X6(N0.2 OR BETTER) (N)ANCHOR BOLTS@ GRADE V.I.F. I 1.6.THERMAL FACTOR 1]. tb=900 PSI(x1.15 REP) pope,=625 PSI Fcpac=1350 PSI -associates.comry >==i 'a.' 1.7.ROOF SNOW LOAD ] f#3 x 16"DWLS @ 16"O.C. � EX[ST G BASE PLATE - _ �;w wvucnoxeon rcrw on uAmnnowDRILL&EPDXY 4"INTO (E)BASE PLATE �` :�. 2.FLOOR LOADING PRESSURE'IREATED LUMBER(HEM-FIRNO.2 ORBETIER)EXISTING STAB INFILL EXISTG SLAB 2.1.RESIDENTIAL. rof Fb=850 PSI(x1.15 REP) Fv-150 PSI E=1300000 PSI `\\\\\\IIIV.I.F. WITH 4"CON(.SLAB W/ 2.2.DECKS h BALCONIES 60 prf OR ROOF SNOW LOAD O LICE 1j4 5� NEW NON-SHRINK �� �'•• 3. EXISTING I 6x6 W1.4xW1.4WWF ■I'I III HEAVY TIMBER FRAMING(DOUGLAS FIR NO.1) •/� i/ T.SLAB-T.FTG �_� �i\�I GROUT.AS REQD -%I I I- 9.No.,BASIC ND SPEED CS m TIMBE�RSIRAND STUDS(AS MANUFACTURED BY THEITRUSJOIST B�iC�O 11/g Pb ;;• AL ii SEISMIC CATEGORY 32 2 SEE PLAN ari,MG~ - Mir �I ��.a� B.DESIGN CODES CORPORATION OF BOISE,IDAHO) � --j s 1.INTERNATIONAL RESIDEN'IIAI.CODE(2015) Fv(STUD)=900 PSI Fv(PIATE)=150 PSI Fb=1700 PSI -?Q/� r Z 2.ACI BUILDING CODE 1AC1318-19) FcPa!=1900 PSI Fcpap=300 PSI E=1300000 PSI ///`a '1'Y�1,5 a S 0 EA.RISER 3.AISC STEEL ON MANUAL(11th _ _ 11 "i!Lmit=-JPIIr IL i!L- N W/1/22"0 COUNTER-SUNK BOLTS 9.AITC TIMBER CONSTRUCCTION MANUAL(4t6 EDITION) FINGERJOINTED STUDS MAY BE USED IN NONSTRUCTURAL APPLICATIONS PROVIDED DESIGN VALUES AS //1j11\IS}/ "a...�� SEE PLAN FOR 511 III-_T� III �� J W II W/1/4"x2"O WASHERS C.SPECIAL INSPECTION LISTED FOR"LIGHT FRAMING SUDS.'ABOVEARE ACHIEVED.SIZES SHOWN FOR STRUCIURALWOOD 2OZZr `r`Xs+-`�T' •6OD -II�1-III.- mU y.] FRAMING ARE NOMINAL SIZES.PROVIDE SOLID BLOCKING BETWEEN ALL JOISTS AND RAFTERS AT cab for bald,a.gn,nmt�.ays;t FTG.&REINF. X SPECIAL INSPECTION R BUILDING C MERITS LISTED BELOW ARE BASED ON THEREQUIREMENTS OP THE 2015 #3 DOWELS 16"LONG,DRILL DOUBLE LW SUPPORTS AND MINIMUM I X 9 CROSS-BRIDGING AT NOT MORE THAN 8,0"O.C.BETWEEN SUPPORTS w,mnuowld rAMpmy..d;d.ironoa;,,;¢.on., SEE PLAN &EPDXY 4"INTO EDGE OF STAIR STRINGER INTERNATIONAL BUILDING CODE.THE 03 NIREMENTS ARE TO BE ENFORCED BY THE LOCAL.BUILDING EXCEPT AS OTHERWISE NOTED.PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS RUNNING PARALLEL TO NOTE: OFFICIAL.THE OWNER SHALL RETAIN THE'INDEPENDENT INSPECTOR"AS REQUIRED BY CHAPTER 17 OF JOISTS AND SOLID BLOCKING UNDER ALL PART11DONS RUNNING PERPENDICULAR TOJOISTS.PROVIDE FOOTING TO BEAR EXISTG CONC.SLAB @ 16"O.C. THE IBC AND THE LOCAL BUILDING OFFICIAL.THE REQUIREMENTS LISTED BELOW ARE BASED ON A COVERT GAT NOTINGMORE IBC MI THAN 6'Q'O.C.UIR MEN WALLS NOT COVERED BY SHEATHING OR WALL ON UNDISTURBED CR LAURENCE GLASS RAIL STRICT INTERPRETATION OF THE IBC AND MAY NOT BE REQUIRED BY THE LOCAL.BUILDING OFFICIAL COVERINGS MEETING IBC MINIMUM REQUIREMENTS.CONNECTORS SHOWN ON THE PLANS ARE STANDOFF BASE THRU-BOLTED BASED ON EXCEPTIONS LISTED IN IBC SECTION 1709.2. MANUFACTURED BY THE SIMPSON STRONG-TIE COMPANY.WHERE HANGERS ARE INDICATED TO BE NATIVE SOILS. FASTENED TO CONCRETE OR MASONRY WITH TITEN 2 SCREWS HANGERS SHALL BE INSTALLED IN TO STAIR STRINGER CONCRETE-SHALL BE IN ACCORDANCE WITH TABLE 1705.3,EXCEPT'SPECIAL INSPECTION IS NOT REQUIRED FOR TYPICAL.FOUNDATIONS FOR BUILDINGS LESS THAN 3 STORIES WITH R3 OCCUPANCY, ACCORDANCE WITH INSTALLATION REQUIREMENTS PUBLISHED BY SIMPSON STRONG-TIE.CONNECTORS '7' '7'�T T T �T n �T T RAILING NLESS REQUIRED BY BUILDING OFFICIAL,BUT CONCRETE MATERIAL SAMPLING SHALL STILL BE BY OTHER MANUFACTURERS SHAL.LBEDEEMED AS EQUIVALENT IF THEIR RATED CAPACITY IS EQUAL TO NEW FOOTMG @EXISTING SLAB SLAB ON GRADE ITV FILL G11155 L�LyILI1VG @ STAIRS PERFORMED,DESIGN OF EMBEDDED ANCHOR BOLTS HAVE NO BEEN INCREASED PER SECTION 1911.5, OR GREATER THAN THAT OF THE CONNECTOR SPECIFIED.FOLLOW MANUFACTURER'S THUS NOT REQUIRING SPECIAL INSPECDON.EMBEDDED ANCHOR BOLTS,INSTALLED PER IRC SECTION RECOMMENDATIONS FOR NAILS AND BOLTS.ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE 0R903.1.6,ONLY REQUIRE SPECIAL INSPECTION IF DETERMINED NECESSARY BY THE BUILDING OFFICIAL,PER 2309.10.1 OF THE INTERNATIONAL BUILDING CODE PROVIDE SIMPSON H2.5A TIE OR SIMPSON SDWCI5600 @ 3/4"=1'•0' 20016 @ 1 1/2"=1'-0" 20016 @ 1 1/2"=1'-0" 20016 RC SECTION R109.1.5. SCREW ORFASTENMASTER FRAME FASTFMFRTOR SCREW WHERE ROOF RAFTERS BEAR ON AN EXTERIOR WALL AND THE ADJACENT OVERHANG EXCEEDS 2'b",UNLESS NOTED OTHERWISE.WHEN PRESSURE STRUCTURAL STEEL-SPECIAL INSPECTION.ALSO REFERRED TO AS QUAMTY CONTROL INSPECTION AND TREATED ORWOLMANIZED MATERIAL IS SPECIFIED.ALL FASTENERS AND CONNECTORS SHALL BE EITHER QUALITY ASSURANCEINSPECTION.SHALL BE PERAISC360-10 SECTION N.ALL BOLTED CONNECTIONS ARE HOT-DIP GALVANIZED OR STAINLESS STEEL BEARING TYPE CONNECTIONS.UNLESS NOTED OTHERWISE.REQUIRING INSPECTION ON ARANDOM BASIS. 2x CONT.PLATE W/ (E)2x WALL SPECIAL INSPECTION IS NOTREQUIRED FOR BOLTS LABELED AS"A307"ON THE STRUCTURAL PLANS OR PLYWOOD 1/2"0 BOLTS @ 24"O.C. V.I.F. BOLTS CONNECTING STEEL TO WOOD.ALL SHOP AND HELD WELDS REQUIRE PERIODIC SPECIAL FOR ROOFS,FLOORS,AND SHEAR WALL SHEATHING SHALL BE APA GRADE TRADEMARKED CDX WITH 2 LAYERS OF 8mm TEMPERED INSPECTION.STRUCTURAL STEEL AND STEEL DECK USED IN COMPOSITE CONSTRUCTION REQUIRE EXTERIOR GLUE.LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND STAGGER STAGGERED,TYPICAL (E)JOISTS CONTINUOUS SPECIAL INSPECTION.SPECIAL INSPECTION IS NOT REQUIRED FOR FABRICATION WHICH JOINTS FOR FLOOR AND ROOF SHEATHING.PLYWOOD OVER DECKING TO BELAYED PERPENDICULAR TO GLASS LAMINATED W/1.Smm V.I.F. OCCURS ON THE PREMISES OF AN'APPROVED FABRICATOR!AS DEFINED W IBC SECTION 1709.2.5 AND AISC DECKING.STAGGER JOINTS TO AVOID PLYWOOD EDGE ALONG PLANK EDGE.ALL NAILING COMMON SENTRYGLAS INTERLAYER (E)WOOD I►� _ (E)T.PLY+ 360-10 SECTION NO. NAILS RING SHANKED FOR ROOF AND FLOOR SHEATHING.REFER TO TABLE BELOW FOR USE SEER �� -__ BEAM,V.I.F. V.I.F. REQUIREMENTS: CR LAURENCE L685 BASE SHOE SEE PLAN I MECHANICAL CONCRETE FASTENERS(EXPANSION AND SCREW TYPE)REQUIRE ONLY PERIODIC W/140-2.0 x 20 mm HEX HEAD INSPECTION PER IBC SECTION 1705.3. (N)2-2x PLATE FASTENED TO USE THICKNESS SPAN RATING EDGE NAILING NAILING IN FIELD . SCREWS 300mm O.C.IN TAPPED (E)BEAM W/.162"0x3 1/2" ill Ill. EPDXY TYPE CONCRETE FASTENERS(ADHESIVE)REQUIRE ONLY PERIODIC SPECIAL INSPECTION PER TABLE FIAT ROOF 3/9" 98/29 0.I13"x23/8"06"O.C. 0.113"x23/8"0110.C. HOLES IN TOP OF STRINGER BEAM NAILS 016"0.C.@ EA.LAYER 1705.3,UNLESS IT IS INDICATED ON THE STRUCTURAL DRAWINGS AS BEING A FASTENER REQUIRING SLOPED ROOF 5/8" 32/16 0.I13"x23/8"06"O.C. 0.113"x23/8"@l2"0.C. �g�j CONTINUOUS INSPECTION. FLOOR 3/9"Th0 98/29 O.ID"x23/8"@F0.C. 0.ID"x23/8"012"O.C. 1/4 8"MIN. P�)T.WALL ►;a OVER ERG DECK° 7/16"OSA 29/0 0.0."x 11/2"04"O.C. 0.0."x 11/2"08"O.C. VI.F. Z SPECIALTY SYSTEMS SUBMITTED SUCH AS,BUT NOT LIMITED TO CARBON FIBER REINFORCING,MICROTILE SHEAR WALL 7/16"PLYWD OR OSB 29/0 IlU"x23/8"@M O.C. IlU"x23/8"@l2"O.C. TREAD FINISH FOUNDATION ELEMENTS,HELICAL.PIERS,AND OTHER SPECIALTY COMPONENTS WHERE THE DESIGN IS III PERFORMED BY ANOTHER LICENSED NGINEE$SHALL INSPECTED IN ACCORDANCE WITH THE (Martca,Jam,m WC 152) / PER ARCHITECT _ - 1/2"0 ALL THREAD W/2-NUTS& RECOMMENDATIONS BY THE LICENSED ENGINEER FOR THAT COMPONENT. Ijl I I I C ALL EDGES OF SHEAR WALL SHEATHING SHALL BE BLOCKED.ALL PLYWOOD AND ORIENTED STRAND WASHER @ 48"O.C.,EMBED 8"MIN. D.FOUNDATION BOARD(OSB)PANELS SHALL BE FATED FOR EXPOSURE I UNLESS NOTED OTHERWISE.CONTACT CHANNEL STRINGER NEW GRADE STRUCTURALENGINEERAND ARCHITECT IORSIIBSTTUIION APPROVAL PRIOR TO CONSTRUCTION. STEEL BEAM BUILDINGFOUNDAO UNDERGO SLIGHT BEEN DESIGNED USINGANASSUMEDMAXIMUMALLOWABLESOIL Ct SEE PLAN Milli" SEE ARCH. BEARING PRESSURE OF 2000 PSF AND AN EQUIVALENT FLUID LATERiAL EARTH PRESSURE OF 95 PCF FOR SEE PLAN BOISE CASCADE FABRICATED WOOD JOISTS EQ. EQ. WALLS EXPECTED TO UNDERGO SLIGHTDEFLECTION.FOOTINGS SHALL BE I'IACED ON UNDISTURBED 1 SERIES FABRICATED JOISTS WITH STRUCTURAL WOOD FLANGES AND PLYWOOD OR OSB WEBS CALLED Nil' SOIL.SOILS ARE ASSUMED TO BEUNIFORM,NON-EXPANSIVE,AND NON-COMPRESSIVE.THE OWNER SHALL FOR ON THE DRAWINGS AS'BCP'AREAS MANUFACTURED BYTHE BOISE CASCADE CORPORATION OF Q 1/4I #$HORIZ. RETAINASOILSENGINEER IOINSPECTTHE BEARING SOILS EXPOSED DURING EXCAVATION TO VERIFY WHITE CITY,OREGON.FABRICATED WOOD JOISTS SHALL BE INSTALLED IN ACCORDANCE WITH THE "0 3/4"x 14"STL PLATE @ 16"O.C. p ASSUMPTIONS AND TO SUBMIT WRITTEN REPORT.NO FOOTINGS SHALL BE POURED UNTILA VERBAL MANUFACTURER'S RECOMMENDATIONS.SUPPLY ALL PLATES,BLOCKING,BRIDGING,BRACING, STAIR TREADS SUMMARY HAS BEEN GIVEN TO THE STRUCTURAL ENGINEER BY THE SOILS ENGINEER THE SOILS i3-, �'���I♦ I STIFFENERS AND OTHER RELATED ITEMS AS RECOMMENDED BY THE MANUFACTURER CONTINUOUS #$NEAT. MATCH ENGINEER SHALL ALSO BE CONSULTED BY THE OWNER IN REGARDS TO POSSIBLE FOUNDATION O CONT.STL PLATE ON SIDE OF0 111 DRAINAGE REQUIREMENTS AND ANY ADDITIONAL CONSTRUCTION REQUIREMENTS AFFECTED BY SOILS. BLOCKING SHALL BE INSTALLED AT ALL INTERIOR SUPPORTS.PROVIDE DOUBLE JOISTS UNDER ALL FULL HEIGHT J @ 16"O.C. PARTITIONS RUNNING PARALLEL TO JOISTS AND SOLID BLOCKING UNDER ALL PARTITIONS RUNNING O CHANNEL STRINGER PER PLAN /4"x 3"x 9"STEEL TAB EXISTING � I V 2x KING SUTD 1111 E.CONCRETE PERPENDICULAR TO JOISTS.JOISTS NOT HAVING A FINISH MATERIAL FASTENED DIRECTLY TO THE ONE SIDE W/2. (E)T.WALL CI) #S DOWELx 24"@16"O.C., CONCRETE HAS BEEN DESIGNED AND SHAL.LBE CONSTRUCTED IN ACCORDANCE WITH THE AMERICAN BOTTOM FLANGE SHALL HAVE A CONTINUOUS 2X6 BRACING STRUT AT THIRD SPAN POINTS NAILED WITH 3/4"0 THRU-BOLTS V.I.F. L 0.120"x 3"NAILS AT EACH JOIST. Ct @TOP&BOT. gill DRILL&EPDXY 5"MIN. CONCRETE INSTITUTE BUILDING CODElACI 31 S19).THE MINIMUM CONCRETE COMPRESSIVE STRENGTHS 3/16 FLANGE INTO EXISTG TOP OF AND EXPOSURE CLASSES SHALL BE AS LISTED BELOW.WATER CEMENT RATIOS AND AIR ENTRAINMENT LAMINATED VENEER LUMBER BEAMS w LL WOOD COLUMN WALL&EA.SIDE SHALL BEASDETNED IN TABLE 19.3.2.]OF ACI 318-191IASED ON THE EXPOSURE CLASSES SPECIFIED.ALL HEADERS AND BEAMS CALLED FOR ON THE DRAWINGS AS"EVE"ARE VERTICALLY LAMINATED VENEER SEE PLAN EXTERIOR WALLS EXTERIOR FOOTINGS.EXTERIOR SLABS ON GRADE,EXTERIOR BEAMS,AND EXTERIOR LUMBER PRODUCED AND TESTED IN ACCORDANCE WITH ICBO STANDARDS TO HAVE ALLOWABLE O STRUCTURAL SLABS NOT EXPOSED TO DEICING CHEMICALS SHALL HAVE A MINIMUM COMPRESSIVE STRESSES MSCED BELOW. O CHANNEL STRINGER&GUARDRAIL O S 1 EEL BEAM @ WOOD COL. CON(.CURB @ WINDOW WELL STRENGTHGF9IIP�1 N2aDA SANDMEETTI EREQD REQUIREMENTS FOR EXPOSURE S RECA�SF2/C1 W1.A EXTERIOR WALLS,EXTERIOR FOOTINGS,EXTERIOR SLABS ON GRADE,EXTERIOR BEAMS,AND EXTERIORli '� STRUCTURAL SLABS THAT ARE EXPOSED TO DEICING CHEMICALS SHALL HAVE MINIMUM COMPRESSIVE 1 1/2^-1'-0" 20016 @ 1 1/2^-1'-0" 20016 @ 3/4^-1'-0" 20016 OF 5000 PSI IN 28 DAYS AND MEET THETI REQUIREMENTS FOR EXPOSURE C PSLASS F3/C2/WI.ALL INTERIOR LAMINATED VENEER LUMBER HEADERS AND BEAMS SHALL BE ONLY IN DRY APPLICATIONS AND INSTALLED CD FOONGS SHALL HAVE COMPRESSIVE STRENGTH OF 3000 I IN 28 DAYS AND MEET THE Fb=2600 PSI Fv=285 PSI E=1800000 PSI.IN ACCORDANCE WITH THE MANUFACTURER'SRECOMMENDATIONS.WHEN MORE THAN ONE THICKNESS REQUIREMENTS FOR EXPOSURE CLASS FO/C1/WO.INTERIOR SLABS ON GRADE AND INTERIOR IS REQUIRED,THE MEMBERS SHALL BE FASTENED TOGETHER WITH TWO ROWS OF 0.162"x31/2"NAILS li STRUCTURAL SLABS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 9500 PSI IN 28 DAYS AND MEET SPACED 12"O.C.FOR MEMBERS WITH I9"AND GREATER DEPTH,USE THREE ROWS.BEAMS OF FOUR ALL OTHER REQUIREMENTS FOR EXPOSURE W/C1/W0.WHERE MULTIPLE EXPOSURE CLASSES ARE MEMBERS OR MORE SHALL BE FASTENED TOGETHER WITH ONE OF THE FOLLOWING:TWO ROWS OF 1/2" GUARDRAIL CONN. SPECIFIED THE MOST RESTRICTIVE REQUIREMENTS SHALL BE USED.MORE RESTRICTIVE EXPOSURE DIAMETER THRU-BOLTSO29",TWO ROWS OF 1/9"DIAMETER x6"SIMPSON STRONG-TIE SDS SCREWS 029" PER DET.7/53.1 REQUIREMENTS MAY BE USED IF DESI.D.BUT EXISTG KING POST TO 1/4"STEEL STIFFENER POTENTIAL IMPLICATIONS.COORDINATE WITH STRUCTURAL NGR SHOULD BEEER FE SCO CDRETE WILL BE IN TO DETENE ONOTED OTHERWIOFE63/9"FASTENMA.STERTRUSSLOKSCREWSO16"O.C.EA SIDE TYPICALLYNLESS I BEAR ON NEW BENT BEAM FAR SIDE @ CONTACT WITH SOILS OR WATER CONTAINING DELETERIOUS AMOUNTS OF WATERSOLUBLE SULFATE E THREADED ROD IONS.ALL CONCRETE SHALL HAVE A MINIMUM OF 20%FLY ASH CONTENT CONFORMING TOASTM C618. SIRANDGUARD LUMBER PLATES ALL CONCRETEASSIGNED TO EXPOSURE CLASS F3 SHALL LIMIT THE MAXIMUM FLY ASH AND OTHER ZINC BORATE TREATED LAMINATED STRAND LUMBER SILL PLATES CALLED FOR ON THE DRAWINGS AS CEMENTHIOUS MATERIALS PER TABLE 26.9.2.2(6)OF ACI 318-19.THE OWNER SHALL ENGAGE A QUALIFIED, '5TRANDGUARD"ARE AS MANUFACTURED BY THE WEYERHAEUSER CORPORATION OF BOISE,IDAHO. \�JV� PRE-QUALIFIED INDEPENDENT TESNGAND INSPECTING AGENCY TO SAMPLE MATERIALS,PERFORM TESTS,AND SUBMIT ®� /411.4411111..„‘ 2x PLATE ATTACHED TO 1ESTREPORTS DURING CONCRETE PLACEMENT TO ASSURE THE UALITYOF THE MATERIALS USED AND SIRANDGUARD PLATES SHALL BE INSTALLED IN ACCORDANCE HANGERSITH MANUFACTURER'S 5 Q RECOMMENDATIONS.STANDARD GALVANIZED FASTENERS AND MAYBE USED,AND A TOP FLANGE W/POWER THE ACCIJIMCYOFI'IACEMENT.(N01E:SEE SECTIONCOF THE GENEIMLNOIES FORSPECIAL 'TREATMENT OF CUTS IS NOT REQUIRED WIH SIRANDGUARD LUMBER.IF STANDARD PRESSURE PRE-QUALIFIED 2x PLATE TTACEDT INSPECTION AND TESTING REQUIREMENTS]MECHANICALLYVBIMIE ALL CONCRETE WHEN I'IACED 'TREATED LUMBER IS TO BESUBSTITUTED,CONSULTENGINEER FORALTERNATE FASIENERAND HANGER @ 24"O.C.,STAGGERED MAIM USIABS OON C NTEREACABSON GRES 030I.LHAVE l0WN OL LNOT(K NFORC O BARSUr S ATLCOATINGS.WELD TGU46 , :XECAZM159"ONCENTERFACHWAYNLESS TITHERWISESHOWNONPLAID.REINFORCINGRARS SHALL NO SPLICES OF I NFORCING SHALL A BEMDE fiO SH NO WELDING E DI G OF.I EFNFORCFNG IS TO BE W PERMITTED H.ENGINEERED SRRUC'NRAL COMPONENTS STRINGER@ STEEL BEAMNOOSPMCS DETAILED AUTHORIZED MADE AND STRUCTURAL FNGI.ELL FOE.APPROVED,G SHALL PERMITTED SPECIALTY STRUCTURAL COMPONENTS SUCH AS STAIRS,SHADE STRUCTURES,ETC.SHOWN ON THE LANDING PER PLAN 1/4vX\• SEE PLAN NCEPCAS DETAILED OR AUTHORIZED BY THE STRUCTURAL ENGINEER WHEREAPPROVED,ALL PLANS AS"DESIGNED BY OTHERS"SHALL BE DESIGNED BYALICENSED ENGINEER IN THE STATE OF V WELDING SHALL CONFORM TOAWS DI.9.TAP SPLICES,WHERE PERMITTED,SHALL BE AS SHOWN IN THE COLORADO.STAMPED DRAWINGS AND CAL°UTATIONS SHOULD BE SUBMITTED TO THE ENGINEER OF ,I I, TABLE BELOW,UNLESS NOTED OTHERWISE.WHERE STANDARD STANDARD HOOKS ARE SPECIFIED,THE GEOMETRY REVI COCTI OF THE HOOKS SHALL BE PER TABLE 25.3.1 OF ACI 318-19. RECORD FOR EW PRIOR TO NSTRU ON. rim STEEL TREAD PLATES _��1R1�� PER DET.7/S3.1 BAR SIZE MINIMUM TAP MIN RADIUS OF BEND I. SCRUCNRALGLASS IIIM�C' #9 2'O" 11/2" GLASS FLOORS HAVE BEEN DESIGNED FOLLOWING THE NCSEA ENGINEERING SRRUCTUAL GLASS DESIGN 6'A"MAX. GUIDE'O MEET ALL REQU REMEN SOFAS M E2751 AND IBC 2909.1.A G ASS SHALL BEA MIN.3 AYERS � CHANNEL STRINGER W/SIDE #5 21/8" OF IVLLYTEMPERED(i1.ASS WITH THICKNESSES INDICATED ON I'IANS.WHERE NOTED,SENCRYGVAS COVER PLATE PER DET.7/53.1 INTERLAYERS SHALLBE I.Smm THICKAS MANUFACTURED BY KUAIMYAMERICA,INC.THREE LAMINATIONS PROVIDE CORNER BARS OFEQUALSIZEAND SPACING ARONDALL CORNERS.PROVIDE2-#SIIARS WITH HAVE BEEN DESIGNED AND SPECIFIED SO THAT THE FULL DESIGN LOAD CAN BE SUPPORTED WITH ONE 1/2"0 THREADED ROD EA. LAYER BROKEN,THEREFORE NO LOAD TESTING IS REQUIRED. FINISHES PER ARCH. PRIME UM OF 2'O"PROJECTION BEYOND THE SIDES OFALL OPENINGS IN WALLS,BEAMS AND SLABS. SIDE OF HIGH WINDOW TO 1/4"STEEL PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING AT POSITIONS SHOWN ON THE PLANS. J SUPPORT TRANSOM BEAM STIFFENER WELDED WI.FABRIC SHALL CONFORM TO ASUM A1069.TAP WIRE FABRIC REINFORCEMENT ONE FULL GLASS GUARDS AND GLASS SUPPORTED GUARDRAILS,HANDRAILS,AS WELL AS ANY ASSOCIATED 3/4"THICK STEEL 1/2"THICK x4"WIDE MESH PLUS 2"ATSIDES AND ENDS AND WIRE TOGETHER.ANCHOR BOLTS FOR BEAM AND COLUMN CONNECTION HARDWARE LABELED"DESIGNED BY OTHERS'SHALL BE DESIGNED BY LICENSED LANDING PLATE STEEL PLATE 3/8"x4"x 51/4" BEARING PLATES SHALL CONFORM TO ASUM A307 AND BE PLACED WITH SETTING TEMPLATES. ENGINEER IN THE STATE OF COLORADO.STAMPED DRAWINGS AND CALCULATIONS SHOULD BE / SEAT PLATE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW PRIOR TO CONSTRUCTION.GUARD1M11S SHALL STRINGER BEYOND PRE-QUALIFIED / / F.STEEL BE DESIGNED TO RESIST A 2001b POINT LOAD W ANY DIRECTION APPLIED TO THE HANDRAIL OR SEE PLAN ` WELD TC-U46 1/4V 1/4 ALL WIDE FLANGE STEEL SHAPES SHALL CONFORM TO ASTM A992.FOR S.M.AND HP SHAPES AND GUARDRAIL PER ASCE740.SECTION4.5.I.THE DEFLECTION OF GUARDRAILS AND HANDRAILS SHALL BE V CHANNELS,STEEL SHALL CONFORM TO A36.TUBE COLUMNS SHALL CONFORM TOASTM A500(GRADE B) LIMITED TO I/9"UNLESS NOTED OTHERWISE.GUARDRAIL BALUSTERS SHALL BE COMM,.PERMItI EU OF BENT ��T7��T/�7' STRINGER CONN. ` _ LATEST EDITION.PIPE SHAPES SHALL CONFORM TO ASIM A53(GRADE B).ANGLES AND PLATES SHALL LAYERS OF LAMINATED GLASS PER THE EXCEPTION TO IBC SECTION 2907.1.2,WHERE PERMI I I EU BY THE Q BENT LYON1JIIVll 1O STRIN GER l,, ININ.I a CONFORM TO A36.HELD CONNECTIONS SHALL BE STANDARD FRAMED BEAMFIT CONNECTIONS WITH BUILDING OFFICIAL. MAXIMUM NUMBER OF ASTM F3125 GRADE A325 3/9"DIAMETER BOLTS TO FIT BEAM IN SINGLE ROW AND •1/4y SHALL CONFORM TOA325N,BEARING-TYPE CONNECTION.UNLESS OTHERWISE NOTED.SEE SECTION C OF J.ALL EXISTING CONDITIONS MUST BE VERIFIED BY THE BUILDER IN THE FIELD.UNKNOWN AND VARIED @ 1 1/2"-1'-0" 20016 V THE GENERAL NOTES FOR SPECIAL INSPECTION AND TESTING REQUIREMENTS.STRUCTURAL STEEL SHALL CONDITIONS MAY BE FOND. NOTIFY THE ENGINEER OF ANY STRUCTURAL CONDITIONS FOND TO SCALE VARIES 1/4 V NUT E6.PLATE WASHER VARY FROM THAT INDICATED.DESIGN REVISIONS MAY BE REQUIRED,AND ARE EXPECTED AS A PROCESS CUSTOM STEELBEAAM INSIDE CHANNEL BEAM ' 24 BE DETAILED,FABRICATED AND ERECTEDANDIN ACCORDANCE WITHNDAR.LATEST PROVISIONS OF THE AISC MANUAL OF STEEL CONSTRUCTION AND AISC CODE OF STANDARD PRACTICE SHOP DRAWINGS SHALL BE OF REMODEL WORK ISSUE: 53.2 SUBMITTED TO THE ARCHITECT ENGINEEROR FORREVIEW PRIOR TO FABRICATION.SHOP DRAWINGS GUARDRAIL CONN. SEE DET.24/S3.2 SHALL DETAIL EACH BEAM,APPLICABLECABLECONNECTIONS,LAYOUT,AND BRACING.USE WELDERS MEETING K ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE VERIFIED AGAINST THE ARCHITECTURAL AND Ot/OS/20 PROGRESS PER DET.7/S3.1 THE REQUIREMENTS OF THE AWS"STANDARD QUALIFICATION PROCEDURE,C OMPLY WITH AWS DI.1 DISCREPANCIES SHALL BE BROUGHT TO THEATIENTION OF THE ARCHITECT. 03/04/11 REVISIONS 'STRUCTURAL WELDING CODE."ALL WELDS SHALL BEE70XXLH TYPICAL UNLESS NOTED OTHERWISE. 13/31/21 PROGRESS STEEL TREAD PLATES PRIME ALL STEEL(EXCEPT GALVANIZED OR STAINLESS STEEL)WITH APPROVED PRIMER UNLESS STEEL L THE ARCHITECT MUST AUTHORIZE ALL SUBSTITUTIONS.SUCH AUTHORIZATION DOES NOT RELIEVE 003/22 PROGRESS PER DET.7/53.1 WILL RECEIVE SPRAY APPLIED FIREPROOFING.MEMBERS TO RECEIVE SPRAY APPLIED FIREPROOFING THE CONTRACTOR FROM CONFORMANCE WITH THE DRAWINGS AND SPECIFICATIONS. 011022 ADDITIONAL INFOMATION SHALL BE PREPARED PER FIREPROOFING MANUFACTURER'S REQUIREMENTS,CONSULT ARCHITECT FOR 04kki22 CHANGE TIRO ERA LOCATIONS REQUIRING FIREPROOFING.TOUCH-UP PAINT AT EXPOSED BOLTS,WELDS,AND ABRADED M.COORDINATE ALL OPENINGS THROUGH FLOORS,WALLS,AND ROOFS WITH THE MECHANICAL.AND I. SHOP PAINT AREAS.DRY PACK OR GROUT FOR BEARING PLATES SHALL BE SHRINK RESISTANT ELECTRICAL CONTRACTORS. 3/16 , / DAYCONSUPERIOR 1107 ADVANTAGE GROUT OR EQUIVALENT. N.DO NOT BACKTLL AGAINST WALLS UNTIL FLOOR AND ROOF SYSTEMS BRACING THOSE WALLS ARE IN EXPANSION BOLTS,WHERE APPROVED BY ENGINEER,SHALL BE SIMPSON'SURONGBOLT',HILTI PLACE. "KWIIBOLT-TT',OR APPROVED WEDGE TYPE.INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS 1/4"STEEL Ph REQUIREMENTS.EPDXY BOLTS,WHE H REAPPROVED BYENGINEER SHALL BE SIMPSON"AT-XF','SET-XP", O.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD END PLATE HILTI'HITY-200"OR APPROVED ADHESIVE SYSTEM,INSTALLED IN ACCORDANCE WITH THE SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. ....diAlli MANUFACTURERS REQUIREMENTS.CONCRETE SCREW ANCHORS,WHERE APPROVED BY ENGINEER �� SHALL BE POWERS WEDGEBOLT ANCHORS,OR APPROVED ANCHOR SYSTEM,INSTALLED IN ACCORDANCE P.PROVIDE AN LSTA STRAP AT ALL DISCONTINUOUS WALL PLATES.EXTEND STRAP A MINIMUM OF 12" STEEL WITH THE MANUFACTURER'S REQUIREMENTS.SEE SECTION COIF THE GENERAL NOTES FOR SPECIAL BEYOND INTERRUPTION,MACH SIDE. ANOMALIES MAY INCLUDE:STEEL COLUMNS,MECHANICAL. 1/4 IIP' STRINGER INSPECTION AND TESTING REQUIREMENTS. PENETRATIONS CORNERS,LEVET./SLOPED I'IATE TRANSITION,HIAW TIMBERIIACKSPANS,ETC. RE JOB#: 20016 trr PER PLAN Mil STIEYQ. DCONTRACT INDICATE SUE DRAWINGS OF CO SPECIFICATIONS THE TRA HE SHALL PROVIDE VID ALL HSSTHEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.N. THE CONTRACTOR SHALL PROVIDE ALL FINISHES PER ARCH. SEE COLUMN HSS COLUMN MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION.SUCH MEASURES SHALL SEE PLAN SLIDING DOOR SYSTEM SEE PLAN INCLUDE,BUT NOT BE LIMITED TO,BRACING,SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, EXISTING 4" PER ARCH ETC.OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION CONC.SLAB(V.I.F.) OF THE ABOVE ITEMS NOR WILL THE STRUCTURAL ENGINEER BE RESPONSIBLE FOR THE CONTRACTOR'S II II II III II MEANS,METHODS,TECHNIQUES,SEQUENCES FOR PROCEDURE OF CONSTRUCTION,OR THE SAFETY yI 20016 SHEET TITLE: 1/4"x 7"x 9"STEEL BASEPLATE W/ 4-3/16"0x 1 3/4"TAPCON SCREWS& PRECAUTIONS AND THE PROG1MM91NCIDNTTI�REI'O. EQ. 4" EQ. W/6"GAGE COUNTERSINK HEADS STRUCTURAL DETAILS STEEL STRINGER @ EXISTING SLAB AreVILEME-r1 /15/2022 i S I EEL FRAME @ LIVING ROOM S DRAWING#, CO@11/2"=1'-0" 20016 @3/4"= 3 1'-0" 20016 ENE 11 Qr2/2022 FORIMMINFLIANCE ASPEN a i p BUILDING DEPARTMENT STEEL COLUMN ALBRIGHT 1"±NON-SHRINK GROUT PER PLAN GUARDRAIL CONN. PER DET 7/S3.1 NOTCH END OF CHANNEL STRINGER &ASSOCIATES 11 . STEEL BASEPLATE STRINGER& BEYOND PER PLAN U EXISTING CONC.SLAB N.I.FJ PER PLAN BELOW PROVIDE BEVELED STEEL TREAD PLATES BEARING PLATES WI 1/4 PER DET.7/S3.1 1/4 T.SLAB 1/4"FILLET WELD11111111111fr STAIRS BEYOND 2x PL.W/1/2"O BOLTS @ 402 Park Ave,Unit SEE PLAN X,�°�+X-� �� X X. FINISHES PER ARCH. ALL AROUND Basalt,kAve, 24"O C.STAGGERED(TYPJ _ / HSS BEAM Bap 9z7 O 811 3 3/4"0 BOLTS �1 - _y L� STEEL STRINGER@ PER PLAN I ,� III" FLOOR PER PLAN GUARDRAIL CONN. (2-3/4"0 AT W8 BEAM) _ - _ lip www.albright-associates.com -I I-a -III PER DET.7/53.1 i +T.BEAM �WM1\W V ! ::�::EXISTING FOOTING N.I.F.) I ����� UqwSEE PLAN •� •`� SECTION,A ® /J� PRE-QUALIFIED 3O�yP•DO LICE I(IO r O �' `CHANNEL WELD TGU46 pv;-••.AC••'•:NxP))I o e STEEL BEAM 3" 3. — —— STRINGER W/ � HSS COLUMN .•CJ:a R/C':O 2g 1"1" ����i������ 1 Za: / SEE PLAN I Q 3/4"THICK STEEL BASEPLATE 1 j PER PLAN �+ Cr' $ 2j 4 4 11111 SIDE COVER W/4-1/2"0x 6"SIMPSON IiII PLATE PER (5/32) /} SIDES �� TITEN HD SCREWS jiii!i ' / LI / '111 DET.7/53.1 LANDING PLATE& (5/32) "� ;', Q 1111111 CONN.PER DET.11/53.2 'L'V ••.,•••••. 1/4 �\ tl'' LANDING PLATE& I(I ] ••.• ``� TYp' -J .0 1/4 „ V 1/4 SUPPORT ANGLE V BENT CHANNEL STRINGER W/ 2022.14. 022.ir'�Jl'.�A�;;�...9�--05'00' W J DASHED FOR CLAR77Y SIDE COVER PLATE PER DET.7/53.1 1,11 • STEEL COLUMN ...Mr..bw�la'.xa�w ������� In il XI KI PER PLAN NEW 1/4"THICK 8"SQ.STEEL PLATE 2 1/4"STEEL STIFFENER �.M a vaMtAmt mfie.4,.. s...u.. W/80.190"x31/2"WOOD SCREWS, ` Q FINISHES PER ARCH. PLATE,EACH SIDE Q PRE QUALIFIED 5"GAGE(COUNTERSINK HEADS) WELD TGU46 STEEL TREAD PLATES EXISTING BEAM PER PLAN(V.I.F.) PER DET.7/S3.1 O BASEPLATE PLAN EXISTING JOISTS& HANGERS PER PLAN 25 O S I EEL BEAM @ S I EEL BEAM Q (N)STEEL COL.@(E)FOOTING BENT STRINGER @ FLOOR BENT LANDING TO STRINGER CONN.2 HSS BEAM @ HSS COL.CONN. @11/2"=1,0" 20016 @ 3/4"=1'-0" 20016 18 @ 1"=1'-0" 20016 lq @ 1 1/2"=1'•0" 20016 10 @ 1 1/2"=1',0" 20016 NEW COLUMN PER PLAN 1/4 HSS LANDING BEAM BEHIND Ix PLATE ATTACHED TO TOP FLANGE W/POWER NEW COLUMN PER PLANF� I / STAIRS BEYOND NEW 1/2"x 3 1/2"SQUARE ACTUATED FASTENERS \ 1/4 STEEL BASEPLATE @ 24"O.C.,STAGGERED 1/4 V 1/4 0 NEW 1/2"•3 1/2"SQUARE No 3-SIDES , CHANNEL STRINGER / TEEL:ASEPLATE1/4 TYPICAL 1/2"THICK x 3"WIDESTRINGER@ EXISTINGSTEELBEAM STEEL PLATE T.BEAM IPLATE PER DET.7/S3. SEE PLAN LANDING PER PLAN PER PLAN 3-SIDES NEW 1/4"STEEL STIFFENER FINISHES PER ARCH. 1,� 1/4�/ TYPICAL PLATE FA SIDE AIL. _ 1/4 16"@ 12" EXISTING STEEL BEAM11 PER PLAN NEW 1/4"STEEL STIFFENER i,� `' • DETAIL PLATE EA.SIDE 1/4 \ Ect NOT USED 3-SIDES 3/16 4 �, 1/4 _ 3/4"THICK STEEL 1- LANDING PLATE 0 -, 1/4 STEEL TREAD PLATES l!M x-CI EACH PLATE> ' NEW 1/4"x 3"x 5"STEEL NEW HANGER COLUMN 1/ PLATE EA.SIDE WI PER PLAN - 1/4\ >•+ PER DET.7/53.1 , 22 /4"0 THRU-BOLT IN ' 1/4 V STEEL BEAM STEEL COLUMN L, GVERTICALLY O SEE PLAN PRE-QUALIFIED NEW CO - N PER PLAN I SLO'I ED HOLE PER PLAN (5/32) CHANNEL STRINGER W/SIDE 3/8"THICK STEEL U WELD I1U4a �`-L- OiNSU'. SMOOTH (5/32) COVER PLATE PER DET.7/S3.1 GUSSET PLATE VD SURFAC at N 3/16 NEW CHANNEL STRINGER W/SIDE 1/4 , 1/4 1 NEW 1/4"THICK STEEL END PLATE COVER PLATE PER DET.7/S3.1 O ® 23 BENT STEEL BEAM (N)STEEL COL.@(E)STL BEAM LANDING STRINGER @ COLUMN NEW STEEL @ EXISTING BEAM STRINGER TO STRINGER CONN. 1 ,--i @ 3/4"=1',0" 20016 @ 3/4"=1',0" 20016 �� @ I/1VM' "0" 20016 IS 11 @ 1 1/2"=1',0" 20016 @ 1 1/2"=1',0" 20016 O ' I NEW 1/4"THICK x 8"SQ. STEEL PLATE WI NOTE: CL BEAM 8-0.190"x 3 1/2"WOOD DETAIL SIMILAR @ STAIR LANDINGS 1/4 V 8"MIN. BEAM SIZE SCREWS,5"GAGE SEE PLAN (COUNTERSINK HEADS) STEEL TREAD PLATES NEW STEEL STRINGER PER DET.7/S3.1 T.BEAM I PER PLAN NEW GUARDRAIL FINISHES PER ARCH. CONN.PER DET. PLAN 7/S3.1 TREAD FINISH SEE STEEL BENT BEAM NEW STEEL TREAD PLATES PER ARCHITECT SEE PLAN BEYOND PER DET.7/53.1 EQ. EQ. 1/4 / 4(E)T.PLY �.�. FINISH 4"LONG PIPE 1/4 SEE PLAN .:I BEYOND PERARCHITECT SIZE AS READ � ��I II�IIr�II � P*, • 3 SIDES / ry IMEICI'IIIII'• `... �0^ - - (E BEAM 1/4 ry 1��11 1111111� —= z y �,w q 1/4 STL STIFFENER 1/4 U1-=`I�unnil \ ` `. THREADED RODS ' —®I IIMII II 1/2"THICK x 4"SQUARE a��"1 ip Al ■: STEEL PLATE \ _ 2x STUDS @16"O.C. 1111 MAX SPACING STEEL COLUMN `_ 2, O 3/16 PER PLAN EXISTING JOISTS& 1/4"THICK x 8"TALL x CONTIN. g HANGERS PER PLAN ` STEEL LEDGER W/3-0.164"x 2 1/2" EQ. EQ nl v IA D 1/4 I NEW STEEL STRINGER WOOD SCREWS @ EACH STUD EXISTING BEAM (COUNTERSINK HEADS) 1/4 PER PLAN N.I.F.) PER PLAN O TYPICAL BEAM PENETRATION O CONTIN.STRINGER @ COLUMN OG STRINGER @ EXISTING BEAM O S 1 EEL TREADS @ 2x WALL 2 1/2"THREADED RODS 1 V 1 @ 3"=1'-0" 20016 LOCATED PER 3/S3.1, L @ 1 1/2"=1',0" 20016 @ 1 1/2"=1'-0" 20016 L @ 1"=1',0" 20016 SCALE VARIES DAMAGE THREADS AFTER LEVELING TRANSOM BEAM 03/04/2t REVISIONS NEW 1/4"THICK NEW GUARDRAIL 03/31/zl PROGRESS 8"WIDE BENT CONN.PER DET.7/S3.1 NOTE: 91/13/22 PROGRESS Ix WOOD PLATE FASTENED 3/16 L 2"@ 6" STEEL PLATE WI DETAIL SIMILAR @ STAIR LANDINGS I 1/4 18"MIN. 01)31)22 ADDITIONAL INFOMATION TO TOP OF BEAM W/ 3/16 V 2"06" 1" 1" 1 8-0.162"x 21/2"WOOD 02/14/22 CHANGE ORDERQ POWER ACTUATED 3Z IZ 3" I2" 3" FASTENERS @ 12"O.C. ���� SCREWS,5"GAGE PI NEW STEEL TREAD PLATES (COUNTERSINK HEADS) PER DET.7/53.1 NEW STEEL BEAM 1 SEE PLAN \ (E)T.PLY , ■ ■ NEW 1/4"THICK NEW —/—/—/I� SEE PLAN PER ARCHITECT WAM ,'�//—//—/ri/� 1111 ■_ STEEL END PLATE tom`_`_`_ T STEEL TRANSOM BEAM 1 --nil �• ; FABRICATED FROM (II OOO1/4 F3/8"AB STL FLAT BARNEW STEEL TREADNEW CHANNEL STRINGERI © © O (E)T.PLY ,t PLATES PER DET.7/S3.1 f 1� JOB#: 20016 3 16W/SIDE COVER PLATE I 3 vri SEE PLAN ��- IIIIIIIII IIIIIIIIII / 2"@ 6 PER DET.7/53.1 Z�O I"v'vi - NEW TREAD FINISH Q 3/16 � � U N PER ARCHITECT ��I... ENDS OF STEEL ^+❑ I1111I1, TRANSOM BEAM MAY w "1"1'i PEREW STEEL STRINGER g" EQ. EQ. 9" BE NOTCHED 3/4"AS N PLAN 1/4"x 3 1/2"x 6"STL TAB PLATE SPECIFIED BY ARCH. , 'llllll WI 2-3/4"0 THRU-BOLTS EXISTG LVL BEAM 1/4 NEW 1/4"THICK STEEL PLATE IIII ",I EXISTING CONC. , SEE PLAN N.I.F.) W/4-3/4"0 THRU-BOLTS WALL BEYOND(V.I.F.) SHEET TITLE: 3/8"x 6"x 9"STL PLATE A ` EXISTING BEAM NEW 1/4"THICK x 8"TALL x CONTIN. STRUCTURAL W/4-1/2"0 THRU-BOLTS NEW WOOD BEAM \ PER PLAN(V.I.F.) STEEL LEDGER W/1/2"0 EXP.BOLTS PER PLAN \ \--I @ 24"O.C.MAX.STAGGERED DETAILS EXISTING JOISTS& FINISHES PER ARCH. SPACING,EMBED 4"INTO CONC. v, HANGERS PER PLAN hVim µ 'J DRAWING#: O28 (N)STL BEAM @(E)WOOD BEAM BUILT-UP TRANSOM BEAM BOLTED STRINGER CONN. STRINGER BEARING @(E)BEAM S 1 EEL TREADS @ C 1 Y S 1 EIVED @ 1 1/2"=1',0" 20016 74 @ 3"=1',0" 20016 ® @ 1 1/2"=1',0" 20016 ® @ 1 1/2"=1'-0" 20016 ® @ 1"=1'4" 09/2"b/24162 Q 2/2022 Fogg,i f FS .`gyp r j imp ASPEN BUILDING DEPARTMENT G ARDRAILC•NN. ' ALBRIGHT PER DET.7/53.1 &ASSOCIATES 2-LAYERS OF 6 mm TEMPERED 2x COLUMN CONTINUOUS 40 3 GLASS LAMINATED W/ 2x PLATE ATTACHED TO TO 2-2x WALL TOP PLATE 1/4 (� _'L`r✓ SENTRY GLASS INTERLAYER TOP FLANGE W/POWER SEE PLAN \• ACTUATED FASTENERS 3/4"THICK STEEL m I� CUT EXISTG C CR LAURENCE GLASS SHOE @ 24"O.C.,STAGGERED 1/4"x S"x 6"STEEL H55 COLUMN LANDING PLATE ®, RAFTERS BACK qo2 Park Ave,Unit A FASTENED TO STEEL PLATE END PLATE SEE PLAN TO INSTALL W/1/2"CAP SCREWS INTO Basalt,C081621 r 970.927.4363 STL BEAM@ www.albright-associates.com TAPPED HOLES @ 12"O.C. BUILT-UP STEEL TRANSOM 1/4 �1 / g GU D RAIL 3 Ifi .. \,�\ \�\� LTPS FATENED / 1/2"x 5"x CONT.STL PLATE W/ BEAM PER DET.34/C5.4 LANDING PER PLAN TO THE SIDE "V, STEEL TREAD PLATES ` I� 1/2"x 3 1/2"x 3 1/2" L PER DET.7/53.1 ` \ 4t 1 1/2"0 THREADED RODS ���y 1 OF EA.RAFTER III��"�� WELDED TO PLATE 0 EA.STUD 11 PARAPET /III ►' IM h STL BASEPLATE .'. �' ONL/Cf.11 WALL STUD II i ~ -�� CHANNEL STRINGER W/SIDE 9 sr,',/ III NEW 2x6 PLATE W/2-ROWS I I!�II�\_\_\_\_\_\�\�\�\�\�\��\�m / .4� CNQII, /I/ ►. COVER PLATE PER DET.7/53.1 O :•.`AC9,p• OF 0803"SCREWS @12"O.C. 5 Z g. y+' FINISHES PER ARCH. 8 i J/ EXIST'G 2x TOP PLATES n IiI!_ I/ , i.„ I TO REMAIN // "'•• I S' EXIST'G 2x6 PARAPETI ul In APE1/4"STL STIFFENER 2022.1=1"-mac:.-=c;� 16'00' WALL TO REMAIN �� m„�,Na.ntd a,lw emia�e d�w, �rr.�o-.,��� 3/16 TYP.0 FA.STL COL. STEEL BEAM li� In �� 4-1/4"0 x 3"SOS SCREWS STRINGER BEYOND 1/2"x 6 1/2"x BEAM FLANGE WIDTH PRE-QUALIFIED SEE PLAN (3"GAUGE) SEE PLAN DTT2Z HOLD-DOWN @ FA. WELD B-U4a STL PLATE W/2-3/4"0 THRU-BOLTS IM STUD(16"O.C.)LOCATE 1/2"x 9"x BM.FLANGE HOLD-DOWN BELOW LTP CLIP HSS COLUMN WIDTH STL PLATE W/ IIIH55 COLUMN SEE PLAN 4-3/4"0 THRU-BOLTS SEE PLAN O GLASS GUARDRAIL @PARAPET WALL e S 1 EEL BENT BEAMOSTEEL TRANSOM END CONNECTIONBENT LANDING TO STRINGER CONN.1 el q'Z @ 3/4"=1'-0" 20016 @ 3/4"=1'-0" 20016 35 @ 3"=1'-0" 20016 @ 1 1/2"=1'-0" 20016 EQ. " EQ. 1 1 * 3" EQ EQ 3" * 2x PLATE ATTACHED TO TOP FLANGE W/POWER 2 2 LUL BEAM ACTUATED FASTENERS a SEE PLAN @ 24"O.C.,STAGGERED w TYP.@ 3/4"0 10" C?'I Fri4- x a 4-I/2"0 x 10" 3/16 2"@ 6" 4 PLACES A.BOLTS 41 A.BOLTS 1/4"THICK x 8"TALL x CONT.STL LEDGER W/3-0.164"x 2 1/2"WOOD C7- K 1/4 TYP. B.PL'C' SET COL.FLUSH SCREWS 0 16"O.C.INTO LW BEAM 1/4"x 2 1/2"x CONT.STL a TUBE COLUMN TO EDGE OF B. @ 3 X 5°X 1'-4" PLATE @ C.1 1/4 8"MIN. , PLATES ONH55 COLUMNO /4" SIDES OF H55 OR OTHER 1/4 V (SEE PLAN) STEEL TREAD PLATES STEEL BEAM B.PL'A' NOTE: q T.LVL BEAM PER DET.7/53.1 SEE PLAN PROVIDE I"±NON-SHRINK 11. 11" 2 1"1"2 J ,If, @ 3/4"X 10°X 10° GROUT UNDER BASE PLATES. �I` 4-1/2"0 x 10" (� SEE PLAN 1/2"PLATE x BEAM "'I ■■ A.BOLTS /� TREAD FINISH FLANGE WIDTH It'll PER ARCHITECT m — SET COL FLUSH 21" 11" TO EDGE OF B. 0 1.5 1/4 2 4 3 3 3 2 PLATE @ C.1 imi —1�===1� NEW H55 COLUMN M 'b T.STL LANDING I..' TO BE REINFORCEDill _N Ii===1i F�1 SEE ARCH �ME �_ � ��� �1 C� O 1/4"x3"x9"STEEL TAB C3�..N (/� U '" W/2-3/4"0 THRU-BOLTS x �' `�M '^I ,�.....// aV N FULL HEIGHT 2x iii WOOD COLUMN 2" 21"ME 11" W Q. KING STUD SEE PLAN B.PL'B' A.BOLTS10" 2 2 @ 3/4"x 5"x 1'-5" B.PL'D' O Q 43OSTL LANDING LEDGER @ LANDING'E' S 1 EEL BEAM.@ WOOD COL. NEW REINFORCED STEEL COLUMN BASE PLA I E DETAILS ,--i @ 3/4"=1'-0" 20016 q'� @ 3/4"=1'-0" 20016 36 @ 3"=1'-0" 20016 30 @ 1 1/2"=1'-0" L27/4•BOLT @ 3/4"x 11"x Iv O r1 ALL STEEL TO BE ASTM 588 WEATHERING STEEL U.N.O.,STEEL WHICH WILL BE USED BELOW GUARDRAIL CONN. GRADE SHALL BE COATED WITH ASPHALTIC PER DET.7/53.1 PAINT TO PREVENT MOISTURE CONTACT. I I a / STAIRS BEYOND ROOF RAFTERS STAIRS BEYOND WOOD BEAM 3/8"x 4'-0"LONG SEE PLAN 1/4 QI STEEL PLATES SEE PLAN ��1/4 '� CHANNEL STRINGER OUTSIDE FACE OF 1/2"THICK x 3"WIDE 1/4"STL END CAP BEAM=OUTSIDE SIMPSON ECC044 STEEL PLATE 3/8"STL.STIFFENER PLATE _II W/SIDE COVER A35 CLIP 0 FACE OF COL. (CLIPPED FROM ENDS OF HSS 3x3x1/4 POST,BEVEL COL.CAP W/BOLTS PLATE PER DET.7/S3.1 BOTTOM STL.PLATE) EA.RAFTER ENDS AS REQD TO MATCH PERMANUF. FINISHES PER ARCH. 1, r 4 SLOPE OF STRINGERS I',\\ I /1 1/4 V 6"@ 12" 3/16 I I ry 2-1/4"0 x 31/2"SDS SCREWS �l='�_ 3/8"WEEP HOLES INTO EA.RAFTER / \` _ �\ \� BETWEEN STIFFENERS I �� 1/4 2x PLATE @BASE OF 3/4"THICK STEEL 3/16 / SLOPING WALL 1/4 `� I LANDING PLATE Ih ' 1/4 � STEEL COL. STEEL TREAD PLATES NRAFESEE PLAN PER DET.7/53.1SEE PLAN BETWEEN RAFTERS@ SLOPING WALL ABOVE 1/4 I I 1/4IC STEEL TREAD PLATES 1"MAX CHANNEL STRINGER W/SIDE I 1/4"STIFFENER EXIST'G RAFTERS PER DET.7/S3.1 COL.ECCENTRICITY COVER PLATE PER DET.7/S3.1 PLATE SEE PLAN CHANNEL STRINGER =IIMI W/SIDE COVER FINISHES PER ARCH. 1/4 , 1/4 1" PLATE PER DET.7/S3.1 k2 OSTIFFENER PLATE @ RETAINING ANGLES O SLOPING WALL @ EXIST'G ROOF BENT LANDING TO STRINGER CONN. O ECCENTRIC STL COL.@ WOOD BEAM ® STRINGER TO STRINGER CONN. 1 44 @ 3"=1'-0" 20016 q'1 @ 3/4"=1'-0" 20016 3� @ 1 1/2"=1'-0" 20016 33 @ 3"=1'-0" 20016 @ 1 1/2"=1'-0" 20016 SCALE VARIES ISSUE: 03/31/21 PROGRESS 2 LAYERS OF 8mm TEMPERED 01/13/22 PROGRESS GLASS LAMINATED W/1.S.n.n 01/31/22 ADDITIONAL INFOMATION SENTRYGLAS INTERLAYER 3/16 I 2"@ 6" 0414/22 CHANGE ORDERA 3/8"x8"STEEL SPLICE PLATE 3.I/2"0 HOLES FOR CR LAURENCE L685 BASE SHOE SEE DET.46/53.4 3/8"0x10"GALV. W/140-2.0 x 20 mm HEX HEAD 6-1/2"0 LANDSCAPE SPIKES 3/8"STL.STIFFENER PLATE SCREWS 0 300mm O.C.IN TAPPED THREADED STUDS 0 EACH PIECE, (CLIPPED FROM ENDS OF HOLES IN TOP OF STRINGER BEAM WELDED TO STL PLATE EQUALLY SPACED BOTTOM STL.PLATE) , 3/8"x 4'-0"LONG STL 1/4 r FLOOR FINISH I PLATES SEE DET.41/53.3 I PER ARCHITECT FOR ADDITIONAL m \ m 3/8"x4"x4"x2'-7" ��/i/i/— INFORMATION �• ® BENT PLATE ' I 1 TYP. \ 3/16 3"@12" @4 0 �_��_���r I 1 STEEL TRANSOM BEAM gl o \ \ FABRICATED FROM 3/8",,2'x CONT.STL PLATES @ JOB 0: 20016 lid' 3/4"STL PLATE 0 �1 3/8"STL FLAT BAR TOP BOY.FLANGES BOTH CHANNEL STRINGER I LANDING SIDES OF WEB(4 TOTAL) &Milli A .' SEE PLAN —— , I L 6x4x3/8(LLV) 3/16 2"0 6" BEVEL EDGE OF PLATE TO LANDING SUPPORT 3/16 2"@6" CLEAR BEAM FILLET �r 1/4 3"@ 12" I 3^ 3, 9 91.1= 8 8 STEEL BEAM SHEET TITLE: CONT.STL PLATE ON SIDE OF 1 2"I 4•0"MAX CHANNEL STRINGER PER PLAN 5Z" SEE PLAN STRUCTURAL 0 TOP&BOT. DETAILS 3/16 FLANGE 1 ALL STEEL TO BE ASTM 588 WEATHERING STEEL — revre-rilU.N.O.,STEEL WHICH WILL BE USED BELOW DRAWING 0: GRADE SHALL BE COATED WITH ASPHALTIC EIVED STEEL RETAINING ANGLES PAINT TO PREVENT MOISTURE CONTACT CHANNEL STRINGER @ LANDING STEEL WINDOW TRANSOM NEW REINFORCEDL,AMa2GI @1"=1'-0" 20016 0@ 1 1/2"=1'-0" 20016 34 @ 3"=1'-0" 20016 32 @ 3"=1'-0" SQ 2/2022 FORCOOMIMMANCE ASPEN j imp BUILDING DEPARTMENT P ALBRIGHT I &ASSOCIATES I=III-III=1 I I 1 i c:U 111 111111i41 402 ParkAve,Unit A Basalt,CO 81621 6-1/2"0 r 2 / 3/8"x 8"x AS REQ'D STEEL 970.9274363 THREADED RODS J/ SPLICE PLATE www.albright-associates.com Nei _ p J0 LID,.Ij 3/8"xl'-0"x4'-0"LONG / •• STEEL PLATES i /TYP.@ %�VO�',.;�1A[B�j Ni1`�1/I/.3/16N \STUD ;' Cy:.� S i 32�2/ +/} , "2 / 3/16>3 @ 9" /p,•'•.. 7� iyvi 2 II�rII I i2 /IIIIIII',i!1 ..?�„` Ii III—III—III- z 2022. /',./ee..•••,6'00' III III .am,w,Admgd „��.��„� II 1-III-III; II, — ' ALL STEEL TO BE ASTM 588 WEATHERING STEEL H U.N.O.,STEEL WHICH WILL BE USED BELOW ' II" 1" GRADE SHALL BE COATED WITH ASPHALTIC III 1'-0" PAINT TO PREVENT MOISTURE CONTACT. 11 3/6"0eIO"GALVANIZED LANDSCAPE SPIKE eSPLICE @ STEEL RETAINING ANGLES @ 3"=1'-0" 17035 ALL STEEL TO BE ASTM 588 WEATHERING STEEL U.N.O.,STEEL WHICH WILL BE USED BELOW GRADE SHALL BE COATED WITH ASPHALTIC PAINT TO PREVENT MOISTURE CONTACT. 1/4 /® 1/2"STEEL PLATE WINDOW WELL FILMEMEMEMEMEMEMEMII7 1/4 3/I6 2 @ 12" 1/4 3/16 12 @ 12" 1/2"O HOT DIPPED GALV.EPDXY BOLTS 7'-0 MAX. W/4"EMBED @ 16"O.C. 1/4 I L 2x2eI/4 SHELF ANGLE FIELD LOCATE HOLES @ INTERSECTION FOR METAL GRATE OF CONC.BEAMS&COLUMNS IN EXISTG STRIP FOAM @ SIDES OF INSULATED CONC.FORM SYSTEM ....1 WINDOW WELL TO INSTALL EA.END 1,V PLATES& ^FASTENERS 6 1/4 I OF ANGLE 1/4"x 12"FULL HEIGHT STL PLATE TIGHT TO CONC. EA.SIDE OF WINDOW WELL , .M.E .EM.. M IL aa .aa i METAL GRATE(NOT WINDOWSTG OPENING SHOWN FOR CLARITY) IN ¢� IN CONC.WALL TO REMAIN 0 eWINDOW WELL(PLAN VIEW) 1-1 @ 3/4"=1'-0" 17035 0 r1 ALL STEEL TO BE ASTM 588 WEATHERING STEEL U.N.O.,STEEL WHICH WILL BE USED BELOW GRADE SHALL BE COATED WITH ASPHALTIC PAINT TO PREVENT MOISTURE CONTACT. 11111 I"MINIMUM BAR GRATEFINISH PER ARCH. 1111AIMIMMI Z.,I. L3x2x1/4(LLV) SCALE VARIES WELDED TO SIDE WALL TO SUPPORT ISSUE: METAL GRATE 02/14/22 CHANGEORDERQ L 2x2x1/4 SHELF ANGLE FOR METAL GRATE 3/16L 2012" 3/16 12 @ 12" STEEL WINDOW WELL SEE DET.47/S3.4 ii II I ILL IN IIIIIII AIIEI IIIIIII IIIIEI T.SLAB IIIIIIII II111M SEE ARCH. JOBS: 20016 IIIIIIII IIIIIIII 11111, IIIIIIIIlr I _ m II AI ME III iilll`L�I� I� ' 4"CONC.SLAB W/6x6 W1.4xW1.4 WWF SHEET TITLE: OVER COMPACTED GRAVEL BASE PROVIDE SLOPE&DRAIN PER ARCH STRUCTURAL DETAILS DRAW u: SECTION @ WIND. ELL 0 S�tos EIVED 48 @3/4"=1'-0" I CV/l3s'o8it�2 J �b2/2022 mot, A,•4 ',- jimp ASPEN BUILDING DEPARTMENT