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HomeMy WebLinkAboutFile Documents.1034 E Cooper Ave.0125-2022-BRES (7)11_4" ART WALL TV L O C A T I O N KING BED TV LOCATION TV L O C A T I O N 3'-0" BUILT IN LOCKABLE OWNERS CLOSET BED 1 CLOSET Ceilings 8'-11" Living Room Kitchen Bedroom 1 Master Bedroom Ceilings 7'-2" W/D Utility A A (E ) T I M B E R GC TO REVIEW (E)STRUCTURE W/ EOR AFTER FINISHES ARE REMOVED. (E)STRUCTURE TO BE SHORED BY CONTRACTOR DURING CONSTRUCTION WHERE NECESSARY HSS4x3x3/8 DB L L 7 X 4 X 3 / 4 GC TO REVIEW (E)CONNECTION W/ EOR (E)TIMBER 6x 1 2 D F L N o 2 HE A D E R 2 S2.1 CONFRIM A MINIMUM OF TWO VERTICAL GROUTED CELLS BEYOND (N)WINDOW 4 S2.1 W1 0 x 3 0 H S S 4 x 4 x 1 /4(N)COL TO BEAR ON WF BEAM IN FLOOR BELOW (N)COL TO BEAR ON WF BEAM IN FLOOR BELOW (E)BEARING WALL TO BE REMOVED AFTER INSTALLATION OF (N)WF BEAM 8 S2.1 8 S2.1 SIM 8 S2.1 IT IS ACCEPTABLE TO NOTCH WOOD BEAM 1 1/2" DEEP x 3" ALONG LENGTH, AT FACE OF WALL.PROVIDE PL1/4" STEEL BUCKET CONNECTION FOR (E)WOOD BEAM, PROVIDE 3" MIN BEARING LENGTH, COORDINATE W/ EOR H S S 4 x 4 x 1 /4 STUD PACK TO BEAR ON WF BEAM BELOW 5 S2.1 HSS COL, RE: PLAN (2)3/4"Ø ANCHOR ROD, DRILL AND EPOXY WITH HILTI HIT- HY 200, 8" EMBEDMENT, CENTER IN WALL THICKNESS PL3/4x5x0'-10", 1 1/2" MIN BOLT EDGE DIST 1/4 1 1/2" GROUT PAD MIN(E)CONC WALL, VERIFY IN FIELD STRUCTURAL DESIGN CRITERIA Wind Loading Basic Wind Speed (mph) Exposure Category Vult = 115, Vasd = 90 B Notes: 1. The referenced building code in this design criteria defines the appropriate edition of all referenced codes and standards. If the governing code does not define an appropriate code or standard the latest edition shall be used. 2. Minimum flat roof snow according to the [xx] Building Department. 3. Live loads are determined according to IBC, Section 1607 and ASCE 7, Chapter 4. 4. See load keys for definition of loads. Building Code: 2015 IBC Local Jurisdiction: CITY OF ASPEN Risk Category: II Snow Loading Ground Snow Load, Pg (psf)100 Minimum Flat Roof Snow, Pf (psf)70 Slope Factor, Cs NA Seismic Loading Site Class D Seismic Design Category B X XXX ELEVATION MARK X --> ELEVATION NUMBER XXX --> SHEET NUMBER X XXX SECTION/DETAIL MARK X --> DETAIL NUMBER XXX --> SHEET NUMBER PLAN/DETAIL MARK X --> DETAIL NUMBER XXX --> SHEET NUMBER ELEVATION CALLOUT REFERENCE --> T/ OR B/ OBJECT XX'-XX" --> ELEVATION OF OBJECT STEPS & SLOPES IN DECKS & SLABS X" --> STEP HEIGHT X" SLAB OR DECK SPAN DIRECTION MOMENT CONNECTION BEAM SPLICE CONNECTION BEAM POCKET CONNECTION X KEYNOTE BEAM EMBED CONNECTION STEEL BEAM/GIRDER SIZE --> BEAM/GIRDER SIZE DESIGNATION (XX) --> # OF HEADED ANCHOR STUDS VL --> SHEAR REACTION LEFT (KIPS) VR --> SHEAR REACTION RIGHT (KIPS) [XX'-XX"] --> T/STL ELEVATION SIZE(XX)VL VR [XX'-XX"] WOOD BEAM/GIRDER CUSTOM WOOD TRUSS WOOD JOIST/RAFTER/PREMANUFACTURED ROOF TRUSS CONCRETE WALL STUD WALL CONCRETE COLUMN ABOVE STEEL COLUMN ABOVE WOOD COLUMN ABOVE COLUMNS BELOW MATERIAL IDENTIFICATION IN SECTION CONCRETE STEEL SOIL UNDISTURBED SOIL FILL GRAVEL WALL BELOW CONCRETE WALL TAG WX --> WALL TYPE, RE: WALL SCHEDWX COLUMN TAG CX --> COLUMN SIZE, RE: PLAN BPX --> STEEL BASE PLATE, RE: BASE PLATE SCHED FOOTING TAG FX --> FTG SIZE, RE: SCHED XX'-XX" --> T/FTG ELEVATION FX XX'-XX" SYMBOLS & LEGEND WOOD JOIST OR BEAM HANGER X --> HANGER TYPE, RE: HANGER SCHEDX SIMPSON COIL STRAP, RE: PLAN & KEYNOTES SHEAR WALL NOTATION SW-X --> SHEAR WALL TYPE, RE: PLAN & SHEAR WALL SCHED X'-X" --> MINIMUM SHEAR WALL LENGTH HDX --> HOLDOWN, RE: HOLDOWN SCHED, IF NONE ARE SHOWN, NO HOLDOWNS REQ'D AT THAT LOCATION HDX HDX LEDGE STEP TOP OF WALL STEP HIGH SIDE LOW SIDE HIGH SIDE LOW SIDE XXX X SHEAR WALL BELOW SW-X X'-X" REFERENCE XX'-XX" BOTTOM OF WALL STEP B P X C X STONE VENEER Disclaimer and General Use Definition: 1. The structural portion of these documents are not intended to function alone. They are a portion of the larger construction document package drafted by sub-consultants under the direction of the project architect. All of these documents are intended to function together. 2. If no stamp is present on these documents, they shall be considered preliminary and developed for coordination or pricing purposes. 3. These structural documents were drafted by DB Structural Design Ltd. as the Engineer of Record, referred to herein as the EOR. 4. It is the responsibility of the contractor to notify the EOR of any discrepancy between these drawings and the overall set of construction documents developed by the other consultants. 5. It is not acceptable to deviate from these documents without first explicitly notifying the EOR in writing of any deviation. These deviations should be reviewed and approved by the EOR before proceeding. 6. Review of a submittal is not considered approval of deviation unless explicitly noted by the EOR. 7. The structure documented herein is intended to function in a completed state. It is the responsibility of the contractor to construct this building in a safe and structurally sound manner.The contractor is responsible for all means and methods of construction. 8. All project safety is the responsibility of the contractor. If any structural elements are used for anything other than their intended design, the EOR shall be notified prior to this use. Examples include fall protection and temporary guard rail attachment points. 9. These documents are not intended to be "scaled." All dimensions are explicitly provided. If an element cannot be located based on the information provided, contact EOR for clarification. 10. No damage to the structure during construction shall be repaired without first notifying the EOR. 11. The general notes are intended to function as the project specifications. 12. It is the responsibility of the contractor to review all submittals prior to the EOR review. 13. All submittal reviews are conducted by the EOR as a courtesy to the contractor to assist in the construction process and to ensure the construction documents are being interpreted correctly. Structural Steel Inspection Notes: 1. Special inspections and testing shall conform to chapter 17 of the IBC and the local building department. 2. Any item not noted as continuous inspection shall be inspected periodically. It is the responsibility of the special inspector to determine and coordinate the frequency of their inspections. 3. The following shall have inspection verification of size, location, quantity, and tolerance: A. Connection erection and assembly. B. Bolts in snug tight joints. C. Pretensioned and slip critical bolts/joints using turn-of-nut with matchmarking, direct- tension indicator washers, or twist-off-type tension-control bolts. D. Pretensioned and slip critical bolts/joints using turn-of-nut without matchmarking or calibrated wrench methods of installation. E. All welds other than complete joint penetration groove welds. F. Complete penetration groove welds. G. Shear stud placement. H. Beam camber at fabrication facility. I. Galvanized structural steel members. 4. The following shall have inspection and testing verification of strength, grade, classification, quality, density, proportions, and manufactures certification reports: A. Connection erection and assembly. B. Bolts in snug tight joints. C. Pretensioned and slip critical bolts/joints using turn-of-nut with matchmarking, direct- tension indicator washers, or twist-off-type tension-control bolts. D. Pretensioned and slip critical bolts/joints using turn-of-nut without matchmarking or calibrated wrench methods of installation. E. All welds other than complete joint penetration groove welds. F. Complete penetration groove welds. G. Shear stud placement. H. Galvanized structural steel members. 5. The following shall have Continuous inspection and verification of operations and conditions: A. Pretensioned and slip critical bolts/joints using turn-of-nut without matchmarking or calibrated wrench methods of installation. B. Complete penetration groove welds. 6. The fabrication facility shall require an audit and inspection of its quality control program and provide records during the course of fabrication for the above mentioned inspections and testing. 7. The following shall provide verification of certifications: A. Fabrication facility. B. All welds other than complete joint penetration groove welds. C. Complete penetration groove welds. 8. Special inspection and testing shall conform to all requirements of AISC 360 Chapter N, unless noted otherwise. 9. Special inspection shall be required for all shop fabricated members unless the fabrication facility has been approved to perform such work without special inspection by an approved agency. STEEL MATERIALS Material W & WT sections Standard ASTM A992 (50 ksi) or ASTM A572 Grade 50 (50 ksi) Pipe ASTM A53 Grade B (35 ksi) Plates, bars, and threaded rod/studs -typical -when noted as 50 ksi ASTM A36 (36 ksi) ASTM A572 Grade 50 (50 ksi) Anchor rods ASTM F1554 Grade 55 w/ Supplement S1 Bolts -typical -where indicated as Group B -where indicated as A307 ASTM F3125 Grade A325 or Grade F1852 ASTM F3125 Grade A490 or Grade F2280 ASTM A307 Grade A Nuts ASTM A563, Heavy hex Washers Plate washers ASTM A36 Direct-tension indicator washers ASTM C309, Type I, Class A Headed stud anchors ASTM A108/A29 ASTM F436 Weld electrodes E70, 70 ksi M, S, C, MC, L, MT, & ST sections ASTM A36 (36 ksi) Round HSS ASTM A500 Grade C (46 ksi) Rectangular HSS ASTM A500 Grade C (50 ksi) Structural Steel Notes: 1. Refer to AISC 360 and AISC 303 for all standards, specifications, and tolerances respectively. 2. Contractor shall submit all structural steel for review by the EOR. 3. Erection drawings shall include plan drawings at 1/8"=1'-0”minimum scale complete with sections, elevations, and details as required to properly erect the structural steel frame. 4. Shop drawings shall include piece drawings which indicate cuts, connections, camber, holes, welds and dimensions as required for fabrication of the members. Part drawings are not required to be submitted unless specifically requested. 5. Engineer of Record (EOR) has designed all connections. If a connection design is inadvertently omitted from contract documents the contractor shall request specific connection design from the EOR. 6. Connection Design Forces: [Factored LRFD values, Unfactored ASD values]. 7. Simple Beam Connections: Select connections with capacities equal to or greater than beam reactions shown on the drawings. Single sided connections shall be detailed to use the maximum number of bolt rows that can fit into the supported beam web. Double sided connections shall be detailed such that the angle or bent plate length is at least 60% of the supported beam "T" dimension. 8. HSS Cap Plates: Provide 1/4" cap plates at top of all HSS columns, uno. 9. Unframed end of wide flange beams: At the end of wide flange beams without incoming framing or other means of restraint of rotation of the beam, provide a pair of 3/8" full depth stiffeners or a 3/8" full depth end plate at the end of the beam. 10. Where indicated on the drawings as slip critical and where oversized or long-slotted holes are utilized in shear, bolted joints shall be slip critical. Faying surfaces shall be prepared to meet the requirements of a Class A surface, and bolts shall be installed to the fully tensioned condition. 11. Where bolts are subject to non-static loading, are utilized to interconnect parts of a built up compression member, or all Group B fasteners loaded in tension shall be installed to the fully tensioned condition. 12. Bolts not subject to the requirements for slip critical connections and not required to be fully tensioned may be installed to the snug-tight condition. 13. A307 bolts may be used only where indicated. 14. Fillet Welds: Size as indicated, but not less than AISC minimum size. 15. Groove Welds: Full penetration unless noted otherwise. 16. Welds are continuous unless noted otherwise. 17. Uncoated Steel: All steel not specifically indicated as painted steel, steel to receive spray- on-fireproofing or to be galvanized, and faying surfaces of slip critical connections shall be uncoated. Prepare surface per SSPC-SP1. 18. Primed Steel: Steel indicated to painted, with no specific paint requirements stated, shall have the surface prepared per SSPC-SP2 minimum and receive one coat of fabricator's standard rust-inhibitive primer paint applied to a minimum dry-film thickness of 1 mil. 19. Galvanized Steel: Steel indicated to be galvanized shall be cleaned, prepared, and galvanized in accordance with ASTM A123. Repair minor defects, damaged areas, and welded joints in accordance with ASTM A780. Provide vent holes as required in tube members. Provide vent hole plugs at all vertically oriented tubes. 20. Other specified coatings: Where indicated on the drawings, provide specified coating system as indicated. Clean and prepare steel as required by the specification or coating manufacture. 21. No final bolting or welding shall be performed until as much of the structure which will be stiffened thereby has been properly aligned. 22. Field correction of fabrication or other errors will be permitted only when approved by the EOR. Finish gas-cut sections in accordance with AWS D1.1. MAIN LEVEL PLAN NOTES: 1. ALL DIM SHALL BE VERIFIED IN FIELD. 2. CONTRACTOR TO VERIFY (E)CIELING FRAMING. 3. ALL LVL MATERIAL SHALL BE 1 3/4" THICK, UNO. 4. RE: PLAN FOR T/SHEATHING & T/WALL ELEVATIONS. 5. RE: ARCH FOR FINAL WINDOW & DOOR LOCATIONS. 6. COORDINATE JOIST LAYOUT WITH LIGHTING, RE: ARCH. 7. RE: S2.1 FOR DESIGN CRITERIA, GENERAL NOTES, & LOAD KEYS. 8. RE: S2.1 FOR TYPICAL DETAILS. NAILS OR SCREWS @ 8"OC MAX AT BOUNDARY LAMINATIONS OF STUD PACK PLYWOOD, OSB, OR GYPSUM WALL SHEATHING NAILS OR SCREWS @ 8"OC MAX AT BOUNDARY AND MIDDLE LAMINATIONS AT (5)PLY STUD PACK TYPICAL WALL SHEATHING TO STUD PACK ATTACHMENT (2)PART COL STAGGERED 0.148"Øx3" COMMON WIRE NAILS @ 4"OC, ALT SIDES (3)PART COL STAGGERED 0.148"Øx3" COMMON WIRE NAILS @ 4"OC, ALT SIDES (4, OR 5)PART COL 4TH PART -STAGGERED 0.148"Øx3" COMMON WIRE NAILS @ 4"OC 4TH PART TYP (3)PART COL 4" TYP (3)PART COL 4TH PLY, 5TH PLY SIM 4" 8" 1 1/2"1 1/2" 4" 8" 1 1/2"1 1/2" 4" 8" 1 1/2"1 1/2" TYPICAL STUDS, RE: PLAN FOR SPACING, ATTACH SHEATHING W/ FIELD NAILS OR SCREWS (3), (4), OR (5) PLY STUD PACK 1 1 / 2 " CONT L7x4x3/4 EA SIDE OF CMU W/ 1/2"Ø THREADE ROD @ 16"OC GROUT 2 WYTHES ABOVE ANGLE DEMO (E)CMU BELOW (N)HEADER AFTER GROUT CURES COMPLETELY 1/2"L4x4x3/8x0'-8" ANGLE 1/4 (N)ANGLE HEADER, RE: PLAN CAP PL1/2x6"xBEAM WIDTH W/ (4)TLOK04 TIMBERLOK CL CL CL 1 1 / 2 " 3" 3" 1 1 / 2 " 1 3 / 4 " 2" L4x4x3/8"x0'-9" ANGLE EA SIDE OF WOOD BEAM W/ (3)3/4"Ø A307 BOLTS IN EA LEG OF ANGLE, (9 TOTAL) AT SIM, BEAR ON COL BELOW CL WF OR HSS/PIPE COLUMN, 1/4" MIN WALL THICKNESS FOR HSS AND PIPES AT WF COLUMN WEB RE: EXTENDED SHEAR TAB TYPICAL DETAIL AS REQUIRED 1 1/2" MIN 1 1/2" MIN TYP 3" MIN 1 1/4" 1/4 1/4 TYP 3/8" PLATE, TYP RE: NOTE 6 STEEL BEAM SHEAR TAB TO WF COLUMN SIMILAR CONNECTION TO FACE OF HSS OR PIPE COLUMN ROWS ROWS 1/4 1/4 TYPSTEEL BEAM STEEL GIRDER SEE COLUMN GRAPHIC FOR DIMENSIONAL LIMITATIONS SHEAR TAB TO WF GIRDER A TOP FLANGE REMOVED FOR CLARITY A NOTES: 1. RE: AISC TABLE 10-14C FOR WELD AND PLATE PREP REQUIREMENTS. 2. IF Ø > 45°, USE BENT PLATE CONNECTION ON OBTUSE SIDE. ENGINEER TO PROVIDE OR VERIFY DETAIL. SKEWED SHEAR TAB DETAIL (1/4) 1/4Ø=45° NO PLATE PREP 5/16 1/430°<Ø<45° W/ PLATE PREP 1/2 1/417°<Ø≤30° NO PLATE PREP 3/8 1/40°<Ø≤17° NO PLATE PREP 1/4 1/4Ø=0° MEMBER DEPTH ROWS OF BOLTS MAX COPE DEPTH (in) MAX COPE LENGTH (in) CAPACITY (K) A≤3"A≤3 1/2" NO COPE SINGLE COPE DOUBLE COPE A=5" DOUBLE COPE W8 W10 W12 W14 W16 2 2 3 3 4 1 1.5 1.5 1.5 1.5 4 4 4 4 5 20 (24) 23 (24) 43 (44) 44 63 18 (22) 21 (22) 40 (42) 42 61 8 (13) 13 (18) 23 (29) 39 50 8 (10) 9 (10) 20 20 35 NOTES: 1. TYPICAL BOLT IS 3/4"Ø A325N BOLT. 2. CONNECTION CAPACITY MIUST MEET OR EXCEED REACTION SHOWN ON PLAN. CONTACT STRUCTURAL ENGINEER FOR ALTERNATE CONNECTION WHEN TABLE VALUES ARE EXCEEDED. 3. VALUES IN (#) APPLY TO BEAM SIZES W8x15, W10x17, W12x19, AND HEAVIER. 4. VALUES IN [#] APPLY TO W24 W/ (7) BOLTS, USE (7) BOLTS WHERE LOAD INDICATED ON PLAN EXCEEDS CAPACITY OF (6) BOLT CONNECTION. (7) BOLT CONNECTION REQUIRES ENCROACHMENT OF BEAM FILLET (K). 5. CAPACITIES ARE BASED ON AISC 360, LOAD AND RESISTANCE FACTORED DESIGN (LRFD). 6. HOLES IS SHEAR TAB FOR 5 ROWS OF BOLTS AND LESS MAY BE EITHER STANDARD OR SHORT-SLOT HOLES. 7. * INDICATES AT 6 ROWS OF BOLTS AND GREATER, HOLES IN SHEAR TAB ARE REQUIRED TO BE SHORT-SLOT HOLES OR SHEAR TAB THICKNESS SHALL BE REDUCED TO 5/16 THICKNESS WITH STANDARD HOLES. 8. WHERE SHEAR TAB CONNECTS TO HSS COLUMN, TABLE IS VALID FOR ALL HSS8x8 AND SMALLER. WHERE COLUMN WIDTH THAT SHEAT TAB CONNECTS TO EXCEEDS 8", b/t RATIO OF HSS MUST BE LESS THAN 33. WHERE b/t RATIO EXCEEDS 33, USE A SINGLE ANGLE CONNECTION OR CONTACT STRUCTURAL ENGINEER FOR ALTERNATE CONNECTION. Ø≤45° SECTION A:A BEARING 6"MIN STEEL ANGLE, RE: 2/S2.1 GROUT FRIST (2) COLUMNS OF CELLS IN MASONRY UNDER ANGLE TRUCTURALS D DESIGN © 2022 DBSD Ltd. W W W.DBSD.COM B 1001 GRAND AVE, SUITE 211 GLENWOOD SPRINGS, CO 81601 DATE: PROJECT #: ISSUE: S2.1 FRAMING PLAN 02/1/2023 220601 CH A T E A U E A U C L A I R E # 2 0 Permit AS P E N , C O 8 1 6 1 1 1/4" = 1'-0"1 LEVEL 1 FRAMING PLAN 1" = 1'-0"3 TYPICAL HSS BASEPLATE CONNECTION NORTH 3/4" = 1'-0"6 TYPICAL STUD PACK NAILING # DESCRIPTION DATE 1 CMU REVISION 4/10/2023 2 CHANGE ORDER 4/26/2023 1" = 1'-0"2 FRAMING DETAIL 1" = 1'-0"4 FRAMING DETAIL 2 1" = 1'-0"8 FRAMING DETAIL 1" = 1'-0"7 TYPICAL SHEAR TAB CONNECTIONS 1" = 1'-0"5 FRAMING DETAIL 04/27/2023 Typical: All steel in exterior and/or rated walls will be wrapped in 1 layer of 5/8" type X Drywall 04/28/2023 04/28/2023 jimp WALL PENETRATION PENETRATION HEADER PENETRATION HEADER NAILING REQUIREMENTS, RE: SCHEDULE KING STUD(S), RE: NOTES TRIMMER STUD(S), RE: SCHEDULE 2x SILL WIND GIRT, RE: NOTES SIMPSON A34, RE: NOTES SPAN 1 3/4" 1.5E LSL 3'-0"(2)2x6 2x DFL No2 1 3/4" LVL TRIMMER STUDS REQ'D 1 HEADER NAILING (2)0.148"Øx3" SILL TRIMMER, RE: NOTES (2)5 1/2" 4'-0" 5'-0" 6'-0" RE: SCHEDULE SPAN (2)5 1/2" (2)2x8 (3)2x8 (3)2x10 7'-0"(3)2x12 8'-0"(3)2x14 1 (2)0.148"Øx3" 1 (3)0.148"Øx3" 1 (3)0.148"Øx3" (2)7 1/4" 1 (4)0.148"Øx3" 2 (4)0.148"Øx3" (2)5 1/2" (2)5 1/2" (3)7 1/4" (2)9 1/2" 9'-0"NP 2 (5)0.148"Øx3" (3)9 1/2" 10'-0"NP 2 (5)0.148"Øx3"(3)9 1/2" (2)5 1/2" (2)5 1/2" (3)5 1/2" (2)7 1/4" (2)9 1/2" (2)9 1/2" (3)9 1/2" SIMPSON A34 RE: NOTES TYPICAL HEADER SCHEDULE INTERRUPTED STUD NOTES: 1. THIS DETAIL APPLIES FOR HEADERS THAT ARE NOT CALLED OUT ON PLAN. 2. NOTIFY ENGINEER OF ANY CONDITIONS THAT DO NOT APPLY TO THIS TABLE. 3. MAX HEIGHT OF WALL IS 12'-0" MAX. 4. NUMBER OF KING STUDS REQ'D PER SIDE IS HALF THE NUM BER OF INTERRUPTED STUDS, ONE STUD MINIMUM. 5. ONE 2x SILL PLATE IS ACCEPTABLE UP TO 7'-0". FOR OPENINGS GREATER THAN 7'-0" PROVIDE (2)2x SILL PLATES UP TO 10'-0". 6. SIMPSON A34 REQ'D FROM KING STUD TO T&B PLATE WHEN OPENING IS GREATER THAN 6'-0". 7. SIMPSON A34 REQ'D AT WINDOW SILL PLATE GREATER THAN 4'-0". 8. NAILING OF BUILT-UP STUD PACKS IS DEFINED IN THE TYPICAL BEARING WALL ELEVATION DETAIL. 9. PROVIDE (2)0.148"Øx3" NAILS THROUGH SILL WIND GIRT INTO SILL TRIMMER AND (2)0.148"Øx3" NAILS THROUGH HEADER TRIMMER INTO SILL WIND GIRT. 10. ALL A34 NAILING MAY USE 0.148"Øx1 1/2" NAILS, TYP THIS DETAIL. TRUCTURALS D DESIGN © 2021 DBSD Ltd. WWW.DBSD.COM B TITLE: PROJECT NAME: SCALE: DATE: DRAWN BY: 3/4" = 1'-0" 4/27/2023 3:59:55 PM HEADER SCHED SSK-01 CHATEAU EAU CLAIRE # 20 DMB 04/28/2023 04/28/2023 04/28/2023 jimp