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HomeMy WebLinkAboutMaster Permit.809 S Aspen St.0005-2021-BRES (26) I- STRUCTURAL GENERAL NOTES (Sc SPECIFICATIONS CONCRETE: STRUCTURAL WOOD FRAMING: FOUNDATION LEGEND DESIGN DATA: A. CONCRETE REQUIREMENTS ci A. DESIGN UVE LOADS Concrete shall be mixed,proportioned,conveyed,and placed in accordance with ACI 318 and as modified by the A. DIMENSIONAL LUMBER Z 1. Snow,Pg site 100 PSF 4. Garage 50 PSF IBC,Section 1905. Provide hot weather protection per ACI 305R and cold weather protection per ACI 306R. All wood members shall be as described in the 2012 edition of the"National design Specifications for Wood M 2. Residential Floors 40 PSF 5. Wind 115 mph,Exposure B Construction"by the National Forest Products Association and the WWPAW. WALL STEP to N H, 3. Decks N/A 6. Seismic Design Category C 1. Concrete shall have a minimum compressive strength at 28 days of: W Walls&footings 3,000 psi 1. Unless otherwise noted on the drawings,wood framing members shall be Douglas Fir/Larch,Grade#2 or W I-,- c o Slabs 4,000 psi better. Redwood members shall be construction grade. --- - -- W 00 o i. B. DESIGN CODES 2. Provide Type II cement throughout with 4%air entrainment. 2. Sizes shown are nominal,except when noted as RS(Rough Sawn)the are full dimensions. Z(D N a Ty International tonl ResidentialuilCode,(IRC), ) 2015 ( 9 Y U rM &International Building Code,(IBC), ---- W ~ oi cp 3. Mechanically vibrate concrete. 3. All wood members attached to concrete or masonry shall be redwood or pressure treated lumber. W W W N American Concrete Institute Building Code(ACI 318-11) W_1 cry American Institute of Steel Construction,Manual of Steel Construction(AISC 14th Edition) 4. No admixtures shall be used without approval by the engineer. 4. Block all joists and rafters per the I.R.C. WW z o a A- National Design Specifications for Wood Construction(NDS 2012) Fp J 5. Addition of water to the batch material for insufficient slump is not permitted. B. FASTENERS AND CONNECTORS o O Z O GENERAL: 6. Do not place pipes,ducts or chases in the structural concrete without the approval of the engineer. 1. Connectors shown on the plans ore manufactured by the Simpson Strong-Tie Company,Inc. Connectors Y Q C Ori E by other manufactures shall be deemed as equivalent if their rated capacity is equal to or greater than that I- .,Q a1 1. Any changes to the contract drawings shall be submitted to the structural engineer for approval. 7. Thoroughly clean all case and construction joints prior to placing concrete in adjacent pour. of the connector specified. Follow manufacturer's recommendations for installation of connectors. Install W N 0 2. All dimensions and details on structural drawings shall be verified against the architectural drawings and any 8. Concrete shall not be in contact with aluminum. hangers with maximum nailing,unless noted otherwise In hanger schedule. Z ol re discrepancies shall be brought to the attention of the architect prior to fabrication or construction. Details on 2. All timber nailing and connections shall conform to the IRC and AITC. W the structural drawings are typical. DO NOT SCALE DRAWINGS. B. REINFORCING Detailing,fabrication,and erection of reinforcing steel bars shall comply with the ACI Manual of Standard Practice 3. Bolts for wood member connections shall be 3/4"diameter,ASTM A307 with a minimum 1 1/2"washer FRAMING LEGEND 3. All openings through the structural system shall be approved by the Engineer. for Detailing Reinforced Concrete Structures ACI 315. at each end(unless noted otherwise). Provide 3"minimum distance from centerline bolt to edge of wood. 4. Contractor shall provide all necessary temporary bracing,shoring,guying or other means to prevent excessive 1. Reinforcing bore shall be ASTM A615-Grade 60. stresses and to hold the structural elements in place during construction. C. PLYWOOD SHEATHING 2. Welded wire fabric shall conform to ASTM A185. Furnish in flat sheets only. Sheathing(Wood Structural Panels)for roofs,floors and exterior shear walls shall conform to DOC PS1 or 5. The contract structural drawings d specifications represent the finished structure. They do not indicate DOC PS2,marked Ex 1 or Exterior,unless otherwise noted. BEARING WALL BELOW the method of construction. The contractor shall provide all measures necessary to protect the structure during 3. Concrete protection for reinforcement: Exposure construction. Such measures shall include,but are not limited to bracing,shoring for loads due to construction Cast against and permanently exposed to earth 3 in. equipment and protection of existing structures. Observation visits to the site by the structural engineer!hall Exposed to earth or weather /6-/18 bar 2 in. 1. Roof Diaphragms shall be 5/8",APA rated sheathing,40/20 place with 8'-0"dimension perpendicular to -_- not include inspection of the above items nor will the structural engineer be responsible for the contractor a y3-lp5 bar 1 1/2 in. the joist,rafter or truss span. End joists shall be staggered. Attach plywood at edges with 8d nails at 6" means,methods,techniques,sequences for procedure of construction,or the safety precautions and programs Not exposed to earth or weather slabs&walls 3/4 in. O.C.and at intermediate supports with 8d nails at 12"O.C. incident there to. beams&cols....1 1/2 in. JOISTS BEAR 2. Floor Diaphragms shall be 3/4",APA rated Sturdt-I-Floor,24 O.C.place with 8'-0"dimension 6. Options are for the convenience of the contractor. He shall be responsible for all changes necessary if he 4. Reinforcing lap splices shall be a minimum of 75 bar diameters unless noted otherwise. Lop wire fabric perpendicular to the Joist span. End Joints shall be staggered. Attach plywood with APA glue and of edges chooses an option and shall coordinate all details. The cost of additional engineering work necessitated by reinforcement one full mesh plus 2"at sides and ends and wire together. nail with 8d nails at 6"O.C.and at intermediate supports with 8d nails at 10"O.C. Sheathing shall be TWO. selection of an option shall be borne by the contractor. 5. Splices in horizontal beams and walls shall occur at midspan for top bars and over supports for bottom 3. Except where noted in plan,exterior walls shall be sheathed with Zip System Sheathing,1.5"thick,or oq 7. Any engineering design provided by others and submitted for review shall bear the seal and signature of an bars. as specified in architectural drawings.Install with.131"shank nails with 1.5"minimum stud penetration at 3" engineer registered in Colorado. o.c.(10d 0 3"o.c.required)around panel edges and 12"o.c.In field.Studs shall be 16"O.C. (/) 6. Discontinue one-half of horizontal steel across construction/control Joints. COLUMN ABOVE a) 8. Dimensions on the structural drawings ore exact with the exception of masonry and sawn lumber dimensions JOISTS HANG E D. GLUE LAMINATED BEAMS Laminated member shall be designed and fabricated in accordance with"The which are nominal. Verify all dimensions with the architectural drawings. 7. Provide corner bars of equal size and spacing around all comers. Standard Specifications for the Design and Fabrication of Structural Glue Laminated Lumber"published by the 9. Where required construction details are not shown a noted on these pions the contractor shall notify the AITC and the appropriate Lumber Producers'Association. LI O engineer and the engineer shall provide sufficient details far the work to 8. Provide 2-#5 bars with a minimum of 2'-0"projection beyond the sides of all openings 1n walls,beams and proceed. slabs. Provide 1-/5 z 4'-0"diagonally at all re-entrant comers of slabs. 1. Use exterior glue for all exposed laminated members. BEAM 10. Construction materials shall be spread out if placed on framed construction. Load shall not exceed the a) 9 Provide i t l. rove accessories necessary o properly support reinforcing t th positionsh th l norcng at sown on e plans. 2. All members exposed to weather shall receive one coat of end sealer at trimmed ends. Seal all exposed COLUMN BELOW �- design live load per square foot. TOP BEAM ELEVATION surfaces with sealer coat as soon as practical after erection. 11. Shop drawings shall be submitted to the architect for all structural items. The Engineers review is intended 10. Reinforcing spacings are maximum on center and all reinforcing is continuous,unless noted otherwise. Q) only as on aid to the contractor for obtaining correct shop drawings. Responsibility for correctness shall rest 3. Appearance grade shall be in accordance with the architectural drawings. I- y+L with the contractor. The contractor shall review all shop drawings prior to submittal. Items not in accordance C. SLABS with the contract documents shall be flagged upon his review. The shop drawings do not replace the original 4. If beam is cantilevered and the cantilever is greater than one-third of the back span,Install beam"TOP" 1_ contract drawings. It is the contractors responsibility to make sure items are constructed to the original 1. Provide control 'pinta at 12'-0"max.spacing or as shown on the plans. down. 0 C O drawings. The adequacy of engineering designs and layout performed by others rests with the designing or submitting authority. 2. Unless noted otherwise,provide minimum 4"compacted grovel under floor slab-on-grade. The material shall 5. Allowable unit stresses for dry conditions of use required shall be as follows: vi-r a) consist of minus 2-Inch aggregate w/less than 50%passing the No.4 sieve and less than 2%passing the No. Members stressed principally in bending such as beams&girders(AITC 24F-V4)unless otherwise noted C 0- 200 sieve. on drawings. = (/) Fb=2400 psi Fv=165 psi Fc(perp)=650 psi E=1.8E6 psi 0 der C FOUNDATION: MASONRY: Members stressed principally in compression or tension such as columns&truss members(AITC C a) • 24F-V8)Unless otherwise noted on drawings. G _c Q A. CONCRETE MASONRY UNITS(CMUs) Fc(paralld)=1650 psi E=1.6E6 psi HATCHING LEGEND ' ( A. GENERAL = ,v! The foundation design was based on assumed parameters.Contractor shall obtain a geotechnical report that 1. All CMUs shall conform to ASTM C90. E. LAMINATED VENEER LUMBER(LVL)BEAMS 0 0 --'l addresses the existing settlement conditions and provides recommendations based on the soil. LVL members shall be designed and fabricated in accordance with the"National Research Board"and the -0 2. CMUs used below grade and all exterior walls shall be Grade"N",Type I and interior concrete masonry units "National Design Specifications for Wood". not exposed to weather or earth may be Grade"N"or Grade"S",Type I. 0 1. Allowable unit stresses for dry conditions of use required shall be as follows: .... . DENOTES OVER-FRAMING try0) r B. EXCAVATION 3. All masonry shall attain 1,500 psi compressive strength(fm)In 28 days. Special inspection not required. Fb=2600 psi Fv=285 psi Fc(perp)= 750 psi E=1.8E6 psi """"." vJ .. .... 1. Contractor shall provide all necessary sheeting,shoring and bracing where required to properly and safely CO complete the work. B. GROUT 2. Install LVL members in accordance with the manufacturers recommendation. 1. All mortar for exterior walls and Interior bearing walls shall conform to ASTM C270,Type S. DENOTES BEARING WALL BELOW CO 2. Avoid excessive wetting or drying of the foundation excovotion during construction. Keep excavations 3. Holes,cuts,or notches not previously approved by the engineer or the manufacturer shall not be made. 'r reasonably free of water at oil time and completely free of water during placement of concrete. 2. Grout for masonry bond beams and pilasters shall be made with stone aggregate and shall attain 3,000 psi compressive strength in 28 days. 4. LVL lumber is marked on the drawings as"LVL"and shall be 1 3/4"wide,unless noted otherwise. y- C. BEARING REQUIREMENTS 1. Unless otherwise noted in the soil report,footings shall bear on natural undisturbed soil below the frost 3. Grout lifts shall not exceed 4'-0"unless clean outs are provided. If cleanouts are provided then grout lifts DENOTES STONE VENEER ABOVE C depth required by the applicable building code. Any discrepancies with the footing elevations shown on the shall not exceed 8'-0". 5. Attached 3 and 4 ply LVL's with(2)SDS 1/4 screws®24"o.c.from each side,unless noted D plans shall be brought to the attention of the engineer. otherwise. D. GENERAL REQUIREMENTS C. REINFORCING 1. Center foundations under columns and walls unless noted otherwise. F. PREFABRICATED WOOD JOISTS(I-Series) 1. Reinforcing bars shall conform to ASTM A615-76a,Grade 60. I-series prefabricated Joists with structural wood flanges and plywood webs called for on the drawings 2. Provide foundation ventilation in crawl space areas as required by the I.R.C.. (TJI/210,TJI/360,TJI/560)are as manufactured by the Trus-Joist Corp.. Joists by other manufacturers 2. Horizontal reinforcing shall be#5 at 48"plus Joint reinforcement(standard truss type) spaced at 16"onmay be used If the depth and deflection is equal to or less than that of the Joist specified for the particular center except as noted. A bond boom shall be Installed at floor levels,roof levels and top of parapet walla 3. Backfill on walls with fill on both sides shall be compacted in equal lifts each side of wall. Walls backfilled span and spacing and when authorized by the Architect/Engineer. on one side only shall hove all supporting slobs,permanent framing or temporary bracing in place prior to Horizontal reinforcement to be placed in bond beam units,grouted solid. Vertical reinforcing as shown on plans placement of the backfill(unless noted otherwise on plans). shall extend full tel of the wall in grouted cells,U.N.O. 1. Prefabricated wood joists shall be in accordance with the manufacturer's recommendations. 4. Provide drainage system behind wall per recommendations of the geotechnical engineeer. 3. Provide1-FRS in grouted cell of all comers,ends of walls,each side of openings and both sides of control 2, Supply allplates,blocking,bridging, recommended _ manufacturer. bracing,stiffeners and other related items as ra mended by the 4. Lop bar splices 75 bar diameters. At corners and intersections,make horizontal bars continuous or provide matching comer bars. :__ ••"•., D. GENERAL REQUIREMENTS �OVyp,DO LiCFN ',, 1. Fill all voids and grout cells solid for a distance of 32"below and 12"each side of all beam reactions or '"r'.' BSI ': other concentrated loads unless noted otherwise on plans. 27036 p1 v:w °t zf 2. Provide vertical control joints in all masonry wall at 35'-0"maximum spacing as located on the architectural A+••Ere drawings. �'. oT 0206 ; ,.,FSS ONAL --, 3. Provide masonry lintel bond beams as follows: a. Spans not exceeding 4'-8"; provide 8"deep beam reinforced with 2-#5 bars continuous in bottom beam. L b. Spans not exceeding 12'-0"; provide 16"deep beom with 2-#5 born continuous at bottom of beam and 1-p5 bar continuous at top of beam. Install/3 stirrups(single leg)at 6"on center horizontal Project No. 2034 spacing. Bottom reinforcing shall be within 3"of the bottom of the beam. Date: 9/2/2022 SPECIAL INSPECTION STRUCTURAL STEEL: A. STRUCTURAL STEEL By: EPK This Inspection Program references Section 1705 of the 2015 Intemational Building Code,herein after referred to Structural steel shall be detotled,fabricated and erected in accordance with latest provisions of the AISC Manual as the IBC. of Steel Construction and AISC Code of Standard Practice. Use welders meeting the requirements of the AWS Standard Qualification Procedure. Comply with AWS D1.1,Structural Welding Code. Date Revision Portions of work that require soecial inspection: 1. All steel shall conform to the following: Construction: Beam. ASTM A992 Grade 50 1.Steel Cons tion: Per Section truc of the IBC. Tube Steel-Rectangular: ASTM A500 Grade B-46 Pipe Steel-Round: ASTM A53 Grade B 2.Concrete Construction: Miscellaneous: ASTM A36 Installation of expansion bolts,epoxy dowels,and special concrete anchors,used for the connection of structural 2. Bolts shall conform to ASTM A325N. Anchor bolts shall conform to ASTM A307. Bolt size shall be 3/4" steel to concrete and for adjoining two concrete dements,shall require special Inspection as follows: diameter unless noted otherwise. Installation shall be in accordance with AISC Specifications for Structural Joints GRAPHIC LEGENDS The special inspector shall verify that the material is as specified in the Contract Documents and that the Using ASTM A325 or A490 Bolts. Installation Is in compliance with the manufacturers recommendations. Inspections shall be periodic with a 3. All welds shall be made with E70XX electrodes. frequency of Less than 10 anchors: all anchors 4. Prime all steel with approved primer paint to exposed bolts,welds,and abraded shop paint areas. More than 10 anchors: 10%of the anchors shall be inspected Bolted wood ledgers do not require special inspection unless specifically noted on the plans. 5. All column base plates shall have 1"minimum grout to provide continuous bearing. 3.Soils B. GROUT AND ANCHOR BOLTS Prior to the construction of all footings,Including Isolated pads supporting porch and deck elements,the special 1. Drypackgrout shall be shrink resistant Embeco 153 or equivalent. inspector shall determine that the supporting soil is in compliance with the soil report or assumed design or Q parameters. The special inspections for existing site soil conditions,fill placement,and load-bearing requirements shall follow Section 1705.6 of the 2015 IBC. This portion of the Special Inspection may be 2.Expansion bolts shall be Simpson"Wedge-All"or approved wedge type,installed in accordance with the performed by the Geotechnical Engineer. manufacturers requirements. 3. Headed anchor studs(H.D.A.S.)shall be attached to structural steel according to the stud manufacturer's SHEET INDEX Title recommendations. 4. Anchor bolts embedded in concrete shall be placed with setting templates. S.0.1 General Notes & Legends General Notes S.2.1 Structural Plan Views & Legends 5. Location and coordination of anchor bolt placement shall be the responsibility of the steel fabricator. Steel S.6.1 Details fabricator shall supply anchor bolt setting plan. C. STEEL CONNECTIONS Drawing No. 1. Provide bolted connections for steel beams per the AISC Manual of Steel Construction. Except where otherwise shown,provide connections to support loads equal to one-half the total uniform load capacity of the r member. 0 2. A minimum of two bolts shall be used for all connections. Size and grade shall be determined by the M fabricator. I- U // z M �L JJ ii ii 1 __ __ -MI �.._ W -000oi P Z t \ \ WW01 fa \ Z5 I-(')8 W 2 \ 2-2%4 W W w M m m \\\ :� 2-2x8_ DOO R W ` LOCATE THIS BEAM O Z O o \ .`'�3-16"LVL yy °i <0 o¢ N [BY OTHERS] TT i 12 N1 CONTINUOUS1 "LVLA y 3-14"LVL CRAWL O Z M U L9W I I 5.6.1 i SPACE BEAMS CO W WBx,. O y� . W W I.. HU548 L1 1/4 NAILGiJ - 12 `v rc w o / (E) TYP. } NOTE 2 LUS213 : S.6.1 - - y v o JOISTS / HNGRS ti m ai i I. EXISTING ` L �� (E) x8 `� ti ___ BEARING LINES rn rn 0 16 O.C. I p 1. ADD 1-9 1/2"LVL TO EXISTING 2-9 1/2"LVL'S L90 3-16 LVL ---- J TYP '�1 %I 1W6x15 4-4 S.6.1 J1 S.6.1 (3-9 1/2"LVL'S TOTAL REQUIRED); SCAB WITH 'i (E) ' LIsv (2)LEDGER-LOK SCREWS AT 16"O.C.; PROVIDE P [BY OTHERS] i� J'1 [1 1/4"NAILER] L90'S AT EACH END. L.NEW POST ' i JOTS N9S 2 �( I w ABOVE; BLOCK W / Px6 0 1• O.C. I6, N �+ TO BEAM �`+ / / N - d / LOCATE THIS BEAM TO y I I I I - o - o / / i� x x o STACK ABOVE 316"LVL (n I I m y m y / / NI- ,n CRAWL SPACE BEAM - L I I m' te a/ / 0, p 7 BELOW m E L J_I /// LI S.6.1 0 / " 2 S.6., NOTES: 0 CD C_ 0' 1.FLOOR DESIGN ALLOWS FOR A 1.5"CONCRETE TOPPING. •I;, c 0 2.EXTEND STEEL BEAMS TO ACCOMMODATE HANGERS. FOUNDATION PLAN MAIN LEVEL RAMING PLAN = SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0' O Q 2 _c a N 0 0 Q V Cn L Cr) co g 4- C © f i� i �/ \/ /ro�pDO LCFI',, W ,.• 4FJ-�EAMr -- I (E)BEAM •w 27036 ': r 0_ THE DESIGN IS BASED ON ASSUMED EXISTING CONDITIONS.COORDINATE FINAL DESIGN AND DETAILS '',,O.n 02(.� P'•06/.... WITH THE ENGINEER UPON EXPOSURE OF STRUCTURAL INFORMATION. '•,,,SSLONAL �G:�• (E)DENOTES EXISTING M (N)DENOTES NEW _ _(E)BEAM_ _ __ (E)BEAM I.tt-. Y m Project No. 2034 m o Date: 9/2/2022 I mo ___ BEAM—__ - -- -__ E BEAM y By: EPK Date Revision COI UMN LEGFND m� , 1 COL.BY OTHERS 1. DENOTES COLUMN BELOW. L'jL_- _(E)-BEAM.---- }--_ (E)BEAM 5, ,__-_ 2. ID DENOTES COLUMN ABOVE OR TRANSFERED THIS LEVEL. Or- , 3. El DENOTES CONTINUOUS COLUMN. m[ -� / 4.K.P.=KING POST z / 2 5.D.T.=DOUBLE TRIMMERS i SCAB 1 3/4"x 11"±LVL TO EACH SIDE OF 6. PROVIDE ENOUGH STUDS TO MATCH WIDTH OF SUPPORTED BEAM. L1 �) EXISTING TIMBER BEAM; INTERIOR ONLY; 7.COLUMNS ARE 2-2x6 MINIMUM,UNLESS NOTED AS INDICATED BELOW. WHERE COMBINED TYPICAL 4 BEAMS; ATTACH W/(2) WITH TRIMMERS,DESIGNATION IS THE OVERALL COLUMN SIZE--(TRIMMERS PLUS KINGS). © I MIIIIIIIIIIIIW LEDGER-LOK SCREWS AT 24"O.C.; 2"EDGE __ DISTANCE; 2"PENETRATION. WOOD HEADER SUPPORTS STFFI --- OTHERS p - 3-2x6 JQ - D.T.W/2 KING ® - HSS 3 x 3 x 1/4 6 2-7H 1/4Y VL MIN ® - 4-2x6 ® - 3 TRIMMERS W/ 5.6. © - 5-2x6 2 KING - 3-2x4 / MIN. ® - 4 2x4 ® - 5-2x4 Title © - 6 x 6 POST Structural ® - 10 x 10 POST Plans Drawing No. ROOF FRAMING PLAN SCALE: 1/4" = 1'--)" S.2.1 0 0.1 I- EXISTING TIMBER U BEAMS Z co G7 N N W -0 O U Z D -c (0 O a'm z I-UN E W W W N gW J M ) DETAIL 4 S.6.1 re I Q r)` J (O 00)O Z W14x34 BENT 0 Z O,0N DETAIL 3/S.6.1 .y Q m t`'E TYPICAL I- 2 Q o) s DETAIL 5/S.6.1 W o U N Z <`) re w NOT USED 1 HSS 3x3x1/4 COLUMN HSS 3x3x1/4---.' 8" I 8" " COLUMN 2 t \ MTMLIMERM, / DETAIL 2/5.8.1 • LIMN . PL A a) HIGH STRENGTH GROUT 3/4'x 5"z 1'-4" E ..I I��I`I ----3/4"0 x 7"EXPANSION BOLTS EXISTING FOUNDATION 0 y-) UWHE EGE DIST.IS MORE THAN 7 1/2" 1- II %2,x 10"EPDXY ANCHORS(6"EMBED) I— -' LJ WHERE EDGE DIST.IS LESS THAN 7 1/2" BENT ELEVATION c (A ELEVATION VIEW 2 6 'c c 0 c a)o_ 0 < a a- 2 -C EXTEND BUCKET HEIGHT TO NEW STEEL BENT EXISTING WALL FRAMING y-+ HIDE GAP IF BEAM IS SHORT. 0 O a 8d NAILS AT 6"O.C. CO CO PL 1/4 BUCKET W/ T� a CO (2)5/8"0 BOLTS I� Orp _1I CO - 2z8 JOISTS AT 16"O.C. a 3 + EXISTING TIMBER EXISTING TIMBER C BEAM BEAM HANGER; SEE PLAN EXISTING SOUD BLOCKING 2x8 LEDGER W/ (21 LEDGER-LOK SCREWS AT COORDINATE FINAL DETAIL WITH 16 O.C.; 2"PENETRATION; ENGINEER ONCE TIMBER SIZES ARE 2"EDGE DISTANCE DETERMINED. 3 7 N I I III _f 1 1/4"NAILER W/ r— "'••, 3/8"0 CARRIAGE BOLTS o9,POO LicE.;•', o 24"O.C.; STAGGER •:OV ppUL k3(..%',• STEEL BEAM; SEE PLAN 1 1/2"TOPPING l s�' p; :w 27036 � .•yr...£+KQ6L T E%ISTING j i SLONAL E''= II 1r1 r1 L� 2x6 JOISTS(EXISTING) Project No. 2034 SOUD LVL PACKOUT W/ Date: 9/2/2022 HANGER; SEE PLAN 5/8"0 BOLTS AT 32"O.C. By: EPK COMPLETE PENETRATION WELD Date Revision 4 NOT USED 8 STEEL BEAM; SEE PLAN 1/4 W-BEAM; SEE PLAN \ ��EXTEND BEAM AT INTERIORENDS TO i ILL ACCOMMODATE LAL HANGERS to "MI < Title COMPLETE PENETRATION n BUILT-UP COLUMN; WELD PL 1/2 x 6 1/2 x 6 3/4 SEE PLAN W/2-3/4"BOLTS PL 7/16 x 6 3/4 PL 1/4z5z6 W/ Details (MATCH FLANGE SIZE) (4)SOS 1/41,2.5 (3"APART) STEEL COLUMN; Drawing No. SEE PLAN 16. 5 NOT USED 9 12 S. N CO