Loading...
HomeMy WebLinkAboutFile Documents.1010 E Hyman Ave.0056-2020-BRES (5) I'1I1Ark February 4, 2022 Via Email: Bonnie Muhigirwa bonnie.muhigirwa@aspen.gov RE: 1010 East Hyman: 0056-2020-BRES Dear Bonnie, We are submitting an Additional Structural Information Set for work that was done as part of the original permit for the project 1010 East Hyman permit#0056-2020-BRES. Her is a narrative of the bubbled changes on each sheet: S1.1 Foundation Plan: Bubbled areas are for filling in an approved window well, adding an approved slider, and reinforcing the existing structure during the renovation process. 52.1 Main Floor Framing Plan: Bubbled areas are for adding an approved slider, reinforcing the existing floor structure during the renovation process and adding HVAC to the ceiling. 52.2 Upper Floor Framing Plan: Bubbled areas are for adding approved sliders at the north and south ends of the existing house. S2.3 Roof Framing Plan: _ Bubbled areas are for adding approved sliders at the north and south ; %rg :se and reinforcing the existing roof t°21111140/$° 12 S3.1 Structural Details: Detail #2: Filling in approved window well 'nneto Detail #3: To add approved slider at the Living Room Detail #4: To add approved HVAC Detail #5: To reinforce existing structure Detail #6: To add approved HVAC S3.2 Structural Details: Detail #24: To add approved slider at the Living Room Detail #25: To reinforce existing structure MONIQUE AGNEW ARCHITECTURE ASPEN/ SAN FRANCISCO (646) 554-6362 M O@ M A A R C H D E S I G N.COM NA4a Detail #26: To add approved slider at the Living Room Detail #27: To penetrate existing steel beams to replace HVAC Detail #28: To reinforce existing structure S3.3 Structural Details: Detail #32: To reinforce existing structure Detail #33: To add approved slider at the kitchen Detail #34: To add approved slider at the kitchen Detail #35: To add approved slider at the kitchen Detail #36: To add approved slider at the kitchen Please let me know if you have any questions or comment. Respectfully Submitted, Monique Agnew, AIA LEED AP e iett- p22 02�1412 bo nnle vt MONIQUE AGNEW ARCHITECTURE ASPEN/ SAN FRANCISCO (646) 554-6362 M O@ M A A R C H D E S I G N.COM 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 �' 01/05/21 AMERICAN CONCRETE INSTITUTE BUILDING CODE(ACI 318-14).THE MINIMUM CONCRETE CHANNELS,STEEL SHALL CONFORM TO A36.TUBE COLUMNS SHALL CONFORM TO ASTM A500 CALLED FOR ON THE DRAWINGS AS"BCI"ARE AS 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 MANUFACTURER'S RECOMMENDATIONS.SUPPLY ALL PLATES,BLOCKING, 40,Park Ave,Unit A I.SNOW LOAD-AS CALCULATED PER COLORADO DESIGN SNOW LOADS 2016 PUBLISHED BY 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,CO 8,6a) 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. 970.907.4363 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.albright-associates.com 1.2. LOCATION PARAMETER k=15. THE REQUIREMENTS FOR EXPOSURE CLASS F2/Cl/W 1.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 "",,Nem t 1.4. IMPORTANCE 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. 9JROO L/C, 1j4 1.5. EXPOSURE FACTOR 10. AND MEET THE REQUIREMENTS FOR EXPOSURE CLASS F3/C2/W1.ALL INTERIOR FOOTINGS SHALL ENGINEER FOR REVIEW PRIOR TO FABRICATION.SHOP DRAWINGS SHALL DETAIL EACH BEAM, c O,'. C.ALB"•Yptn 4Ii 1.6. THERMAL FACTOR 1.1 . Q LAMINATED VENEER LUMBER BEAMS f a:4o'� 'Pm':O ai 1.7. ROOF SNOW LOAD 77 psf @0 REDUCTION FOR PITCH OR DURATION) HAVEFOR EXPOSURE CLASS FO/Cl/WO.A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS AND MEET THE REQUIREMENTS APPLICABLE CONNECTIONS,LAYOUT,AND BRACING.USE WELDERS MEETING THE REQUIREMENTS L HEADERS AND BEAMS CALLED FOR ON THE DRAWINGS AS"LVL"ARE VERTICALLY LAMINATED ' 32972 2.FLOOR LOADING SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH GTH OF 4500 PSI R SLABS ON GRADE 28 DAYS INTERIOR STRUCTURAL MEET ALLOT ER WELDING ODE."NADLLRWEDS SD HALL BE E70XXLH TYPICAL UNLESS NICATION PROCEDURE".COMPLY OTED OTHERWIAWS D1.1 SE.PRIME ALL VENEER LUMBER PRODUCED AND TESTED IN ACCORDANCE WITH ICBO STANDARDS TO HAVE 46 fig, 2.1. RESIDENTIAL 40 psf REQUIREMENTS FOR EXPOSURE FO/Cl/WO.WHERE MULTIPLE EXPOSURE CLASSES ARE SPECIFIED STEEL(EXCEPT GALVANIZED OR STAINLESS STEEL)WITH APPROVED PRIMER,UNLESS STEEL WILL ALLOWABLE STRESSES LISTED BELOW. ail1,, -, �[', - 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. IIIIyIISS/ONAI�` REQUIREMENTS MAY BE USED IF DESIRED,BUT ENGINEER SHOULD BE CONSULTED TO DETERMINE SHALL BE PREPARED PER FIREPROOFING MANUFACTURER'S REQUIREMENTS,CONSULT ARCHITECT 3.WIND:BASIC WIND SPEED 115 mph POTENTIAL IMPLICATIONS.COORDINATE WITH STRUCTURAL ENGINEER IF CONCRETE WILL BE IN FOR LOCATIONS REQUIRING FIREPROOFING.TOUCH-UP PAINT AT EXPOSED BOLTS,WELDS,AND LAMINATED VENEER LUMBER HEADERS AND BEAMS SHALL BE ONLY IN DRY APPLICATIONS AND 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 INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.WHEN MORE ......"and a;'a P"m r a. ,.ar.,".._ 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, "KWIKBOLT-TZ",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"DIAMETER x PERFORM TESTS,AND SUBMIT TEST REPORTS DURING CONCRETE PLACEMENT TO ASSURE THE MANUFACTURER'S REQUIREMENTS.EPDXY BOLTS,WHERE APPROVED BY ENGINEER,SHALL BE 3.AISC STEEL CONSTRUCTION MANUAL(14th EDITION) 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'-0"ON CENTER EACH WAY UNLESS SYSTEM,INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS.SEE SECTION C STRAND-GUARD LUMBER PLATES 2015 INTERNATIONL 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, CHAPTER 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'-0" 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'A" 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-u5 BARS FRAMING STUDS 2X6(NO.2 OR BETTER) rI AND QUALITY ASSURANCE INSPECTION,SHALL BE PER AISC360.10 SECTION N.ALL BOLTED WITH A MINIMUM OF 2'-0"PROJECTION BEYOND THE SIDES OF ALL OPENINGS IN WALLS,BEAMS AND Fb=900 PSI(x1.15 REP) Fcperp=625 PSI Fcpar=1350 PSI I. STRUCTURAL GLASS CONNECTIONS ARE BEARING TYPE CONNECTIONS,UNLESS NOTED OTHERWISE,REQUIRING Ct 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 NCSEA'ENGINEERING UAL GLASS 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 Pb=850 PSI(x1.15 REP) Fv=150 PSI E=1300000 PSI MIN.3 LAYERS OF FULLY TEMPERED GLASS WITH THICKNESSES INDICATED ON PLANS.WHERE E 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 X ty NOT REQUIRED FOR FABRICATION WHICH OCCURS ON THE PREMISES OF AN"APPROVED WITH SETTING TEMPLATES. HEAVY TIMBER FRAMING(DOUGLAS FIR NO.1) DESIGN A,INC.THREE LAMINATIONS HAVE BEEN DESIGNED AND SPECIFIED SO THAT THE FULL �, Pb=1350 PSI Fv=170 PSI E=1600000 PSI DESIGN LOAD CAN BE SUPPORTED WITH ONE LAYER BROKEN,THEREFORE NO LOAD TESTING IS FABRICATOR"AS DEFINED IN IBC SECTION 1704.2.5 AND AISC 360-10 SECTION N7. 0REQUIRED. MECHANICALCONCRETE FASTENERS(EXPANSION AND SCREW TYPE)REQUIRE ONLY PERIODIC TIMBERSTRAND STUDS(AS MANUFACTURED BY THE TRUSJOIST C/ U INSPECTION PER IBC SECTION 1705.3. CORPORATION OF BOISE,IDAHO) GLASS GUARDS AND GLASS SUPPORTED GUARDRAILS,HANDRAILS,AS WELL AS ANY ASSOCIATED Cd Fv(STUD)=400 PSI Fv(PLATE)=150 PSI Fb=1700 PSI CONNECTION HARDWARE LABELED"DESIGNED BY OTHERS"SHALL BE DESIGNED BY A LICENSED w Q A 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 Q REQUIRING CONTINUOUS INSPECTION. FINGER-JOINTED STUDS MAY BE USED IN NON-STRUCTURAL 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 NOMINL 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 X 4 CROSS-BRIDGING AT NOT MORE THAN 8'-0" CONSTRUCTED OF 2 LAYERS OF LAMINATED GLASS PER THE EXCEPTION TO IBC SECTION 2407.1.2, I l 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 D.FOUNDATION 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 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 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 . FLAT 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 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"x 1 1/2"@4"O.C. 0.083"x 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 of/05/2o PROGRESS FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS 03/04h1 REVISIONS ALL EDGES OF SHEAR WALL SHEATHING SHALL BE BLOCKED.ALL PLYWOOD AND ORIENTED STRAND INCIDENT THERETO. 03/31/al PROGRESS BOARD(OSB)PANELS SHALL BE RATED FOR EXPOSURE 1 UNLESS NOTED OTHERWISE.CONTACT o1/t3/00 PROGRESS STRUCTURAL ENGINEER AND ARCHITECT FOR SUBSTITUTION APPROVAL PRIOR TO CONSTRUCTION. 20016 olggax ADDITIONAL INFOMATION lig 1 U \,,,e0l>9/2p22� 20016 SHEET TITLE: STRUCTURAL GEN.NOTES DRAWING 8:Sa 1 1 FOUNDATION PLAN NOTES ALBRIGHT &ASSOCIATES 1. T.W. INDICATES TOP OF CONC.WALL ELEV. V 2. T.F. INDICATES TOP OF CONC.FOOTING ELEV. �_ 3. T.L. TOP OF LEDGE 4. ✓ INDICATES FOOTING STEP qoz Park Ave,Unit A Basalt,CO 81621 5. 4 INDICATES TOP OF CONCRETE WALL STEP 97..927.4363 w.albright-associates.corn 6. , INDICATES STEP OF SURFACE PLANE-FLY OR CONCRETE ,x 7. . INDICATES COLUMN ABOVE.TYP.L2x6 c"° OO L/C"ri1 U.N.O.COLUMNS SIZED AT LOWEST 'j .i III POINT,AND REMAIN THAT SIZE FOR EACH S C.r/VDU'AIB'Pio,r�0117i LEVEL UNLESS CHANGED BY NOTE. i l.z.ir 32972 i 1i 8. OA INDICATES FOOTING PAD. SEE FOOTING KEY THIS SHEET Ilhl•1'i'' t�'t�2' 9. ell INDICATES BUILDING ELEVATION silly, /0".NAI` :�r 10. • PIPE COLUMN ABOVE,SEE PLAN FOR SIZE AND BASE PLATE 11. (XXX'-XVI TOP OF BEAM ELEVATION 12. JOIST BEARING 13. C JOIST HANGERSIMPSON"U"HANGER U.N.O. 14.4"0 PVC FND.DRAIN,SET IN GRAVEL AS DESIGNED BY OTHERS. r, 7 IS.UN-VENTED CRAWLSPACE PROVIDE MECHANICAL • H • H VENTILATION OR CONDITIONED AIR PER IBC SEC I— 7 408.3 AI 16.DO NOT SCALE DRAWINGS.CONTACT ARCHITECT OR ENGINEER FOR DISCREPANCIES OR MISSING DIMENSIONS 7 I • FOUNDATION WALL SCHEDULE �..I A — i-- SYMBOL DESCRIPTION Ct . / ..- ... / NEW FOUNDATION WALL 0 'O __ F EXISTING CONC.WALL TO BE REMOVED _ � — O U I — /////////' NEW CONC.CURB ADDED TO EXISTING N A. ANL Li L•L I • I / / EXISTING CONC.WALL TO REMAIN 53.1 L__I I 0 I—'—I -7 / )' EXISTING CONC.WALL TO BE SAWGUT CONC.•• , O I ■ I 6 L J 028 J000_�• EXISTING CONC.WALL TO UNDERPINNED li II MC6x12 BENT d9' BENT STRINGER TO MAIN • •�”, EXISTG INSULATED STRINGER W/1/2"x 6" ,9A SEE SHEET S2.1 CONCRETE FORM WALL x CONT.SIDE PLATE SYSTEM(V.LFJ� PER DET.7/53.1 ... +,IN ������...11llll 3l 'y+� W10x19 BEAM@ S3.3 1V�V P LANDING L Gf ter 41 — z (N)320'x 3'.0'x 10" +3 J 2 (N)2'.6"x 4'-0"x 10"CONC.PAD CONC.PAD W/4-#5 .�� 33.2 W/#5 @ 12"O.C.EA.WAY EA.WAY�Ec ®— _ .0, I I }ti\tL —� TL ®\� ti ,,',k < (N)HSS 3x3x1/4 .b a ,�`C 4m ABOVE 1p.BPSie OVP �J _BUILDERTO VERIFY EXISTG THICKENED SLAB I I I I A NEW PAD TO INFILL OPENING 1 I CONT.W/2-#.5 DOWELS ENS@BIS7 OFFSET PAD FOR PER ORIGINAL ■ 1 OF THICKENED FTG. WORK ON1(4:‘, L__1 ORIGINAL PERMIT PERMIT SCALE:1/4"=1'4" ISSUE: oi/05/z0 PROGRESS g31 03/04/z1 REVISIONS 03/31/21 PROGRESS 01/13/22 PROGRESS INFILL EXISTG 01/31/32 ADDITIONAL INFOMATION CONC.OPENING C3 C2 LL v. _. .....00a ....-...... ....00oa® ®®®® — — o6 YA/2022 0016 ,, WI • TO SUPPORT NEW NOTE: °nyem SEE ARCH.FOR DOOR SLIDER PER ALL DIMENSIONS &ELEVATIONS ORIGINAL NOT INDICATED. SHEET T TLE: PERMIT ALBRIGHT&ASSOCIATES WAIVES ANY AND ALL FOUNDATION RESPONSIBILITY AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO FOLLOW PLAN THESE PLANS AND THE DESIGN INTENT THEY CONVEY,OR FOR PROBLEMS WHICH ARISE DRAWING 8: FROM OTHERS'FAILURE TO OBTAIN AND/OR FOLLOW GUIDANCE OF ALBRIGHT& ASSOCIATES WITH RESPECT TO ANY ERRORS, 1 1 OMISSIONS,INCONSISTENCIES,AMBIGUITIES, J Il• OR CONFLICTS WHICH ARE ALLEGED. FLOOR FRAMING PLAN NOTES ALBRIGHT &ASSOCIATES I. ❑OR 0 COLUMN BELOW 2. •OR• COLUMN ABOVE _ V 3. JOIST BEARING 402 Park Ave,Unit Basalt4. [ JOIST HANGER 970.927 4 63 n 5. 7,7777' STEP PLYWOOD/FRAME www.albrigM-associates.com 6. 4 INDICATES BUILDING ELEVATION ,,,,,,,,m,l 7. SHEAR 1/2"PLYWOOD SHEAR PANELS FOR P.`p1.04T ;+,�V.ALB,..:�4i EXTENT INDICATED.PROVIDE NAILING .4 C•:O IX'x"] SI 4 &BLOCKING AS NOTED IN GEN.NOTES. 32972 i ii 8. —1 INDICATES MOMENT 9. [XX7C'-XX] TOP OF BEAM ELEVATION CONNECTION �iII/I'S. / Ilt,` roNAI`"`=- 10. `.:.,-,_=,a INDICATESOVERFRAMING I I.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 • I 4 ,II I 14.DO CAL DRAWI . ONCT RHTCT OR ENGINEERNOTS E FOR DISCREPANCIESNGS C TA OR A MISSINGCIE O ' DIMENSIONS. I 0 _ I 1 / I I I. I / FOR NEW HVAC PER (E)2-2x12@16.O.C. 1w TV _ _—_ _ I _ Ct I E)2-2x12@16"O.C. _ _ E�X O-15 o -0 O —I ORIGINAL I o En U 70 O O PERMIT jl I J MC6x12 STRINGER r T�l a SIDE Z (N)2x4 @ 16"O.C.SISTERED 1 PERNT.DET.7/PLATE (N)HSS 3x3x1/4 ABOVE D (n TO SIDE OF EXISTG JOIST / HSS 3x3x1/4 HANGER TUBE BELOW O ONOTCHED TO 3 1/2"DEEP T W/LUS24.2 HANGER _ 1 _ (E)W 10x68 _ �� O N �� O PACK WEB OF BEAM W/2x �G 'Il I AM 1-1 Z LUMBER x 24"LONG TIGHT TO ,��i�l F,ja Jo I - I BOTTOM FLANGE W/4 1/2"THRU - 7 ® STRINGER DOUBLE BENT m BOLTS @ HANGERS EA.END ya ' ' W/1/2"x 6"x Z''''‘'' 6 �® CONT.SIDEPLATEPER BEAM SCHEDULE -�I -,-a �I532 DET7/53.IBEEENIN�+ I &BASEMENT LEVELS SYMBOL DESCRIPTION LOCATE(N)BEAM NORTH I -��IC—- I EXIST'G BEAM NOT AFFECTED OF SHOWER WALL TO ,:, --- ALLOW FOR DRAIN PIPE I ;m. BY REMODEL AND NOT REVIEWED ___ EXISTG BEAM AFFECTED BY REMODEL BUT --�-- , ® BENT STRINGER TO NO MODIFICATIONS NECESSARY U (N)W I0xl2 I .®. 1 UPPER SEE SHEET 52.2 na ;m. ® IMMO el" --- EXIST'G BEAM TO BE REINFORCED STL MULTIPLEE5-0 PENETMS TRATIO TO PERMIT@ .JSwJo a o J4\5344� [ 7]I 16"O.C.MIN.PER DET.27/53.2, I, - ,., / NEW BEAM 2-1I 1/4"LVL BEAMS MAY BE USED IF =!f" 1 p.m I. (- BEAM PENETRATIONS ARE NOT REQ'D .p Icy]� New.— I \ - " HSS 4x3x3/8(ISV) NOTE:EXISTG BEAMS AFFECTED BY (N)W 1Ox12"III iI 0 STRINGER @ LANDING REMODEL HAVE BEEN REVIEWED FOR THE ADDITIONAL 1® LOAD BEING ADDED UNLESS THE INCREASE IN LOAD IS DROP PLYWOO'I AS REQ'D �1 MC6x12 BENT LESS THAN 5%PER IEBC SECTION 807.4 FOR NEW CURBL`.SHOWER STRINGER W/1/2"x6" x CONT.SIDE PLATE o o I r PER DET.7/S3.1 11I TO REINFORCE -_._- (E)2x12@16.O.C.1 [[ _ - TYP.,U.N.O.T EXISTING FLOOR i SCALE:I/4"=1'.0" TO ALLOW NEW I Tv ill ISSUE: TO SUPPORT NEW o1/05/2o APPROVED I SLIDER DOOR PER 03 REVISIONS BATHROOM I 3)31/31/01 PROGRESS 21 PROGRESS ORIGINAL PERMIT o1/13/22 PROGRESS 01/31ree ADDITIONAL INFOMATION SHOWER PER ORIGINAL PERMITAhi �tia� �tio� �_ I-_L(E)W 10.54 n1a ' n V III (N)4-111/4"LVL 1'I • C3 iz:/.......1....,011,1„,j.,s,..........tsJ(?1-2 19,,�,, 20016 ,.euY�cWNOTE: SEE ARCH.FOR ALL DIMENSIONS &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 FOR PROBLEMS WHICH ARISE DRAWING 6, FROM OTHERS'FAILURE TO OBTAIN AND/OR FOLLOW GUIDANCE OF ALBRIGHT& ASSOCIATES WITH RESPECT TO ANY ERRORS, S / . 1 OMISSIONS,INCONSISTENCIES,AMBIGUITIES, L• Il OR CONFLICTS WHICH ARE ALLEGED. FLOOR FRAMING PLAN NOTES ALBRIGHT &ASSOCIATES I. ❑OR 0 COLUMN BELOW - 2. ■OR• COLUMN ABOVE �_ 3. JOIST BEARING 402 Park Ave,Unit A 1621 4. [ JOIST HANGER 970.92.7. 63 43 3 5. �ti-cti': ‘ STEP PLYWOOD/FRAME www.albright-associates.com 6. + INDICATES BUILDING ELEVATION ""..n"v111 �(;.00.0 LICE II11 7. SHEAR 1/2"PLYWOOD SHEAR PANELS FOR : O. .V.ALB....Ses 11i EXTENT INDICATED.PROVIDE NAILING 1 V/R 'P15.O h IX'-x"I s1 4 &BLOCKING AS NOTED IN GEN.NOTES. i 32972 i 8. —4 INDICATES MOMENT CONNECTION J / STEEL TO 9. (XX7{'.XXI TOP OF BEAM ELEVATION 14t 1'`Y/ONAl--r--r IS. i'O0,3'-`-,A INDICATES OVERFRAMING SUPPORT -4 M 11.ALL SUB,FLOORS TO BE 3/4"T&G PLYWOOD GLUE, �""" mea"m ml a:m ,i m,... STRUCTURE FOR 2 / \ NAILED W/NAILING AS NOTED IN GENERAL NOTES. NEW APPROVED C9 OLOc6j pV ,?-- CS 12.ALL COLUMNS SHALL BE 2.2x6 UNLESS NOTED SLIDER PER `PJ34 APPROVED 13.ALL HEADERS SHALL BE 3-2810 OR 2-9 1/2"VL WITH 2" Ell -- - -- -J -- I❑ RIGID INSULATION.COORDINATE WITH ARCHITECT. "/I•I NO INSULATION AT INTERIOR WALLS PERMIT SET (E)W 10x68 _ 14.DO NOT SCALE DRAWINGS.CONTACT ARCHITECT ,V,Fb - ---1 - --■---J OR ENGINEER FOR DISCREPANCIES OR MISSING P�O'o ,O4' l 14Of T,z DIMENSIONS. ■ I �O�� I $i 'A BEAM SCHEDULE OTl I `q OG,m SYMBOL DESCRIPTION O 0 -- (E$x77 - - ---- —■ ___ EXIST'G BEAM NOT AFFECTED rl iF BY REMODEL AND NOT REVIEWED i}---11 0E',S I "�F2 MC6x12 STRINGER W/ I� O OO I OiI,. 11/2"x 6"x CONT.SIDE ___ EXISTG BEAM AFFECTED BY REMODEL BUT ✓ ,� PLATE PER DET.7/S3.1 —_— NO MODIFICATIONS NECESSARY FTC ly "Iry. F. EXIST'G BEAM TO BE REINFORCED I U NEW BEAM C/) 10 1 ■• wA.NOTE:EXIST'G BEAMS AFFECTED BY IA I I IY■—53.21�� REMODEL HAVE BEEN REVIEWED FOR THE ADDITIONAL O \ / , LOAD BEING ADDED UNLESS THE INCREASE IN LOAD IS LESS THAN 5%PER IEBC SECTION 807.4 r� 37 ■ MC6xI2 DOUBLE BENT O 53.3 STRINGER W/l/2"x 6"x l i L I 16.33.2 II i CONT.SIDE PLATE PER DET.7/S3.1 BETWEEN I I[f- 7I UPPER&MAIN LEVELS NI ry' 38 MIII. l KI 53;� 1 rnI ® "1 ■.1 iL ■ •a a �i MC6x12 BENT ''STRINGER W/ BENT STRINGER TO ROOF& 1/2"x 6"x CONT. CONN.TO COL,SEE SHEET S2.3 SIDE PLATE PER DET.7/S3.I _ 0 vw4 TO REINFORCE I l o I I I �I FLOOR PER \ I (E)2x12@16"O.C. ORIGINAL / b Ni[ TYP.,UN.O Ib PERMIT 11..11 INN., r- \ -, ;e , 04,e -El - ,zy PGA' '`III e)W 10x77 I Jr/ n SCALE:1/4"-1 0" III ! III ISSUE: \/ of/o5/2o PROGRESS I 03/04/21 REVISIONS _ —_ _ 03/31/21 PROGRESS \ ` 01/13/22 PROGRESS 32 o1/31/22 ADDITIONAL INFOMATION / I 53.3 IFq 53.1 \ : STEEL TO ' (N)6x20 W/REINF. I� µ "7 SUPPORT STRUCTURE FOR NEW APPROVED -/- 12.6"MAX.R.O. St AJOB1�Q I2o22 26016 SLIDER PER „ad,-03044t bo°i APPROVED NOTE: SEE ARCH.FOR PERMIT SET 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,OR FOR PROBLEMS WHICH ARISE DRAWING 4: FROM OTHERS'FAILURE TO OBTAIN AND/OR FOLLOW GUIDANCE OF ALBRIGHT& ^^ rrr��� ASSOCIATES WITH RESPECT TO ANY ERRORS, \ / ♦ / OMISSIONS,INCONSISTENCIES,AMBIGUITIES, J L L OR CONFLICTS WHICH ARE ALLEGED. ROOF FRAMING PLAN NOTES ALBRIGHT &ASSOCIATES I. ❑ORO COLUMN BELOWEf V 2. JOIST BEARING _ 3. [ JOIST HANGING 402 Park Ave,Unit A STRUCTURE FOR 4 ® OD SHEAR PANELS FOR EXTENTINDICATED. ROV E NAILING 97oalt,Co 8616e) NEW APPROVED &BLOCKING AS NOTED IN GEN.NOTES. www.albright-associates.com 5. INDICATES MOMENT CONNECTION xxxxxxgt SLIDERS PER ool/e^t11t 6. [X'XX,WI TOP OF BEAM ELEVATION 3 per;,.....,,•,f;J.41 APPROVED SET 7. r:i$CT'S4:`-.,� INDICATES OVERFRAMING u.'.S V.A(B'PA 0',; 8.ALL COLUMNS SHALL BE L 2x6 UNLESS NOTED 32972 i OTHERWISE Si, '•• , 9.ALL HEADERS SHALL BE 3.2x10 OR L 9 1/2"LVL WITH 2" ilillt,`�rONAI RIGID INSULATION.COORDINATE WITH ARCHITECT. Ipvxv`\\" 'S NO INSULATION AT INTERIOR WALLS 10.ALL SLOPED ROOF SHEATHING TO BE 5/8"CDX `°°�°°"°"a°a a;'a°°m.ml�a:l.ms,m agma.�. FRAME XTERIOR WALL PLYWOOD WITH NAILING PER GENERAL NOTES. OF D?SR POCKET W/ STEEL WINDOW TRANSOM 250S1 5.54 TL 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 S32 12.DO NOT SCALE DRAWINGS.CONTACT ARCHITECT Ilik®, n ORIDIMENSIONS. FOR DISCREPANCIES OR MISSING CS DIMENSIONS. i 291/2"LVL _._ 1 •_ I STRUCTURE TO I] I� g REINFORCE D__,_ 1 EXISTING ROOF ->�'®P (E)LOG v //�l I i ,/�I , HANGER NAILING(UNLESS NOTED OTHERWISE) •4 4 ^ „ x12 BLOCKING BETWEEN HANGER FACE TOP FLANGE JOIST I I '• IUS 0.148 x 3" NA. N.A. 2x10 @ LJ 'RAFTERS @ BEARING 16"O.C. ...• IG WALL ABOVE ITS/MIT N.A. 0.148 x 1 1/2" 0.148 x 1 1/2" 0_,j ...._____./- • I 19gO21T4' i,_�1 WP N.A. 0.148"x 3" 0.148 x 1 1/2" / I ®® ® m LUS 0.148"x 3" N.A 0.148 x 3" //---- • (Fa 2111/4'LVL_ M)w lQcl\ ',"L ® HUB 0.162"x 31/2" N.A 0.162'83 I/2" Ct U/HU 0.162"x 3 1/2" N.A. 0.148"x 1 1/2" E LJ (N)HUS21d2 TO HHUS/HGUS 0.162"x 31/2" N.A 0.162"x31/2" 'LJ ©.1 ® r PACKEDOUT r O 2.2 12 P ) ° I ' I ` ® ® �� BEAM WEB HANGERS NOTES: ® 42-2x12 � I G x1 (N)2-2x121 1. NAIL QUANTITY VARIES BASED ON HANGER SIZE, x T �_ (E)2x12 @ __ FILL ALL ROUND HOLES FOR TYPICAL APPLICATION, ' I[ 16"O.C. ] 21 FILL ROUND AND TRIANGLE HOLES FOR HANGERS �J O 53.2 NOTED AS"MAX" (n 1..) 2 �__ _ (E)W 1Ox60_., _ _ q� 1. I 7 2. WHICH MUST BE RIVEN AT AN AGLE THRU THE ct v Ilk I\ ® OIST INTO THE HEADER,DO NOT BEND OR w0. Al oJ REMOVE NAIL LOCATOR TABS L__ (E)2x12 @ 16"O.C. I I • ® 3. LOCATOR TABS MAY BE REMOVED OR BENT 42 - • O 2x12 @ _ STRAIGHT ON IUS HANGER WHERE TOP OF BEAM IS O S3.3 I[ - • 16"O.C. ] y' HIGHER THAN TOP OF JOIST. r.1 [ CRICKET __ ___ MC6x12 STRINGER W/ ri rn OVERFRAMING % \ a 1/2"x 6"x CONT.SIDE RAFTER HANGER SCHEDULE e AS REQUIRED wI I t 4,m"' ZI N I ti~: PLATE PER DET.7/53.1 MAX.HORIZ. ® r ��O RAFTER CONK SPAN FASTENERS COMMENTS EXIST'G FLAT ROOF SYSTEM HAS TOE ALL CUTS MUST BE BEEN REVIEWED FOR 3"MAX. dill. 2x12 6',0" 6-0.162"x31/2" I w I a3 NAILS FLUSH&TIGHT OSt CONCRETE&STONE TOPPINGS v 9 ALL CUTS MUST BE J'Y''C� '3I[{-_�I 4D 2,}g� HSS 4x3x3/8(LSV) 2x12 LS90 7',6" 12-0.148"x l 1/2" FLUSH&TIGHT 5� w �. "1 STRINGER @ LANDING SQUARE CONN.ONLY& I I �� - 2x12 LUS210 ALL 12-0.148"x 3" REQUIRES SEAT CUT 0/ 2-2x12•❑ J 1 J (E)W 10x77 2x12 LSSJ210Z ALL 12-0.148"x 3" 20°45°SKEWCONNECTIONONLY _ra __� MU578PECIFY LEFT OR RIGHT L � � / 2-2x12 LSSR21d2L ALL 34.0.162"x3" FIELDADJUSTABLE 0 �C--• •JA ._ ._ H•,,,, 2,C) ••,'' 1 V (E)LOG t/ ti + fi t -_ - J 1 tit,\ w Il 1 I . . I ��P� BOO"C 1 rW Sxu p' SCALE:1/4"=1'4" -DOUBLE BEN'h' � � I � ISSUE: I 01/05/20 PROGRESS 3 03/ REVISIONS 03/st31//at 22 PROGRESS S3.1 01/13/22 PROGRESS 1 01/31/22 ADDITIONAL INFOMATION STAIR ENCLOSURE ROOF 1 STRUCTURE FOR NEW APPROVED SLIDERS PER APPROVED SET / j2022� 20016 14 NOTE: bo tnye SEE ARCH.FOR ALL DIMENSIONS &ELEVATIONS NOT INDICATED. SHEET TITLE: ALBRIGHT&ASSOCIATES WAIVES ANY AND ALL ROOF FRAMING RESPONSIBILITY AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO FOLLOW PLAN THESE PLANS AND THE DESIGN INTENT THEY CONVEY,OR FOR PROBLEMS WHICH ARISE DRAWING 0, FROM OTHERS'FAILURE TO OBTAIN AND/OR FOLLOW GUIDANCE OF ALBRIGHT& ASSOCIATES WITH RESPECT TO ANY ERRORS, / .2 J OMISSIONS,INCONSISTENCIES,AMBIGUITIES, J L OR CONFLICTS WHICH ARE ALLEGED. GENERAL NOTES G.STRUCTURAL WOOD FRAMING ALBRIGHT NOTE: 2 LAYERS OF 10mm 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 NOTE: GLASS LAMINATED W/1.5mm 01/05/21 LATEST EDITION'NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION"BY THE NATIONAL REQ'D FOR BEAMS SUPPORTED BY EXISTGSENTRYGLAS INTERLAYER FOREST Sr PAPER ASSOCIATION AND W WPA. L' DETAIL MAY BE USED AT ANY LOCATIONS A.DESIGN LIVE LOADS �_ COLUMN UNTIL NEW PAD IS IN PLACE WHERE SLAB AND GRADE MUST BE 1.SNOW L OF COL PER COLORADO DESIGN SNOW LOADS 2016 PUBLISHED BY STRUCTURAL STRUCTURAL JOISTS(>2X6)NO.2 OR BETTER (N)WOOD COL.& REMOVED.DO NOT REMOVE INTERIOR LVL STAIR TREAD ENGINEERS ASSOCIATION OF co10RADo. Fb-900 P5I(x1.15 REP)(SCF) Ev-180 PSI E-1600000 PSI SIMPSON BASE,SEE PLAN I.1.SITE ELEVATION 7900 feet (E)STEEL COLUMN FOOTING OR THICKENED SLABS WITHOUT 2x SOLID RISER 1.2.LOCATION PARAMETER E-15. LIGHT FRAMING STUDS 2X4(STUD OR BETTER) 40z Park Ave,Unit A 646 W L4xW 1.4 WWF @ PRIOR STRUCTURAL APPROVAL 1.3.GROUND SNOW 100 pxf SEE PLAN II @ EA.STAIR Fb-700 PSI(x1.15 REP) Ftperp-625 PSI Fcpar-850 PSI Basalt,CO 81621 TOP OF(N)FOOTING EXISTG SLAB ON _ . 1.4.IMPORTANCE FACTOR LO. 970.z. 6 1.5.EXPOSURE FACTOR 1.0. FRAMING STUDS 2X6(NO.2 OR BETTER) 9 7 43 3 (N)ANCHOR BOLTS @ GRADE V.I.F. _,;_,;__„ 1.6.THERMAL FACTOR I_1. Fb-900 PSI(x1.I5 REP) Fcperp-625 PSI Fopar-I350 PSI www.albright-associates.com 1,3 x 16"DWLS @ 16"O.C. EXIST'G BASE PLATE --------------- 1.7.ROOF SNOW LOAD =p.rf Roo xxoornoa FOR PITCH 00.611133110,6 DRILL&EPDXY 4"INTO 1 p 2.FLOOR LOADING PRESSURE TREATED LUMBER(HEM-FIR NO.2 OR BETTER) "\` (E)BASE PLATE IN FILL EXISTG SLAB �■ -�•_ ® Fb-850 PSI(x1.15 REP) Fv-150 PSI E-1300000 PSI .,� xg(331 EXISTING SLAB VIP _ 2.2.DECKS&BALCONIES 40 f OR ROOF SNOW LOAD Frog L/C 4111 EXISTING WITH 4"CONC.SLAB W/ Z I I•"•" -;o 3 O F J 6x6 W1.¢xW1.4WWF ' HEAWTIMBER FRAMING(DOUGLAS FIR NO.1) N f) NEWNON-SHRINK �■IIII 3.WIND:BASIC WIND I15 mphO;+'�.ALB tt>I/ SLAB Pb-Fb=1350PSI Fir E=1600000 PSI V.'� •9jY GROUT,AS REQ'D ,J, I, �� EXPOSURE 1 :� cw.O T.SLAB-T.FTG '` 1� ��jp•�- 4.SEISMIC CATEGORY C. TIMBERSTRAND STUDS(AS MANUFACTURED BY THE TRUSJOISF j t� 32972 .0. SEE PLANT x�l� •_Dt . ML` B.B.DESIGN CODES CORPORATION OF BOISE,IDAHO) ppp---i i®tea=-= I.INTERNATIONAL RESIDENTIAL CODE(2015) Fv(STUD)-400 PSI Fv(PLATE)-150 PSI Fb-1700 PSI 2j Q?J� :,i • ° - = Z 2.ACI BUILDING CODE(ACI 31644) Fopar-1400 PSI Fcperp-300 PSI E-1300000 PSI ffl" 1/ < .I--AL,714 t - tt i�' � , 2-DTT2Z HOLDOWNS @ EA.RISER 3.RISC STEEL CONSTRUCTION MANUAL(14th EDITION) 1(I(�t� ° - "NI„ I¶ Aft!I I I n W/1/2"0 COUNTERSUNK BOLTS 4.AITC TIMBER CONSTRUCTION MANUAL(4th EDITION) FINGER-JOINTED STUDS MAY BE USED IN NONSTRUCTURAL APPLICATIONS PROVIDED DESIGN VALUES AS Itl(I;/ONAI -x r SEE PLAN FOR _III-I 1-III-1 -III .: W = HI W/1/4"x2"0 WASHERS LISTED FOR TIGHT FRAMING STUDS"ABOVE ARE ACHIEVED.SIZES SHOWN FOR STRUCTURAL WOOD W C.SPECIAL INSPECTION �1III=III- - M C. FRAMING ARE NOMINAL SIZES.PROVIDE SOLID BLOCKING BETWEEN ALL JOISTS AND RAFTERS AT kikkkmx% -- Siam o ro:wad/",budding donor rt kr orlon FTC.&REINF. SPECIAL INSPECTION REQUIREMENTS LISTED BELOW ARE BASED ON THE REQUIREMENTS OF THE 2015AND#3 DOWELS x 16"LONG,DRILL DOUBLE LVL SUPPORTS OTHERWISE MINIMUM OED,PROVIDEDOUGATNST THAN ALL PARTITIONSBETWEEN SUPPORTS a„m,mawad kb)pan�t/ad:l.maa�:,�c,m::,... SEE PLAN / &EPDXY 4"INTO EDGE OF STAIR STRINGER OFFICIAL.INTERNAITTTHE OWNER ONAL 54G HALLCODE. RETAIN THE REQUIREMENTS 'INDEPENDENT ARE TO AS REQUIRED BY CHHAPIER 177 BUILDING OF AS OTHERWISE NOTED.PROVIDE DOUBLE NS JOISTS UNDER ALL PARTITIONS RUNNING PARALLEL TO NOTE: EXISTG CONC.SLAB @ 16"O.C. THE IBC AND THE LOCAL BUILDING OFFICIAL.THE REQUIREMENTS LISTED BELOW ARE BASED ON A JOISTS AND SOLID BLOCKING UNDER ALL PARTITIONS RUNNING PERPENDICULAR TO JOISTS.PROVIDE FOOTING TO BEAR FOR NEW FOR NEW BRIDGING AT NOT MORE THAN 6'-0"O.C.FOR STUD 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 NATIVE SOILS. H VAC STAND-OFF BASE THRU-BOLTED BASED ON EXCEPTIONS LISTED IN IBC SECTION 1704.2. MANUFACTURED BY THE SIMPSON STRONG-TIE COMPANY.WHERE HANGERS ARE INDICATED TO BE HVAC A TO STAIR STRINGER CONCRETE-SHALL BE IN ACCORDANCE WITH TABLE I705.3,EXCEP SPECIAL INSPECTION IS NOT FASTENED TO CONCRETE OR MASONRY WITH TITEN 2 SCREWS,HANGERS SHALL BE INSTALLED IN REQUIRED FOR TYPICAL FOUNDATIONS FOR BUILDINGS LESS THAN 3 STORIES WITH RI OCCUPANCY, ACCORDANCE WITH INSTALLATION REQUIREMENTS PUBLISHED BY SIMPSON STRONG-TIE.CONNECTORS C� 7 n 7 C�RAILING UNLESS REQUIRED BY BUILDING OFFICIAL BUT CONCRETE MATERIAL SAMPLING SHALL STILL BE BY OTHER MANUFACTURERS SHALL BE DEEMED AS EQUIVALENT IF THEIR RATED CAPACITY IS EQUAL TO NEW FOOTIG @ EXISTING SLAB SLAB ON GRADE INFILL C3 GLASS MILTING @ PERFORMED,HUSNREQUIRING SPECIAL CINSINSPECTION. BOLTSEMBEDDED ED ANCHOR BEEN INSTALLED PER C SECTION OR GREATER THAN THAT OF THE CONNECTOR SPECIFIED.FOLLOW MANUFACTURER'S I' THUS NOT REQUIGN OF EMBEDDEDINSPECCHO EMBEDDED ANCHOR BOLTS,INSTALLED PER IRC SECTION RECOMMENDATIONS FOR NAILS AND BOLTS.ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE : I R403.1.6,ONLY REQUIRE SPECIAL INSPECTION IF DETERMINED NECESSARY BY THE BUILDING OFFICIAL,PER 2304.10.1 OF THE INTERNATIONAL BUILDING CODE.PROVIDE SIMPSON H2.5A TIE OR SIMPSON SDWC15600 @ 3/4"=1'-0" 20016 @ 1 1/2"=1'-0" 20016 @ 1 1/2"=1'-0" 20016 IRC SECTION R109.1.5. SCREW OR FASTENMASTER FRAME FAST FMFF006 SCREW WHERE ROOF RAFTERS BEAR ON AN EXTERIOR STRUCTURAL STEEL-SPECIAL INSPECTION,ALSO REFERRED TO AS QUALITY CONTROL INSPECTION AND WALL AND THE ADJACENT OVERHANG EXCEEDS 216',UNLESS NOTED OTHERWISE.WHEN PRESSURE QUALITY ASSURANCE INSPECTION,SHALL BE PER AISC36040 SECTION N.ALL BOLTED CONNECTIONS ARE HOT.DI D OR ANIZ D STAINLESS MATERIAL IS SPECIFIED,ALL FASTENERS AND CONNECTORS SHALL BE EITHER BEARING TYPE CONNECTIONS,UNLESS NOTED OTHERWISE,REQUIRING INSPECTION ON A RANDOM BASIS. HOT-DIP GALVANIZED OR STEEL. 2x CONT.PLATE W/ (E)2x WALL SPECIAL INSPECTION IS NOT REQUIRED FOR BOLTS LABELED AS"A307"ON THE STRUCTURAL PLANS OR PLYWOOD I/2"0 BOLTS @ 24"O.C. I V.I.F. BOLTS CONNECTING STEEL TO WOOD.ALL SHOP AND FIELD WELDS REQUIRE PERIODIC SPECIAL FOR ROOFS,FLOORS,AND SHEAR WALL SHEATHING SHALL BE APR GRADE TRADEMARKED CDX WITH 2 LAYERS OF 8mm TEMPERED �� STAGGERED,TYPICAL (E)JOISTS INSPECTION.STRUCTURAL STEEL AND STEEL DECK USED IN COMPOSITE CONSTRUCTION REQUIRE EXTERIOR GLUE.LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND STAGGER GLASS LAMINATED W/I.Smm CONTINUOUS SPECIAL INSPECTION.SPECIAL INSPECTION IS NOT REQUIRED FOR FABRICATION WHICH JOINTS FOR FLOOR AND ROOF SHEATHING.PLYWOOD OVER DECKING TO BE LASED PERPENDICULAR TO V.I.F. OCCURS ON THE PREMISES OF AN"APPROVED FABRICATOR"AS DEFINED IN IBC SECTION 1704.2.5 AND AISC DECKING.STAGGER JOINTS TO AVOID PLYWOOD EDGE ALONG PLANK EDGE.ALL NAILING COMMON SENTRYGLAS INTERLAYER T BEAM (E)WOOD ► __ (E)T.PLY 360.10 SECTION N7. NAILS;RING SHANKED FOR ROOF AND FLOOR SHEATHING.REFER TO TABLE BELOW FOR USE BEAM.V.I.F. ill, �� V.I.F. REQUIREMENTS: CR LAURENCE IbBS BASE SHOE SEE PLAN MECHANICAL CONCRETE FASTENERS(EXPANSION AND SCREW TYPE)REQUIRE ONLY PERIODIC W/140.2.0 x 20 mm HEX HEAD TO (N)2.2x PLATE FASTENED TO INSPECTION PER IBC SECTION 1705.3. USE THICKNESS SPAN RATING EDGE NAILING NAILING IN FIELD SCREWS@ 300mm O.C.IN TAPPED (E)BEAM W/.162"Bx31/2" EPDXYTYPECONCRETE FASTENERS(ADHESIVE)REQUIRE ONLYPERIODIC SPECIALINSPECTION PERTABLEFLATROOF3/4' 48/E40.113'x23/8"@6'GO. 0.113"x23/8"@I2"O.C. HOLES IN TOP OF STRINGER BEAMREINFORCE NAILS@16"O.C.@EA.IAYER :I 1705.3,UNLESS IT IS INDICATED ON THE STRUCTURAL DRAWINGSAS BEINGA FASTENERREQUIRING SLOPED ROOF 5/8' 32/16 0113'x23/8'@6'O.C. 0.113"x23/8"@12"O.C. Ig�.� CONTINUOUS INSPECTION. FLOOR 3/4"T&G 48/24 0113'x23/8'@6'O.C. 0.113"x23/8"@12"0.C. R N T.WALL �_�. OVERT&G DECK'G 7l6'OSB 240 0.083'x I12'@4'O.C. EASY,112"@8'O.C. 1/4 8"MIN. / / / / EXISTING V.I.F. SPECIALTY SYSTEMS SUBMITTED SUCH AS,BUT NOT LIMITED TO CARBON FIBER REINFORCING,MICRO.PILE SHEAR WALL 6'PL WDOR OSB 4/0 O.II}'x23/8'@4'O.C. 0.113"xt3/8"@I2"O.C. FOUNDATION ELEMENTS,HELICAL PIERS,AND OTHER SPECIALTY COMPONENTS WHERE THE DESIGN IS /rTREAD FINISH O�' 0,4uet conform to DEC PEE) / PER ARCHITECT STRUCTURE - RECOMME RATIONS B THELICENSENEN WEERS FOR THAT COMPO EACCORDANCE WITH THE 1/2"0 ALL THREAD W/2-NUTS& RECOMMENDATIONS BY THE LICENSED ENGINEER FOR THAT COMPONENT. 11 FOR TI ALL EDGES OF SHEAR WALL SHEATHING SHALL BE BLOCKED.ALL PLYWOOD AND ORIENTED STRAND -I WASHER @ 48"O.C.,EMBED 8"MIN. D.FOUNDATION BOARD(OSB)PANELS SHALL BE RATED FOR EXPOSURE 1 UNLESS NOTED OTHERWISE CONTACT CHANNEL STRINGER TRADE STRUCTURAL ENGINEER AND ARCHITECT FOR SUBSTITUTION APPROVAL PRIOR TO CONSTRUCTION. Ct STEEL SEAM WINDOW BUILDING FOUNDATION SYSTEM HAS BEEN DESIGNED USING AN ASSUMED MAXIMUM ALLOWABLE SOIL J SEE PLAN SEE PLAN ARCM' BEARING PRESSURE OF 2000 PSF AND AN EQUIVALENT FLUID LATERAL EARTH PRESSURE OF 45 PCF FOR BOISE CASCADE FABRICATED WOOD JOISTS ?j(•••^�It INFILL E• E' WALLS EXPECTED TO UNDERGO SLIGHT DEFLECTION.FOOTINGS SHALL BE PLACED ON UNDISTURBED N C `I ASSUMPTIONS AND TO SUBMIT WRITTEN REPORT.NO FOOTINGS SHALL BE POURED UNTIL A VERBAL SOIL SOILS ARE ASSUMED TO BE UNIFORM,NON-EXPANSIVE,AND NON-COMPRESSIVE.THE OWNER SHALL I SERIES FABRICATED JOISTS WITH STRUCTURAL WOOD FLANGES AND PLYWOOD OR OSB WEBS CALLED n 1/¢ #S HORIZ. Illlrt RETAIN A SOILS ENGINEER TO INSPECT THE BEARING SOILS EXPOSED DURING EXCAVATION TO VERIFY FOR ON THE DRAWINGS AS"BCI"ARE AS MANUFACTURED BY THE BOISE CASCADE CORPORATION OF III. >, 0 W HTIE CITY,OREGON.FABRICATED WOOD JOISTS SHALL BE INSTALLED IN ACCORDANCE WITH THE "7/ 3/¢"x 1¢"STL PLATE @ 16"O.C. MANUFACTURER'S RECOMMENDATIONS.SUPPLY ALL PLATES,BLOCKING,BRIDGING,BRACING, XCel STAIR TREADS _I.^'N` #S VERT. SUMMARY HAS BEEN GIVEN TO THE STRUCTURAL ENGINEER BY THE SOILS ENGINEER.THE SOILS STIFFENERS AND OTHER RELATED ITEMS AS RECOMMENDED BY THE MANUFACTURER.CONTINUOUS 0 ENGINEER SHALL ALSO BE CONSULTED BY THE OWNER IN REGARDS TO POSSIBLE FOUNDATION CONT.STL PLATE ON SIDE OF MATCH DRAINAGE REQUIREMENTS AND ANY ADDITIONAL CONSTRUCTION REQUIREMENTS AFFECTED BY SOILS. BLOCKING SHALL BE INSTALLED AT ALL INTERIOR SUPPORTS.PROVIDE DOUBLE JOISTS UNDER ALL O FULL HEIGHT J @ 16"O.C. PARTITIONS RUNNING PARALLEL TO JOISTS AND SOLID BLOCKING UNDER ALL PARTITIONS RUNNING CHANNEL STRINGER PER PLAN /4"x3"x9"STEEL TAB Cl EXISTING E.CONCRETE PERPENDICULAR TO JOISTS.JOISTS NOT HAVING MATERIAL FASTENED DIRECTLY TO THE �./ 2x KING SUED ONE SIDE W/2- (E)T.WALL BOTTOM FLANGE SHALL HAVE A CONTINUOUS 2X6 BRACING STRUT AT THIRD SPAN POINTS NAILED WITH V.I.F. gig #5 DOWEL x 24"@ 16"O.C., CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED W ACCORDANCE WITH THE AMERICAN .+•I3/4"0 THRU-BOLTS 2-0.120"x 3"NAILS AT EACH JOIST. Q V@ TOP&COT. ^ DRILL&EPDXY 5"MIN. CONCRETE INSTITUTE BUILDING CODE(ACI 3I8I4).THE MINIMUM CONCRETE COMPRESSIVE STRENGTHS d. N3/16_ FLANGE -JL�� INTO EXISTG TOP OF AND EXPOSURE CLASSES SHALL BE AS LISTED BELOW.WATER CEMENT RATIOS AND AIR ENTRAINMENT LAMINATED VENEER LUMBER BEAMS w GL WOOD COLUMN WALL&EA.SIDE SHALL BE AS DEFINED IN TABLE 19.3.2.1 OF ACI 31814 BASED ON THE EXPOSURE CLASSES SPECIFIED.ALL HEADERS AND BEAMS CALLED FOR ON THE DRAWINGS AS"LVL"ARE VERTICALLY LAMINATED VENEER '3 SEE PLAN EXTERIOR WALLS,EXTERIOR FOOTINGS EXTERIOR SLABS ON GRADE,EXTERIOR BEAMS,AND EXTERIOR LUMBER PRODUCED AND TESTED IN ACCORDANCE WITH ICBM STANDARDS TO HAVE ALLOWABLE Q, STRUCTURAL SLABS NOT EXPOSED TO DEICING CHEMICALS SHALL HAVE A MINIMUM COMPRESSIVE STRESSES LISTED BELOW. O CHANNEL STRINGER&GUARDRAIL STEEL BEAM @ WOOD COL. C3 CONC.CURB @ WINDOW WELL CZ EXTERIOR STRENGTH OF 4500 PSI IN 28 DAYS AND MEET THE REQUIREMENTS FOR EXTERIEXPOSOR E CLASS F2/CI WI.ALL EXTERIOR WALLS,EXTERIOR FOOTINGS,EXTERIOR SLABS ON GRADE,EXTERIOR BEAMS,AND EXTERIOR Fb-2600 PSI Fv-285 PSI E-IB00000 PSI. rI 7 CI STRUCTURAL SLABS THAT ARE EXPOSED TO DEICING CHEMICALS SHALL HAVE A 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 THE REQUIREMENTS FOR EXPOSURE CLASS F3/C2/W1.ALL INTERIOR LAMINATED VENEER LUMBER HEADERS AND BEAMS SHALLBE ONLY IN DRYAPPLICAT APPLICATIONS AND INSTALLED O FOOTINGS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS AND MEET THE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.WHEN MORE THAN ONE THICKNESS REQUIREMENTS FOR EXPOSURE CLASS FO/Cl/WO.INTERIOR SLABS ON GRADE AND INTERIOR IS REQUIRED,THE MEMBERS SHALL BE FASTENED TOGETHER WITH TWO ROWS OF 0.162"x 3 1/2"NAILS Ill STRUCTURAL SLABS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4500 PSI IN 28 DAYS AND MEET SPACED 12'O.C.FOR MEMBERS WITH I4"AND GREATER DEPTH,USE THREE ROWS.BEAMS OF FOUR ALL OTHER REQUIREMENTS FOR EXPOSURE FO/Cl/WO.WHERE MULTIPLE EXPOSURE CLASSES ARE MEMBERS OR MORE SHALL BE FASTENED TOGETHER WITH ONE OF THE FOLLOWING:TWO ROWS OF I/2" GUARDRAIL CONN. SPECIFIED THE MOST RESTRICTIVE REQUIREMENTS SHALL BE USED.MORE RESTRICTIVE EXPOSURE DIAMETER THRU-BOLTS @ 24",TWO ROWS OF 1/4"DIAMETER x 6"SIMPSON STRONG-TIE SDS SCREWS @ 24" PER DET.7/S3.1 EXISTG KING POST TO 1/4"STEEL STIFFENER REQUIREMENTS MAY BE USED IF DESIRED,BUT ENGINEER SHOULD BE CONSULTED TO DETERMINE O.C.,OR 2 ROWS OF 6 3/4"FASIENMASTER TRUSSLOK SCREWS @ 16"O.C.EA.SIDE TYPICALLY UNLESS POTENTIAL IMPLICATIONS.COORDINATE WITH STRUCTURAL ENGINEER IF CONCRETE WILL BE IN NOTED OTHERWISE BEAR ON NEW BENT BEAM FAR SIDE @ CONTACT WITH SOILS OR WATER CONTAINING DELETERIOUS AMOUNTS OF WATERSOLUBLE SULFATE AA_ THREADED ROD IONS,ALL CONCRETE SHALL HAVE A MINIMUM OF 20%FLY ASH CONTENT CONFORMING TO ASTM C618. SIRANDOUARD LUMBER PLATES ALL CONCRETE ASSIGNED 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 III. CEMENTITIOUS MATERIALS PER TABLE 26.4.2.2(b)OF ACI 31814.THE OWNER SHALL ENGAGE A QUALIFIED, "STRANDGUARD'ARE AS MANUFACTURED BY THE WEYERHAEUSER CORPORATION OF BOISE,IDAHO. O\� PRE-QUALIFIED INDEPENDENT TESTING AND INSPECTING AGENCY TO SAMPLE MATERIALS,PERFORM TESTS,AND SUBMIT STRAND-GUARD PLATES SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS ®� WELD 13U4a 2x PLATE ATTACHED TO TOP FLANGE W/POWER TEST REPORTS DURING CONCRETE PLACEMENT TO ASSURE THE QUALITY OF THE MATERIALS USED AND THE ACCURACY OF PLACEMENT.(NOTE:SEE SECTION C OF THE GENERAL NOTES FOR SPECIAL RECOMMENDATIONS.STANDARD GALVANIZED FASTENERS AND HANGERS MAYBE USED,AND TREATMENT OF CUTS IS NOT REQUIRED WITH STRAND-GUARD LUMBER.IF STANDARD PRESSURE ��� ACTUATED FASTENERS INSPECTION AND TESTING REQUIREMENTS.)MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED TREATED LUMBER IS TO BE SUBSTITUTED,CONSULT ENGINEER FOR ALTERNATE FASTENER AND HANGER PRE-QUALIFIED 1 @24"O.C.,STAGGERED EXCEPI'SLABS ON GRADE.ALL SLABS ON GRADE SHALL HAVE CONTROL JOINTS(KEYED OR SAW CUT)AT A COATINGS. WELD TGU4b MAXIMUM 1510"ON CENTER EACH WAY UNLESS OTHERWISE SHOWN ON PLAN.REINFORCING BARS SHALL r\_\Q®\_\ BE ASTM A615-GRADE 60(ASTM A706 GRADE 60 SHALL BE USED WHERE REINFORCING IS TO BE WELDED) H.ENGINEERED STRUCTURAL COMPONENTS STRINGER @ STEEL BEAM NO SPLICES OF REINFORCING SHALL BE MADE AND NO WELDING OF REINFORCING SHALL BE PERMITTED LANDING PER PLANI/ • SEE PLAN EXCEPT AS DETAILED OR AUTHORIZED BY THE STRUCTURAL ENGINEER.WHERE APPROVED,ALL SPECIALTY STRUCTURAL COMPONENTS SUCH AS STAIRS,SHADE STRUCTURES,ETC.SHOWN ON THE 1/4 V WELDING SHALL CONFORM TO AWS DI.4.LAP SPLICES,WHERE PERMITTED,SHALL BE AS SHOWN IN THE PLANS AS"DESIGNED BY OTHERS"SHALL BE DESIGNED BYA LICENSED ENGINEER IN THE STATE OF TABLE BELOW,UNLESS NOTED OTHERWISE.WHERE STANDARD HOOKS ARE SPECIFIED,THE GEOMETRY COLORADO.STAMPED DRAWINGS AND CALCULATIONS SHOULD BE SUBMITTED TO THE ENGINEER OF ik STEEL TREAD PLATES OF THE HOOKS SHALL BE PER TABLE 25.3.1 OF ACI 31814. RECORD FOR REVIEW PRIOR TO CONSTRUCTION. mm. ,- NR. PER DET.7/S3.1 BAR SIZE MINIMUM LAP MIN RADIUS OF BEND I. STRUCTURAL GLASS WIER ' #4 11/2" GLASS FLOORS HAVE BEEN DESIGNED FOLLOWING THE NCSEA'ENGINEERING STRUCIUAL GLASS DESIGN I� CHANNEL STRINGER W/SIDE (fl \ GUIDE'TO MEET ALL REQUIREMENTS OF ASTM E2751 AND IBC 2409.1.ALL GLASS SHALL BEAMIN.SLAYERS #5 2'{^ t 7/e' OF FULLY TEMPERED GLASS WITH THICKNESSES INDICATED ON PLANS.WHERE NOTED,SENTRYGLAS COVER PLATE PER DET.7/S3.1 .6 2'-9" 2V4" WTERLAYERS SHALL BE 1.5mm THICK AS MANUFACTURED BY KUARAY AMERICA,INC.THREE LAMINATIONS PROVIDE CORNER BARS OF EQUAL SIZE AND SPACING AROUND ALL CORNERS.PROVIDE 2-x5 BARS WITH HAVE BEEN DESIGNED AND SPECIFIED SO THAT THE FULL DESIGN LOAD CAN BE SUPPORTED WITH ONE II FINISHES PER ARCH. A. A MINIMUM OF 2-0"PROJECTION BEYOND THE SIDES OF ALL OPENINGS IN WALLS,BEAMS AND SLABS LAYER BROKEN,THEREFORE NO LOAD TESTING IS REQUIRED. TO1/4"STEEL PROVIDE ALL ACCESSORIES NECESSARYTO SUPPORT REINFORCING AT POSITIONS SHOWN ON THE PLANS. AMSTIFFENER WELDED WIRE FABRIC SHALL CONFORM TOASTMA1064.LAP WIRE FABRIC REINFORCEMENT ONE FULL GLASS GUARDS AND GLASS SUPPORTED GUARDRAILS,HANDRAILS,ASWELLASANYASSOCIATED 3/4"THICK STEEL 1/2"THICKx 4"WIDEMESH PLUS 2"AT SIDES AND ENDS AND WIRE TOGETHER.ANCHOR BOLTS FOR BEAM AND COLUMN CONNECTION HARDWARE LABELED"DESIGNED BY OTHERS"SHALL BE DESIGNED BYA LICENSED LANDING PLATE STEEL PLATE3/8"x 4"x 5 1/4" BEARING PLATES SHALL CONFORM TO ASTM MO7 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.GUARDRAILS SHALL STRINGER BEYOND PREUALIFIED / / F.STEEL BE DESIGNED TO RESIST A 2001b POINT LOAD IN ANY DIRECTION APPLIED TO THE HANDRAILOR SEE PLAN 0 WELD TGU4b1/4y1/4 V . ALL WIDE FLANGE STEEL SHAPES SHALL CONFORM TO ASTM A992.FORS,M,AND HP SHAPES AND GUARDRAIL PER ASCE 740,SECTION 4.5.1.THE DEFLECTION OF GUARDRAILS AND HANDRAILS SHALL BE BENT LANDING T�� ''7'' '7' �T/� n(� T,�T,� CHANNELS,STEEL SHALL CONFORM TO A36.TUBE COLUMNS SHALL CONFORM TO ASTM MOO(GRADE B) LIMITED TO 1/4'UNLESS NOTED OTHERWISE.GUARDRAIL BALUSTERS SHALL BE CONSTRUCTED OF 2 1 C1 V LI1V G 1 O STRINGER RI1V UE1V l O1V 1V.I LATEST EDITION.PIPE SHAPES SHALL CONFORM TO ASTM A 3(GRADE B)ANGLES AND PLATES SHALL LAYERS I OG LAMINATED G ASS PER HE EXCEPTION TO IBC SECTION 2407.1.2,WHERE PERMITTED BY HE CONFORM TO MS.FIELD CONNECTIONS SHALL BE STANDARD FRAMED BEAM CONNECTIONS WITH BUILDING OFFICIAL MAXIMUM NUMBER OF ASTM F3125 GRADE A325 3/4'DIAMETER BOLTS TO FIT BEAM IN SINGLE ROW AND ® " 20016I Y I 1/4 V SHALL CONFORM TO A325N,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 1/4 V NUT&PLATE WASHER THE GENERAL NOTES FOR SPECIAL INSPECTION AND TESTING REQUIREMENTS.STRUCTURAL STEEL SHALL CONDITIONS MAY BE FOUND. NOTIFY THE ENGINEER OF ANY STRUCTURAL CONDITIONS FOUND TO SCALE; VARIES TRANSOM BEAM STEELF INSIDE CHANNEL BEAM ¢ 24 BE DETAILED,FABRICATED AND ERECTED IN ACCORDANCE WITH LATEST PROVISIONS OF THE AISC OFVARY FROM THAT REMODEL WORK.INDICATED.DESIGN REVISIONS MAY BE REQUIRED,AND ARE EXPECTED AS A PROCESS MANUAL OF STEEL CONSTRUCTION AND AISC CODE OF STANDARD PRACTICE.SHOP DRAWINGS SHALL BEISSUE: SEE DET.24/53.2 53.2 SUBMITTED TO THE ARCHITECT OR ENGINEER FOR REVIEW PRIOR TO FABRICATION.SHOP DRAWINGS 01/05/20 PROGRESS GUARDRAIL CONN. ` SHALL DETAIL EACH BEAM,APPLICABLE CONNECTIONS,LAYOUT,AND BRACING.USE WELDERS MEETING K.ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE VERIFIED AGAINST THE ARCHITECTURAL AND 03/04I21 REVISIONS PER DET.7/S3.1 THE REQUIREMENTS OF THE AWS"STANDARD QUALIFICATION PROCEDURE".COMPLYWITH AWS DI.1 DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. "STRUCTURAL WELDING CODE"ALL WELDS SHALL BE E7030ITH TYPICAL UNLESS NOTED OTHERWISE. 03/31/21 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 o0,3/23 PROGRESS PER DET.7/S3.1 WILL RECEIVE SPRAY APPLIED FIREPROOFING.MEMBERS TO RECEIVE SPRAY APPLIED FIREPROOFING THE CONTRACTOR FROM CONFORMANCE WITH THE DRAWINGS AND SPECIFICATIONS. 01)31/22 ADDITIONAL INFOMATION SHALL BE PREPARED PER FIREPROOFING MANUFACTURER%REQUIREMENTS,CONSULT ARCHITECT FOR 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 SHOP PAINT AREAS.DRY PACK OR GROUT FOR BEARING PLATES SHALL BE SHRINK RESISTANT ELECTRICAL CONTRACTORS. , / DAYTON-SUPERIOR 1107 ADVANTAGE GROUT OR EQUIVALENT. 3/16 N.DO NOT BACKFILL AGAINST WALLS UNTIL FLOOR AND ROOF SYSTEMS BRACING THOSE WALLS ARE IN - / EXPANSION BOLTS,WHERE APPROVED BY ENGINEER,SHALL BE SIMPSON"STRONG-BOLT",HILTI PLACE "KWIKBOLT.TZ",OR APPROVED WEDGE TYPE,INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S 1/4"STEEL / �� REQUIREMENTS.EPDXY BOLTS,WHERE APPROVED BY ENGINEER,SHALL BE SIMPSON"ATXP,%ELKS, O.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD END PLATE I HILTI"HIT NY-ZOO"OR APPROVED ADHESIVE SYSTEM,INSTALLED IN ACCORDANCE WITH THE SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. _ MANUFACTURER'S REQUIREMENTS.CONCRETE SCREW ANCHORS,WHERE APPROVED BY ENGINEER, �\ \' STEEL SHALL BE POWERS WEDGE-BOLT ANCHORS,OR APPROVED ANCHOR SYSTEM,INSTALLED IN ACCORDANCE P.PROVIDE AN LSTA STRAP AT ALL DISCONTINUOUS WALL PLATES. EXTEND STRAP A MINIMUM OF " WITH THE MANUFACTURER'S REQUIREMENTS.SEE SECTION C OF THE GENERAL NOTES FOR SPECIAL BEYOND INTERRUPTION,EACH SIDE. ANOMALIES MAY INCLUDE:STEEL COLUMNS,MECF FAIN 1/4, �" / /k. PER PLAN INSPECTION AND TESTING REQUIREMENTS. PENETRATIONS,CORNERS,LEVEL/SLOPED PLATE TRANSITION,HEAVY TIMBER BACKSPANS,ETC. JOB#412p22 20016 =11 Q.THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUT A '2I1 l� FINISHES PER ARCH. HSS COLUMN HSS COLUMN THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVID�A� 17�- MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION.SUCH MEASURES S- -- SEE PLAN SLIDING DOOR SYSTEM SEE PLAN INCLUDE,BUT NOT BE LIMITED TO,BRACING,SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMEN bOnryem EXISTING 4" PER ARCH ETC.OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION CONC.SLAB N.I.FJ FOR N E W OF THE ABOVE ITEMS NOR WILL THE STRUCTURAL ENGINEER BE RESPONSIBLE FOR THE CONTRACTOR'S IC-TIC-III�II�II� MEANS,METHODS,TECHNIQUES,SEQUENCES FOR PROCEDURE OF CONSTRUCTION,OR THE SAFETY i IC�IJ=11J1>�II�I' PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. APPROVED 20016 SHEET TITLE: 4-3x7"x91 STEEL" BASEP ATE W/ TRANSOM STRUCTURAL EQ. ¢ EQ. 4 3/16"0x l 3/4"TAPCON SCREWS W/6"GAGE&COUNTERSINK HEADS A N D DETAILS SLIDERS DRAWING14: STEEL STRINGER @ EXISTING SLAB STEEL FRAME @ LIVING ROOM 0@ 1 1/2"=1'-0" 20016 0@ 3/4"= C 1'-0" 20016 S 3. 1 1 STEEL COLUMN ALBRIGHT 1"±NON-SHRINK GROUT PER PLAN GUARDRAIL CONN. PER DET.7/S3.1 NOTCH END OF CHANNEL STRINGER &ASSOCIATES STEEL BASEPLATESTRINGER& BEYOND PER PLAN , EXISTING CONC.SLAB N.LFJ PER PLAN BELOW STEEL TREAD PLATES PROVIDE BEVELED 1/4 PER DET.7/53.1 BEARING PLATES W/ 1/4 T.E 1/4"FILLET WELD STAIRS BEYOND2x PL.W/1/2"0 BOLTS @ SEE PLAN ,�� _ _ FINISHES PER ARCH. ALL AROUNDHSS BEAM4oz Park Ave,Unit A 24"O.C.STAGGERED(T'1'P.) ,LL-n n / PER PLANBasal9t,?O 83at 3.3/4"0 BOLTS '-III- F 970.z. 6(2-3/4"0 AT WE BEAM) �l VERT.MEMBER TO MATCH GUARDRAIL CONN. 111107 ww -I i l l- STRINGER PROFILE PER DET.7/53.1 w.albrigM-associates.com n Ali- i`= STEEL STRINGER @ T.BEAM �t;=�i Iis� 'EXISTING FOOTING N.I.F.) FLOOR PER PLAN - 8—s-whSEE PLAN _ �- tr PRE-QUALIFIED =`)0 cc 1j11I SECTION-A DO 1/ 1' �� © �i' CHANNEL � WELD TGU46 s O�'� V........... 'it 3" 3" STRINGER WI $C.';'c,'� Pim':O 7i STEEL BEAM SIDESEE PLAN 3/4"THICK STEEL BASEPLATEIwi ������ PLATE PER I PER PLAN (5/32) i 32971 6 3- �� TITEN HD SCREWS SON j11111 DET.7/53.1 LANDING PLATE& (5/32) 77ia'Q, /SIDES 111111B i CONN.PER DET.11/S3.2 pa'U .^� -'HI III ��\ror,A� TYP. 1/4 I I�1 O 1/4 11/4 I /� 1 1111, t .......••V_ .: J` PREQUAHFIED BENT CHANNEL STRINGER W/ 1L axxxx �� 1. STEEL COLUMN WELD TGU4b SIDE COVER PLATE PER DET.7/S3.I 2�,�, 1/4"STEEL STIFFENER m Mil PER PLAN NEW 1/4"THICKx 8"SQ.STEEL PLATE �,,,"�,.o,.ua a;,d a"m...,yua. e",�se,..•. TO REINFORCE PLATE,EACH SIDE W/&0.190"x 3 1/2"WOOD SCREWS, FINISHES PER ARCH. 'O' 5"GAGE(COUNTERSINK HEADS) STEEL TREAD PLATES EXISTING O BASEPLATE PLAN EXISTING BEAM PER PLAN(VLF.) PER DET.7/S3.1 STRUCTURE EXISTING JOISTS&HANGERS PER PLAN OSTEEL BEAM @ STEEL BEAM O (N)STEEL COL•@(E)FOOTING O BENT STRINGER @ FLOOR O BENT LANDING TO STRINGER CONN.2 O HSS BEAM @ HSS COL.CONN. @ 11/2"=1'-0" 20016 22 @ 3/4"=1'-0" 20016 18 @ 1"=1'-0" 20016 Lq @ 1 1/2"=1'-0" 20016 10 @ 1 1/2"=1'-0" 20016 NEW COLUMN PER PLAN 1/4 HSS LANDING BEAM STRUCTURE c PLATE ATTACHED TO BEHIND FOR NEW GP FLANGE FASTENERS NEW COLUMN PER PLAN F ' `I 4® / STAIRS BEYOND \\l` NEW 1/2"x 3 1/2"SQUARE 0 1/4 STEEL BASEPLATE 24"O.C.,STAGGERED 1/4 V 1/4 +— SLIDER NEW 1/2"•3 1/2"SQUARE 3-SIDES , CHANNEL STRINGER 1/4 V STEEL s- EPLATE1/4 TYPICAL 1/2"THICK x 3"WIDE � WI SIDE COVER T.BEAM ii i STRINGER @ EXISTING STEEL BEAM STEEL PLATE -I� PLATE PER DET.7/S3.1 SEE PLAN$ LANDING PER PLAN PER PLAN 1/4 3-SIDES NEW 1/4"STEEL STIFFENER _ Al 1/4 V TYPICAL PLATE EA.SIDE FINISHES PER ARCH. 1� Ii�1 I/4I 6"@l2" EXISTING STEEL BEAM I I��4A_ PER PLAN i ® �� NEW 1/4"STEEL STIFFENER DETAIL PLATE EA SIDE 1/4 =1 ct NOT USED 3-SIDES 3/16_ 1/4 3/4" 3/4"T1-][CK STEEL x am.ii LANDING PLATE O - NEW 1/4"x 3"x 5"STEEL 1/4 NEW HANGER COLUMN STEEL TREAD PLATES 1TM� 'O 1/- PLATE EA.SIDE W/ PER PLAN- 1/4\ X ~O EACH PLATE PER DET.7/53.1 1' 88 4"0 THRU-BOLT IN 1/4 I STEEL BEAM STEEL COLUMN L. G VERTICALLY PER PLAN CHANNEL STRINGER W/SIDE 3/8"THICK STEEL 4"I SEE PLAN II PRE-QUALIFIED NEW CO . N PER PLAN SLR D HOLE (5/32) COVER PLATE PER DET.7/S3.1 GUSSET PLATE U N \WELD B-U4a - (ENSU' SMOOTH Cd (5/32) SURFAC @ 3/16 NEW CHANNEL STRINGER W/SIDE 1/4 J 1/4\ w GL NEW 1/4"THICK STEEL END PLATE COVER PLATE PER DET.7/S3.1 - 1/4 0 OBENT STEEL BEAM O (N)STEEL COL.@(E)STL BEAM O LANDING STRINGER @ COLUMN NEW STEEL @ EXISTING BEAM O STRINGER TO STRINGER CONN. 1 ,—.126 @ 3/4"=1'-0" 20016 23 @ 3/4"=1'-0" 20016 19 @ L/I`Y'E">'-41-0" 20016 15 @ 1 1/2"=1'-0" 20016 11 @ 1 1/2"=1'-0" 20016 0 1--1 NEW 1/4"THICKx 8"SQ. STEEL PLATE W/ NOTE: BEAM STRUCTURE 8-0.190"x 3 1/2"WOOD SCREWS,5"GAGE DETAIL SIMILAR @ STAIR LANDINGS I I/4I 8"MIN. BEAM SIZE (COUNTERSINK HEADS) STEEL TREAD PLATES SEE PLAN FOR NEW NEW STEEL STRINGER PER DET.7/S3.1 T.BEAM I SEE PLAN NEW GUARDRAIL b TREAD FINISH PER PLANSLIDER FINISHES PER ARCH. CONN.PER DET.7/53.1 STEEL BENT BEAM NEW STEEL TREAD PLATES PER ARCHITECT FOR NEWEQ. EQ. SEE PLAN1/4 / (E)T.PLY BEYOND PER DET.7/53.1 1, aril I/4 SEE PLAN NEW TREAD FINISH H VAC 4"LONG PIPE / _..I BEYOND PER ARCHITECT SIZE AS REQ'D Li S - - CL BEAM 1/4 3 SIDES - N 0 l!II1li' � ` -1016A— W'2 z p 1/4 STL STIFFENER@ I/4 '''M�IA111IvIII iirral I h n !"''1 THREADED RODS ` l �I II�II . 1/2"THICK:4"SQUARE Ml•Ma \ �� 2 STEEL PLATE xSTUDS @16"O.C.MAX.SPACINGIiiU O 3/16 PER PLAN EXISTING JOISTS& ` 1/4"THICKx 8"TALL x CONTIN. U HANGERS PER PLAN STEEL LEDGER W/3.0.164"x 2 1/2" O c I/4 I NEW STEEL STRINGER WOOD SCREWS @ EACH STUD EQ. EQ. A-. EXISTING BEAM (COUNTERSINK HEADS) 1/4 PER PLAN N.LF.) PER PLAN O TYPICAL BEAM PENETRATION O CONTIN.STRINGER @ COLUMN O STRINGER @ EXISTING BEAM O STEEL TREADS @ 2x WALL 2 7 1/2"THREADED RODS @ 3"=1'-0" 20016 LOCATED PER 3/S3.1, 2� @ 1 1/2"=1'-0" 20016 16 @ 1 1/2"=1'-0" 20016 12 @ 1"=1'-0" 20016 SCALE VARIES DAMAGE THREADS AFTER LEVELING ISSUE: TO REINFORCE TRANSOM BEAM 63/94/9t REVISIONS NEW 1/4"THICK x NEW GUARDRAIL 3/3t/zt PROGRESS 8"WIDE BENT CONN.PER DET.7/S3.I NOTE: o1/t3/zz PROGRESS Ix WOOD PLATE FASTENED 3/16\2"@ 6" STEEL PLATE W/ DETAIL SIMILAR @ STAIR LANDINGS I 1/4 18"MIN. o1/3Ihz ADDITIONAL INFOMATION TO TOP OF BEAM W/ EXISTING 3/16 12"@6" L, L I" 8.0.162'x 21/2"WOOD POWER ACTUATED 2 11" 3" lZ 3" FASTENERS @ 12"O.C. STRUCTURE SCREWS,5"GAGE NEW STEEL TREAD PLATES ���� (COUNTERSINK HEADS) PER DET.7/53.1 NEW STEEL BEAM 1PI NEW TREAD FINISH SEE PLAN (E)T.PLY , • • NEW I/4"THICK �ii®vv®—dam` SEE P if PER ARCHITECT i®'r//—// zz I 11 1• I STEEL END PLATE `—_��` ` `� ra_r1111111111 __',,,_ 1�• STEEL TRANSOM FROM BEAM Arn 0 0� I/4 I I �, ' -` Gym3/8"STL FLAT BAR (21�4i NEW STEEL TREAD,. . . eO O rill O (E)T.PLYi� 1' "'�, �® '44, NEW CHANNEL STRINGERO" PLATES PER DET.7/53.1 Z� 3/16I2"@6" W/SIDE COVER PLATE L I OO 04SEE PLAN I ��- '� ` Jjit 2p2 20016IPER DET.7/53.1 FMII '.z O ,, NEW TREAD FINISH �� �'3/16 �Al "' • N PER ARCHITECT --- .."� ENDS OF STEEL ^"w 1II1II1II, bo��yem TRANSOM BEAM MAY I"1'tl'I N NEW STEEL STRINGER 3„ 3„ BENOTCHED3/4"AS g EQ. EQ. I B BE NOTCHEDED BY MIMI I/4"x 3 1/2"x 6"STL TAB PLATE J EXISTG L(V BEAMIIII 1/4 I NEW 1/4"THICK STEEL PLATE ill EXISTING CONC. W/2.3/4"0 THRU-BOLTS SEE PLAN N.LF.) W/4-3/4"0 THRU.BOLTS I WALL BEYOND N.LF.) , SHEET TITLE: 3/8"x 6"x 9"STL PLATE A EXISTING BEAM NEW 1/4"THICKx 8"TALL x CONTIN. STRUCTURAL W/4 1/2"0 THRU-BOLTS E P WOOD BEAM PER PLAN N.LF.) STEEL LEDGER W/)/2"0 EXP.BOLTS LAN DETAILS EXISTING JOISTS& FINISHES PER ARCH. @ 2G O.C.EMBEDMAX.STAGGERED 1 SPACING, 4"INTO CONC. HANGERS PER PLAN DRAWING.: (N)STL BEAM @(E)WOOD BEAM 0 BUILT-UP TRANSOM BEAM BOLTED STRINGER CONN. 0 13 STRINGER BEARING @(E)BEAM STEEL TREADS @ CONC.WALL C 0 @ 1 1/2"=1'-0" 20016 @ 3"=1'-0" 20016 21 @ 1 1/2"=1'-0" 20016 @ 1 1/2"=1'-0" 20016 @ 1"=1'-0" 20016 LJ 3.2 GUARDRAIL CONN. ALBRIGHT PER DET.7/S3.1 &ASSOCIATES 2x PLATE ATTACHED TO STRUCTURE To-2 WALLTO`PLATE 1/4 V " G TOP FLANGE W/POWER SEE PLAN . •• ACTUATED FASTENERS FOR NEW 3/4"THICK STEEL _ @ 24"O.C.,STAGGERED HSS COLUMN LANDING PLATE S312 1/4"x 5"x 6"STEEL T�"� KITCHEN ENDPLATE SEEPIAN ' qoi Park Ave,Unit A 3/16 V T C \ \\ / Basalt,.4363 1 SLIDER 97ogz74363 BUILT-UP STEEL TRANSOM 1/4�/ STL BEAM @ www.albrighC-associates.com 7 BEAM PER DET.34/C5.4 I I LANDING PER PLAN 1/2"x 3 1/2"x 3 1/2" I I 111111 / STEEL TREAD PLATES �,,xxxxgl ,' PER DET.7/S3.I �O�DO L/C� I II STL BASEPLATE CHANNEL STRINGER WI SIDE U AL •'••c^IIi V i4� B��C':O COVER PLATE PER DET.7/S3.1 5,: i FINISHES PER ARCH. L 32972 ° i -� IDS,'•. rt1 121 In 1/4"STL STIFFENER 3/16 V TYP.@EA-STL COL. STEEL BEAM u I Li �o.�ua a;,d a"m...,yua. e.,,se,.... 4.1/4"0 x 3"SOS SCREWS STRINGER BEYOND 1/2"x 6 1/2"x BEAM FLANGE WIDTH PR WELD TIED SEE PLAN (3"GAUGE) /,II, II SEE PLAN STL PLATE W/2.3/4"0 THRU-BOLTS WELD B-U4a 1/2"x 9"x BM.FLANGE I HSS COLUMN ^ I— WIDTH STL PLATE W/ n HSS COLUMN CS SEE PLAN V— 4-3/4"0 THRU-BOLTS `�— SEE PLAN ® STEEL BENT BEAM ® STEEL TRANSOM END CONNECTION O BENT LANDING TO STRINGER CONN.1 @ 3/4"=1'A" 20016 @ 3"=1'-0" 20016 29 @ 1 1/2"=1'A" 20016 q. 2x PLATE ATTACHED TO STRUCTURE 1 EQ. EQ lZ' 3" EQ EQ 3" 11' TOP FLANGE W/POWER ACTUATED FASTENERS FOR NEW @24"O.C.,STAGGERED TYP.@ • 4 3/4"0 x 10^ C9a KITCHEN g 41/z"0x10" 3/16 2"@ 6" 4 PLACES A.BOLTS A.BOLTS SLIDER �� 1/4 TYP. 1/4"x21/2"x CONT.STL a B.PL'C' SET COL FLUSH TOPLATES ON OPPOSITE • • TUBE COLUMN @ 3/4"x 5"x 1'-4" PL EDGE of B. V4 I SIDES OF HSS COLUMN (SEE PLAN) PLATE @ C.1 q. B.PL'A' NOTE: STEEL BEAM PROVIDE 1"m NON-SHRINK 4"1""12' SEE PLAN @ 3/4"x 10"X 10" GROUT UNDER BASE PLATES. 4 1/2"0 x 10" Ct 1/2"PLATE x BEAM ■■ ALCOL BOLTS E FLANGE WIDTH _I"_ FLUSH1/4I i„. L2 4" 3" 3" 3" I" EDGE OF B. O - �•_����•_ M TE @ C.1 X "O ." _,,,I TO BE REINFORCED tom. - .___u ^'^' �0 -.. 1- _- IP I/4"x3"x9"STEEL TAB C9'IH III �� (�/� U W/2.3/4"0 THRU-BOLTS • _ '� `�• • (d N Ell IB FULL HEIGHT 2x WOOD COLUMN A.BOLTS S10" 4"� 11 W a' B.PL B AI KING STUD SEE PLAN C9 @ 3/4"x 5"x 1'-5" B.PL'D' O 40 STEEL BEAM.@ WOOD COL. NEW REINFORCED STEEL COLUMN BASE PLATE DETAILS r,—.1@ 3/4"=l'A A" 20016 CO @ 3"=1' " 20016 0 @ 1 1/2"=1'A" L27/4-BOLT @ 3/4"x 11"x 11" O 1 -1 STRUCTURE GUARDRAIL CONN. FOR N E W PER DET.7/S3.I ROOF RAFTERS STAIRS BEYOND KITCHEN WOOSEE S M ,' 4® / STAIRS BEYOND 4I SEE PLAN 1/4 SLIDER 1� 1 i CHANNEL STRINGER OUTSIDE FACE OF 1/2"THICK x 3"WIDE ' W/SIDE COVER 1/4"STL END CAP BEAM-OUTSIDE SIMPSON ECC044 STEEL PLATE _II PLATE PER DET.7/53.1 A35 CLIP @ .110400 FACE OF COL. EA.RAFTER HAS 3x3x1/4 POST,BEVEL COL.CAP W/BOLTS ENDS AS REQ'D TO MATCH PER MANUF. SLOPE OF STRINGERS FINISHES PER ARCH. •-• 1/4 I 6"@ 12" 2 I/4"0 x 3 1/2"SDS SCREWS i�lm_ INTO EA.RAFTER T! �1/4 r i,l2x PLATE @ BASE OF3/4"THICK STEEL SLOPING WALL1/4 to. � LANDING PLATE ����.� 1/4 I� STEEL COL. STEEL TREAD PLATES i STL LANDING BEAM NEW ix BLOCK'E �` `� SEE PLAN PER DET.7/53.1 I E�1 SEE PLAN BETWEEN RAFTERS @ �' L_ VSLOPING WALL ABOVE 1/4I 1/4 '/ I/4 I STEEL TREAD PLATES 1"MAX CHANNEL STRINGER W/SIDE I 1/4"STIFFENER EXISTG RAFTERS PER DET.7/S3.I COL.ECCENTRICITY COVER PLATE PER DET.7/S3.1 PLATE SEE PLAN CHANNEL STRINGER J 1/4 W/SIDE COVER FINISHES PER ARCH. 1/4 PLATE PER DET.7/S3.1 A1/4 eSLOPING WALL @ EXIST'G ROOF O BENT LANDING TO STRINGER CONN. ® ECCENTRIC STL COL.@ WOOD BEAM O STRINGER TO STRINGER CONN. 1 @ 3/4"=PA" 20016 37 @ 1 1/2"=1'A" 20016 @ 3"=1'-0" 20016 31 @ 1 1/2"=1'A" 20016 SCALE: VARIES ISSUE: 03/3,/21 PROGRESS 2 LAYERS OF Smm TEMPERED 01/13/22 PROGRESS G LAYERS OF16 TE TEMPERED GLASS LAMINATED W/LSmm GLASS LAMINATED W/ GLASS GLAS INTERLAYERC 3/16 12"@ 6" of/3t/zz ADDITIONAL INFOMATION SENTRY GLASS INTERIAYER W/140RHNC0mm BASE SHOESTRUCTURE CUT EXISTG ,., CR LAURENCE GLASS SHOE 140.2.0 x 20 mm HEX HEAD RAFTERS BACK FASTENED TO STEEL PLATE SCREWS @ O.C.IN TAPPED TO INSTALL HOLES IN TOPOP OF OF STRINGER BEAM W/1/2"CAP SCREWS INTO FOR N E W 1 GUARD RAIL TAPPED HOLES @ 12"O.C. 1/4 FLOOR FINISH I KITCHENI �� '�i � PER ARCHITECT LTPS FATENED �aI 1/2"x5"x CONT.STL PLATE W/ W/—/—/—/—/I SLIDERTO.HE RAFTE E1.,.J....... WELDED TO PL D RODS I 3/16 13"@ 12" @@ 4P B�'d� OF FA.RAFTERWELDED TO PLATE @ EA.STUD &PARAPET STEELTRANSOM BEAM ,LWALL STUD FABRICATED FROM 10 JOB> 02 20016 NEW 2x6 PLATE W/2-ROWS 3/8x2"x CONT.STL PLAT �'LjilT 3/4"511 P A E@ 3/8"STL FLAT BAR I�' OF#8 x 3"SCREWS @ 12"O.C. CHANNEL STRINGER TOP&BOT.FLANGES BOT LANDING SIDES OF WEB(4 TOTAL) SEE PLAN v,,�+� EXISTG 2x TOP PLATES L 6x4x3/8(LLV) 3/16 .2"@ 6" ®® BEVEL EDGE OF PLATE TO -�' npiem I TO REMAIN LANDING SUPPORT 3/16 12"@ 6" CLEAR BEAM FILLET I�EXISTG 2x6 PARAPET 1/4 13"@ 12" �. WALL TO REMAIN 8" 8 8 STEEL BEAM SHEET TITLE: CONT.STL PLATE ON SIDE OF CHANNEL STRINGER PER PLAN 52" SEE PLAN DTT2Z HOLD-GOWN @ EA. STRUCTURAL STUD(16"O.C.)LOCATE @ TOP&BOT. DETAILS HOLD-DOWN BELOW LTP CLIP 3/16 FLANGE CS C4 DRAWING 49: 0C42 GLASS GUARDRAIL @ PARAPET WALL 38 CHANNEL STRINGER @ LANDING m STEEL WINDOW TRANSOM ® NEW REINFORCED STEEL BEAM @ 3/4"=1'-0" 20016 @ 1 1/2"=1'-0" 20016 @ 3"=1'-0" 20016 @ 3"=1'-0" 20016 LJ 3•3