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HomeMy WebLinkAboutFile Documents.1419 Crystal Lake Rd.0009.2017 (44).ARBK STL. COLUMN TYPICAL(2) 3/4"0 ALL AISC AND AWS 1. WIDE FLANGE SHAPES:STRUCTURAL STEEL 4 1/" 1 1/2" e STL. COLUMN PER PLAN STL. BASE PLATE 1/4 V 1/4 V PER PLAN TYP. TYP. W GENERAL NOTES oddo DRILL AND REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION 1. DESIGN DATA: oddo ■ '- r5i.O 1/4 I, - 4" EPDXY. 6" EMBED 4 111n�. 4" PER ASTM SPEC.A992,Fy=50 ksi ROOF LOAD L.L.=75 PSF D.L.= 20 PSF VERIFICATION AND INSPECTION I CONTINUOUS I RANDOM REFERENCED CODE AND SECTION GROUND SNOW LOAD 105 POE w a ,,, 2. OTHER ROLLED SHAPES AND PLATES: FLOOR LOAD W/CONC. L.L.=40 PSF D.L.= 40 PSF it w8'.-... �'�-"- 1. MATERIAL VERIFICATION OF ASH-STRENGTH BOLTS, PER ASTM SPEC.A36,Fy=36 ksi WIND LOAD 90 MPH(0 30 HEIGHT)EXPOSURE B 3/4" BEARING Lo ASPHALTIC �� NUTS AND WASHERS: SEISMIC DESIGN CATEGORY B '" PLATE TYP. ,� 1 1/2" GROUT C. 3. PIPES: MASTIC COATING. A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM AISC 360,SECTION A3.3 AND PER ASTM SPEC.A501,Fy=36 ksiOPTION, REMOVE I _ 2. THE FRNATIONA CODED AND EDITIONS WHERE N)STANDARDS SPECIFIED IN THE APPROVED X APPLICABLE ASTM MATERIAL INTERNATIONAL BUILDING CODE(2015 EDITION)PLAN 1/2" SIDE PLATECONSTRUCTION DOCUMENTS. STANDARDS 4. STRUCTURAL TUBING: AFTER COLUMNTYPICAL 1/2" THILLOY PER ASTM SPEC.A500,GRADE B,Fy=46 ksi ACI BUILDING CODE(ACI 318-14) STL. COLUMN 3/4" BEARING ' STL. SIDE PLATE B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE AISC MANUAL OF STEEL CONSTRUCTION(13TH EDITION) IS STABILIZED engineering PER PLAN TYP. PLATE TYP. V 1/4 W/(2) 3/4"0 ALL REQUIRED. - X - 5. ANCHOR BOLTS: NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION(LDS 2015) Odr): PER ASTM SPEC.A307 AITC TIMBER CONSTRUCTION MANUAL(Sth EDITION) SECTION THREAD DRILL AND ELEVATION 2. INSPECTION OF HIGH-STRENGTH BOLTING SEAC SNOW LOAD PUBLICATION 713 COOPER AVE 3 4"0 ALL-THREAD EPDXY. 4" EMBED 6. BOLTS WOOD CONNECTIONS: SUITE GOD / A. SNUG-TIGHT JOINTS. - X AISC 360,SECTION N6(1) PER ASTM SPEC.A307 3. DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL BASEMENT SLAB AND GLENWOOD SPRINGS, DRILL AND EPDXY o 0 1 1/2" GROUT MAIN FLOOR ARE IN PLACE. CO 81601 (6") EMBED TYP. 1 1/2" HIGH- - z_ 3" 1 1 2" B. PRETENSIONED AND SLIP-CRITICALJOINTS USING 7. BOLTS AT STEEL CONNECTIONS: 970-945-1008 1 1/2 TURN-OF-NUT WITH MATCHMARKING,TWIST-OFF - X AISC 360,SECTION N6 2 PER ASTM SPEC.A325 STRENGTH N TYP. () 4. ANY CHANGES MADE TO ANY ONE OF THESE DRAWINGS WITH OUT GROUT TYP. 12"SO'/� i= BOLT OR DIRECT TENSION INDICATOR METHODS OF CONSENT OF ODDO ENGINEERING,INC.RELIEVES ODDO ENGINEERING,INC. ENGINEER A.A.O. i�i� i /suf _N I■ INSTALLATION. OF ANY LIABILITY OF THE CONSTRUCTION DOCUMENTS. DRAWN BY B.A.H 8. BOLT HOLES 1/16"GREATER THAN BOLT SIZE EXCEPT FOR ANCHOR BOLT �1 O C. PRETENSIONED AND SLIP-CRITICALJOINTS USING WHICH ARE 3/16"GREATER THAN BOLT SIZE UNLESS NOTED OTHERWISE. ��p - 5. THE SOFCONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANSE AND • TURN-OF-NUT WITHOUT MATCHMARKING OR X AISC 360,SECTION N6(3) METHODS OF CONSTRUCTION INCLUDING,BUT NOT LIMITED TO SHORING, NOTE: O °i CALIBRATED WRENCH METHODS OF INSTALLATION. 9. DETAILING: BRACING AND TEMPORARY EXCAVATION. ANCHOR BOLTS 1/2" Fi' ONE PER AISC STRUCTURAL DETAILING SIDE 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND 00 REG CONC. STEM WALL MAY BE USED IN 5 1/2" COLD-FORMED STEEL DECK: 10. SUBMIT SHOP DRAWINGS TO ARCHITECT FOR REVIEW BY ENGINEER PRIOR 6. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS,ELEVATIONS AND SITES gyp. / LIEU OF DRILL AND TO FABRICATION.THE SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL CONDITIONS BEFORE STARTING WORK AND NOTIFY THE ARCHITECT AND 0 9, pl MIN OR PAD. ELEVATION EPDXY ALL-THREAD ENGINEER IMMEDIATELY OF ANY DISCREPANCIES.DO NOT SCALE y.`OE A. FOR STRUCTURAL STEEL,IDENTIFICATION MARKINGS CONTRACT DRAWINGS.IT IS THE CONTRACTOR'S RESPONSIBILITY TO Q f�#� 1�1 TO CONFORM TO AISC 360. - X AISC 360,SECTION A3.1 DRAWINGS. 8, I O PLAN SECTION, MAKE SURE ITEMS ARE CONSTRUCTED PER ORIGINAL DRAWINGS. rig ..2d 'K/1(?�u B. FOR OTHER STEEL,IDENTIFICATION MARKINGS TO 7. ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE '` `1CCCC 11. FABRICATION AND ERECTION: TYPICAL STEEL COLUMN BASE DETAILS O ALTERNATE STEEL COLUMN BASE DETAILS O CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPLICABLE ASTM MATERIAL PER AISC MANUAL OF STEEL CONSTRUCTION WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT 1,THE APPROVED CONSTRUCTION DOCUMENTS. STANDARDS ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH �.[ 12. WELDING PER STANDARDS OF AMERICAN WELDING SOCIETY.ELECTRODES WORK SO INVOLVED. Sro(:f�\,�` C. MANUFACTURER'S CERTIFIED TEST REPORTS. X AWS A 5.1 E-70 SERIES.SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS HAVE EVIDENCE OF PASSING THE AMERICAN 8. RESOLVE ANY CONFLICTS ON THE DRAWINGS WITH THE ARCHITECT AND 2-14-2017 LET PLATE 4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS: WELDING SOCIETY STANDARD QUALIFICATIONS TEST AS DETAILED IN AWS ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. TYP. 3" 1 1/2 INTO A. IDENTIFICATION MARKINGS TO CONFORM TO AWS AISC 360,SECTION A3.5 AND D1.1. 9. COORDINATE ALL OPENINGS THROUGH FLOORS,WALLS AND ROOF WITH 3/16 V COLUMN SPECIFICATION IN THE APPROVED CONSTRUCTION - X APPLICABLE AWS AS DOCUMENTS THE APPROPRIATE TRADES.NOTIFY ENGINEER IF ANY OPENINGS ARE TO / DOCUMENTS. 13. COPES,BLOCK AND CUTS: BE CUT IN STRUCTURAL COMPONENTS. ALL RE-ENTRANT CORNERS SHALL BE SHAPED NOTCH-FREE TO I,,I- //11� COLUMN B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE - A RADIUS OF AT LEAST 1/2". '�" - _ 10. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED I I n PER PLAN REQUIRED. X 14. PAINT ALL STRUCTURAL STEEL WITH ONE SHOP COAT PRIMER OVER TO THE EARTH. 5. INSPECTION OF WELDING: CLEAN METAL - ,, BEARING 3"MIN. 11. PROVIDE A36 ALLTHREAD RODS FOR EPDXY ANCHORS. 1/2" BEARING ' PLATE SEE COVER 1/2" ISOLATION JOINT A. STRUCTURAL STEEL AND COLD-FORMED STEEL '/' PLATE TYP. - DET. 1/S1.0 DECK: REINFORCING STFFI 12. INJECTION ADHESIVE SHALL BE HIT RE 500 AS FURNISHED BY HILTI INC. f 1 1/2" MIN. HIGH- OR APPROVED EQUAL. &N ELAN. SLAB PER STRENGTH GROUT 1) COMPLETE AND PARTIAL JOINT PENETRATION 1. REBARS: POST PER PLAN. PLAN GROOVE WELDS. X - DEFORMED STEEL,ASTM SPEC.A615 GRADE 60. NOTE: T.O. SLAB i, ALL REBAR BENDS TO BE MADE COLD. 0 ANCHOR BOLTS 2) MULTIPASS FILLET WELDS. x - FOUNDATION AND EARTHWORK 1/4" x 4" STEEL STRAP MAY BE USED �I® IW_ PER PLAN 2. CONCRETE PROTECTION: EACH SIDE W/(2) IN LIEU OF ��-011• 3) SINGLE-PASS FILLET WELDS>5/16" X AWS D1.1 SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER 1" 1. FOUNDATION DESIGN IS BASED ON: ww'' 4" GRANULAR > �� �.�.;: T.O.F. L.L CONCRETE DEPOSITED AGAINST EARTH WITHOUT FORMS 3 ASSUMED ALLOWABLE BEARING PRESSURE 2000 psf 3 4"0 M.B. DRILL AND MATERIAL - 4) PLUG AND SLOT WELDS. x - / �_ PER PLAN ASSUMED ACTIVE LATERAL EARTH PRESSURE=45 pcf r Cl) EPDXY ALL- 3/4"0 ALL-THREAD THREAD TOP MAT a 5) SINGLE-PASSFILLET WELDS""5/16" - X 3. CONCRETE EXPOSED TO WEATHER AFTER FORMING: THE ABOVE ALLOWABLES ASSUME THE FOOTINGS WILL BEAR ON OCCURS, #6 REBAR AND LARGER 2"CLEAR UNDISTURBED NATURAL SOIL WHICH IS NON-EXPANSIVE AND NOT PRONE Q DRILL AND EPDXY - : (WHERE TO EXCESSIVE CONDITION.SPECIFIC SOIL PROPERTIES SHALL BE VERIFIED 6) FLOOR AND ROOF DECK WELDS. - X AWS D1.3 #5 REBAR AND SMALLER 1 1/2"CLEAR W (6") EMBED TYP. I M�I SEE PLAN) BY THE SOILS ENGINEER UPON EXCAVATION AND PRIOR TO FOUNDATION N B. REINFORCING STEEL: 4. BAR LAP: PLACEMENT. O M �' maiI I BOTTOM "/\\/\\/; ¢ CONCRETE: 40x BAR DIAMETER,24"MINIMUM.UNLESS NOTED MAT '�U 1) VERIFICATION OF WELDABILITY OF REINFORCING 2. CONTRACTOR TO PROVIDE,AT HIS EXPENSE,FIELD DENSITY TEST ON OTHERWISE. I 1 PER PLAN STEEL OTHER THAN ASTM A 706. X COMPACTED FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE. A 0 MASONRY: 45x BAR DIAMETER,24"MINIMUM.UNLESS NOTED l- BEARING ON OTHERWISE. MINIMUM OF 1 REPRESENTATIVE TESTS SHALL BE TAKEN FOR EACH 2) REINFORCING STEEL RESISTING FLEXURAL AND FOOTING AND SLAB-ON-GRADE. UNDISTURBED STAGGER SPLICES AXIAL FORCES IN INTERMEDIATE AND SPECIAL NATURAL SOIL MOMENT FRAMES,AND BOUNDARY ELEMENTS OF X - AWS D1.4 ACI 318: SECTION 3.5.2 3. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPACTED SO THAT 5. REINFORCING IN CONCRETE PLACED AGAINST EARTH WITHOUT FORMS IS J CONC. STEM WALL SPECIAL STRUCTURAL WALLS OF CONCRETE AND CONDITIONS MAY BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR OR PAD FOOTING FI FVATON( ELEVATION SHEAR REINFORCEMENT. TO BE SUPPORTED WITH ED NON-METALLIC CHAIRS OR ANOTHER CONCRETE B METHOD APPROVED BY THE E ENGINEER. 0 M 3) SHEAR REINFORCEMENT. X - 4. ALL INTERIOR NON-BEARING,NON-SHEAR WALLS SHALL HAVE TYPICAL TAB POST BASE DETAILS O PAD FOOTING DETAIL ® 6. PLACE(2)#5 2"FROM ALL SIDES OF OPENING(8 BARS TOTAL)WITH RAMSET/REDHEAD POWDER ACTUATED FASTENERS 1500,1600 OR 1900 4) OTHER REINFORCING STEEL. x 2'-0' PROJECTION ON EACH END OF ALL WALL OPENINGS. SERIES OR APPROVED EQUAL AT 24"o.c.,1"MINIMUM PENETRATION. _16. INSPECTION OF STEEL FRAME JOINT DETAILS FOR 5. FINISHED EXCAVATION FOR FOUNDATION SHALL BE NEAT AND < 0 c i COMPLIANCE: TRUE-TO-LINE WITH ALL LOOSE MATERIAL AND STANDING WATER ii MORTAR & A. DETAILS SUCH AS BRACING AND STIFFENING. - X STRUCTURAL WOOD REMOVED FROM EXCAVATIONS. U _\_ DRAINAGE MAT 6. THE GROUND SURFACE SURROUNDING THE EXTERIOR OF THE BUILDING PER ARCH'L B. MEMBER LOCATIONS. X 1. ALL WOOD MEMBERS SHALL BE FIR, MAX MOISTURE SHOULD BE SLOPED TO DRAIN AWAY FROM THE FOUNDATION IN ALL V) O COLUMN OR CONTENT MARKED BY A RECOGNIZED(ZED GRADING AGENCY. BEAM PER PLAN C. APPLICATION OF JOINT DETAILS AT EACH DIRECTIONS.IT IS RECOMMENDED THAT A MINIMUM SLOPE OF 12 INCHES REINFORCEMENT NOT LESS THAN CONNECTION. - X 2. WOOD GRADES(UNLESS NOTED OTHERWISE): IN THE FIRST 10 FEET IN UNPAVED AREAS,AND A MINIMUM SLOPE OF 3 Z INCHES IN THE FIRST 10 FEET IN PAVED AREAS BE PROVIDED. 0 CO 2"x 2"x 16 GA.GALVANIZED WIRE I41, SIMPSON MESH. 2-PLY WATERPROOFED (A) FOR HORIZONTAL MEMBERS: W �I TOP OF PIER ABU BASE PAPERBACKED. ANCHORED TO WOOD JOIST AND RAFTERS GRADE#2 LLJ } !I" OR METAL STUDS WITH 2"GALVANIZED BEAMS AND STRINGERS GRADE#1 GQNCARFTF IL z PER PLAN''[[ , "/1111 STEEL WIRE FURRING NAILS 0 4"O.c. LEDGERS GRADE#1 FINISH GRADE py WOOD OR METAL I�� AND 0 TOP AND BOTTOM WITH NOT r , (n J c 1. CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN v \�\\�� STUDS®16"o.. LESS THAN 8d COMMON WIRE NAILS (B) FOR VERTICAL MEMBERS: I.I..I 12" SONOTUBE AT 8"o.c. 2x4 STUDS CONSTRUCTION GRADE ACCORDANCE WITH THE LATEST EDITIONS OF AMERICAN CONCRETE 7 \\\� INSTITUTE BUILDING CODE ACI 318 AND SPECIFICATIONS FOR STRUCTURAL Q Z 1 2x6 AND LARGER STUDS GRADE#2 CONCRETE FOR BUILDINGS ACI 301.PROVIDE HOT OR COLD WEATHER U M /� ,`MU, POSTS AND TIMBERS GRADE#1 PROTECTION PER ACI 305 AND 306./ MINIMUM 1 1/8" VENEER TIES. CORROSION RESISTANT SPECIAL INSPECTION - AN OVERVIEW 2x4 AND 2x6 STUDS SHALL BE FINGER JOINTED FOR VERTICAL USE /w PENETRATION WIRE. MINIMUM 12 GAGE, THREADED ONLY. V• T 3 5 DOWELS THRU EXPOSED ANCHOR TIE LOOPS Ce INTFRNATONAL BUII DING CODE ONLY.2015 2. SUBMIT MIX DESIGNS TO ARCHITECT FOR REVIEW BY ENGINEER A MINIMUM y (3) # OF ONE WEEK PRIOR TO FIRST CONCRETE DELIVERY.NO ADMIXTURES g AND WITH LEGS OF MINIMUM 15"LENGTH 3. CUTTING,NOTCHING OR DRILLING OF BEAMS OR JOISTS TO BE PERMITTED CEMENT GROUT ��� BENT AT RIGHT ANGLES.LAID IN STONE A SPECIAL INSPECTOR IS A PERSON WHO HAS BEEN APPROVED BY THE BUILDING OFFICIAL TO PERFORM CERTAIN TYPES OF ONLY AS DETAILED OR APPROVED BY THE ENGINEER. CONTAINING CHLORIDE SALTS ARE PERMITTED. CONCRETE SHALL NOT BE 1"MIN. !� MORTAR JOINT,ENDS BENT IN 2"RIGHT INSPECTION AS DETAILED IN THE IBC SECTION 1704.THESE GENERALLY INCLUDE: IN CONTACT WITH ALUMINUM. CL n @B ANGLE.(FOR EVERY 2'SQUARE FEET OF 4. UNLESS OTHERWISE SPECIFIED,ALL NAILING SHALL CONFORM TO THE STONE VENEER) 1. INSPECTION OF FABRICATORS: LATEST EDITION OF THE I.B.C. 3. CEMENT To BE MIXED PER ASTM C94. in ',1 gill WHERE FABRICATION OF STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES ARE BEING PERFORMED ON THE 4. CEMENT: l U PREMISES OF THE FABRICATOR. NOTE EXCEPTIONS FOR APPROVED FABRICATORS. 5. ALL NAILS SHALL BE STANDARD COMMON NAILS. ASTM C150,TYPE II,LOW ALKALI. 2. STEEL CONSTRUCTION: 6. ALL BOLTS FOR WOOD CONNECTIONS SHALL BE A307,GRADE A. SEE AISC 360-10 FOR DETAILED INFORMATION REGARDING INSPECTIONS.MAJOR AREAS UNDER STEEL CONSTRUCTION ARE: 5. AGGREGATE: \/\\!\ \ \ . A.MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS,NUTS.&WASHERS. 7. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY SHALL BE PER ASTM C33,MAXIMUM 1" / � B.INSPECTION OF HIGH-STRENGTH BOLTING. PRESSURE TREATED DOUGLAS-FIR. REINFORCINGi PER PLAN BEARING ON P C.MATERIAL VERIFICATION OF STRUCTURAL STEEL. 6. MAXIMUM WATER/CEMENT RATIO,BY WEIGHT: PER PLAN UNDISTURBED D.MATERIAL VERIFICATION OF WELD FILLER MATERIALS. 8. ANCHOR BOLTS SHALL BE PLACED 9"FROM END OF A BOARD OR FROM W/c=0.50 NATURAL SOIL E. INSPECTION OF WELDING FOR BOTH STRUCTURAL STEEL AND REINFORCING STEEL. 0" MAX. A NOTCH AND SPACED AT INTERVALS AS NOTED. F. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS. 7. AIR ENTRAINMENT: 9. ALL BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD 4.0-7.0% SONOTUBE PIER AND FOOTING DETAIL O TYPICAL STONE VENEER DETAILS © 3. CONCRETE CONSTRUCTION: CUT WASHERS. SPECIAL INSPECTION NOT REQUIRED FOR STRUCTURAL CONCRETE PER SECTION 1705.3.SEE CONCRETE NOTES FOR 8. FLY ASH MATERIAL TESTING REQUIREMENTS. 10. ALL BOLT HOLES IN WOOD SHALL BE DRILLED 1/32"DIAMETER LARGER MAXIMUM 20%OF MASS OF CEMENTITIOUS MATERIAL oA 4. SOILS: THAN NORMAL BOLT DIAMETER. 9. MAXIMUM TEMPERATURE IN MIXER: PERMIT 02.14.2017 INSPECTION OF SITE PREPARATION PRIOR TO PLACEMENT OF PREPARED FILL, VERIFICATION OF FILL MATERIALS AND 11. ALL FRAMING HARDWARE SHALL BE AS MANUFACTURED BY"SIMPSON 90 DEGREES F 3 4"0 ALL-THREAD CONC. WALL CONC. WALL MAXIMUM LIFT THICKNESS,AND VERIFICATION THAT IN-PLACE DENSITIES MEET SOILS REPORT SEE SECTION 1705.6. COMPANY"OR ENGINEER APPROVED EQUAL.ANY SUBSTITUTIONS WITH 10. SLUMP: DRILL AND EPDXY CUSTOM FABRICATED CONNECTORS SHALL CONFORM TO SIMPSON q"±1".NO WATER SHALL BE ADDED ON SITE. (4") EMBED TYP. SPECIFICATIONS INCLUDING PLATE THICKNESS,WELDS,BEARINGARINGAREAS, SIZE AND NUMBER AND LOCATION OF NAIL/BOLT HOLES. 11. MINIMUM STRENGTH: MIN. 12. PROVIDE BLOCKING OR BRIDGING PER LATEST EDITION OF THE I.B.C. . F'o=3000 PSI AT 28 DAYS AT STEM WALLS AND FOOTINGS - F'==4000 PSI AT 28 DAYS AT FLAT WORKS I--- 13. TOP PLATES OF ALL WOOD STUD WALLS TO BE(2)2x#2(SAME WIDTH 12. CURING SHALL IMMEDIATELY FOLLOW THE FINISH OPERATION.KEEP #3 DOWELS ® AS STUDS),UNLESS NOTED OTHERWISE. LAP 48' (MINIMUM)WITH NOT CONCRETE CONTINUOUSLY MOIST FOR AT LEAST 7 DAYS USING A - _ 12" o.c. SLAB & - 1 1 2" 0 I I'• 1 1 2" LESS THAN(6)16d NAILS EACH LAP AND NOT MORE THAN 12"BETWEEN POLYETHYLENE FILM SECURELY HELD IN PLACE OR AN ALTERNATE REINFORCING TYP TYPSHEATHING NAILS. METHOD APPROVED BY ARCHITECT. PER PLAN ROOF SHEATHING: STRUCTURAL 1"CLR. 1"CLR. 14. ADHESIVES USED FOR ANY FIELD GLUING SHALL CONFORM TO APA 13. TESTING: FINISH GRADE TYP. TYP. PLYWOOD OR OSB SHEATHING SHALL BE APA GRADE-TRADEMARKED C-D,EXPOSURE 1.ROOF DIAPHRAGMS SHALL BE 5/8" PERFORMANCE SPECIFICATION AFG-01. EMPLOY AN INDEPENDENT TESTING AGENCY ACCEPTABLE TO OWNER TO GENERAL NOTES BM. PER PLAN 40/20,APA RATED SHEATHING AT SLOPING ROOFS AND 3/4"48/24 RATED SHEATHING AT FLAT ROOFS. PLACE PANEL DESIGN CONCRETE MIXES AND TO PERFORM MATERIAL EVALUATION PLAN MID WAI I PLAN AT CORNS PLYWOOD T AT(MENSION EDGES WITH NAILSIATL6"o0.0 THE JOIST, INTERMEDIATE SUPPORTS WITHNNAILLINTS SHALL BE STAGGERED.S AT 12"o.0, USE 8d NAILS AT CH 5 2x4 STUDERS WALLHUNLESS NOTEDI0 AT 2x6 OTHERWISESOND WALL PLANS.OR(2)2x10 AT C143,C173,C31 ANDDE 7 D 39 DAYS CYLINDER TESTS.COMPLY WTH ASTM & DETAILS 1/2" THICK T.O.B. ELEV. VARIES. BEAM NOT 5/0"SEHATHING AND 10d NAILS AT 3/4"SHEATHING. stus STEEL PLATE SEE PLAN SHOWN FOR 16. PROVIDE BUILT-UP WOOD COLUMNS OF(2)2x6 AT 2x6 STUD WALL OR 14. GROUT UNDER COLUMN BASE PLATES ETC,WITH HIGH STRENGTH, 3/4".1.-0"U.N.O. ¢% /\ (2) #4 CON T. TOP OF . CLARITY EXTERIOR WALL SHEATHING: (2)2x4 AT 2x4 STUD WALL OR A MINIMUM NUMBER OF STUDS TO NON-SHRINK,NON-METALLIC GROUT EQUIVALENT TO MASTERFLOW NO. PROJECT BEARING ON 3/16 r EQUAL SUPPORTED BEAM WIDTH UNLESS NOTED OTHERWISE ON PLANS. 713 APPLIED PER MANUFACTURER'S RECOMMENDATIONS UNDISTURBED n CONC. 1600E 38 PLYWOOD OR OSB SHEATHING SHALL BE APA GRADE-TRADEMARKED C-D,EXPOSURE 1.SHEATH ALL EXTERIOR WALLS WITH ANATURAL SOIL � f, - ',�� 1/2",APA RATED PLYWOOD SHEATHING, 20/0 WITH 8'-0"DIMENSION VERTICAL. BLOCK ALL EDGES. END JOINTS SHALL GI IIE I AMINATFD WOOD 1600-38 S4.X Detoils.dwg 6" 1/4" U - PLATE1. - • ' I- BE STAGGERED.STUDS SHALL BE 16"o.c. ATTACH PLYWOOD WITH 8d NAILS AT 6"o.c.AND AT INTERMEDIATE SUPPORTS W/(2) 3/4"0 M.B LII'= I I.= � WITH 8d AT 12'o.c. 1. MATERIALS,MANUFACTURE,AND QUALITY CONTROL F�R TURAL I ill FLOOR SHEATHING: GLUED LAMINATED TIMBER SHALL BE IN CONFORMA JC,// , LAMINATED TIMBER"AND AITC 117,"DESIGN AND • rAA �ACAN if $ a ' 7 PLYWOOD OR OSB SHEATHING SHALL BE APA GRADE-TRADEMARKED C-D,EXPOSURE 1.FLOOR DIAPHRAGMS SHALL BE 3/4", )) / MIN. _ C MIN. c-' APA RATED STURDI-FLOOR PLACED WITH 8'-0"DIMENSION PERPENDICULAR TO THE JOIST SPAN.END JOINTS SHALL BE 2. MICROLLAM DRY CONDITION(LAMINATED VENEERVENESHALERBLLUMBER)ALLOWAB RI9Z E5� o J) STAGGERED.ATTACH PLYWOOD WITH APA GLUE.BLOCK ALL PANEL EDGES AND NAIL WITH 10d NAILS AT 4"o.c.AND AT Fy =2600 PSI F,, =285 PSI F. =750 PSI 01 f/"' ELEV. MID WALL ELEV. AT CORNER INTERMEDIATE SUPPORTS WITH 10d NAILS AT 10"o.c. SHEATHING SHALL BE T&G. ���yyy��,,, Si 0 3. ALL EXPOSED BEAMS SHALL CONFORM TO EXTERIOR ) I SLAB EDGE DETAIL O WOOD BEAM TO CONC.WALL DETAIL ® PER UNIFORM BUILDING CODE SECTION 2312.7. oddo it engineering 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, O O $ O O O O O O O O CO 81601 970—say-10 06 12'-0" 6-6" 13-0" 3'-0' 8-0" 8-0" 8-0" 8-0" 20-0' ENGINEER R.A.O. (� _I J DRAWN BY B.A.Hy Fl L a Lff ,�8 / I I I I I I — — 0 17 p 1 ,-00 REGI ":I I 2, A I I I I I I I 2-14-2017 3 eIL on �1 ww I 4 (E) TOP OF SLAB I I ® I I I I I I 3 3 I 99'-2" (V.I.F.) o 0 © — — — — — — — — — — 99 TOP OF SLAB r- ~~ A — — I Pi iLi I I I I I LCi I I I o0 L TOW (E) V.I.F.L r in J LF177- s t T.O.F. (E)88-5 7/8" N. © a ra J�y���� COO © �) CD 0 q� rL W -7 1 I OCNU ® V2 L®J Cu") w Ir— — 00 � _, w L p - F-I 3 NOTES: Q Q00® L I L ■ I 1 • oo - ® . ,-, ce o — J 00 1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, N. 10 7 —- 00 I— ® ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING I I I I I I I I ■■■� ® I WORK AND NOTIFY THE ARCHITECT AND ENGINEER O CY) oo r r I (E) TOP OF SLAB O�TYP. IMMEDIATELY OF ANY DISCREPANCIES. DO NOT SCALE J -J O O L r 88-9 3/8" (V.LF.) DRAWINGS. — r J L--- L J 2. DO NOT BACKFILL AGAINST CONCRETE WALLS UNTIL O CV J Or ■ _ rt O MAIN LEVEL FLOOR IS PLACE. I— 0 L L T �II I I 3. IF FOOTINGS ARE NOT BEARING ON UNDISTURBED //� F. E TOP OF SLAB o.W (F)se'—a" NATURAL SOIL, BEARING CAPACITY SHALL BE VERIFIED v, O :ter' OOQ TOT (F)88.-5 7/8" BY SOILS ENGINEER WITH A COMPACTION TEST. > Z CI CO "oo89'-9 3/8" (V.I.F.) _ . TYP. (E) ( )�II I r ® a 4. COORDINATE ELEVATOR REQUIREMENTS W/ARCHITECT A �J,J — Ce FTG. V F L — I r—, I y/0 PRIOR TO CASTING CONCRETE 1: LL1 r L = ® 0' N J Q r L I--- 00 O'/^\ L w _ 7 I • \f I LEGEND: Q O Z /LJ �• / \ 24" x 24" x 12" THICK PAD FTG. C �r I ■ r—J `O> \ ■- 8 O a O W/#5 ®12" o.c. EA WAY. L J J L� OJ L J f0 L7sr N' 36" x 36" x 12" THICK PAD FTG. © — — C r fl � r — 8 r r — — — © O W/N5 0 12" o.c. EA WAY. 11 ©O O 42" x 42" x 12" THICK PAD FTG. 11 T W/#5 ©12" o.c. EA WAY. T.O.W. (E)99'—I0" ro L 54" x 54" x 12" THICK PAD FTG. T.O.F. (E)85.-9 3/8" O W/#5 ®12" o.c. EA WAY. H o W.TC. (E)99'-7" a 60" x 60" x 12" THICK PAD FTG. TC.F. (E)85'-9 3/8" O W/#5 ®12" o.c. EA WAY. E BOULDER T.O.W. (E) V.I.F. (E) T.O.F. (E)85.-9 3/8" 6 3W/6"//x5 72"®12"x 12" o.c.THICKEAWAY.PAD FTG. WALL, V.I.F. I I r 7 SOLID 6x6 POST T.C.W. (E)89-9 /8 PERMIT DATE 02.14.2017 El O -- 1— ✓i a 1 T.C.F.C.F. (E)8 '— " O 3/8" 0 HSS4x4x1/4 O — — — — — — in Ir I 1 0�I — — i — — — — CIO HSSSx5x3/8 O L _I 1 .("Ti), (3) LSL 2x6 KING STUDS, (1) LSL 2x6 TRIM STUD CONTINUOUS a 1....rr J QO© L - STEP FOOTING I II 1411 STEP WALL = TOP OF WALL STRUCTURAL T.O.W. T.O.F. = TOP OF FOOTING FOUNDATION / I I I I ® WOOD COLUMN EQUAL TO LOWER LVL PLAN WIDTH OF BEAM ABOVE, UNO.) SCALE ii • STEEL COLUMN PROJECT 1600E 38 �A A.5 �B �D E.5 ® G 40 1600-38 52.1 LL.dwg 1k4tfriiglip,„,. FOUNDATION / LOWER LEVEL PLAN (*coot6/202gl1 SCALE: 3/16" = 1'-0" Eoft44144 S 2.1 oddo NOTES: it 1. FOR HEADER SIZES NOT SHOWN SEE GENERAL NOTES AND DETAIL 2/S4.0. engineering 2. PROVIDE BUILT-UP WOOD COLUMNS A MINIMUM 713 COOPER AVE NUMBER OF STUDS TO EQUAL SUPPORTED BEAM SUITE 200 ID 0 ���� GLENW00D SPRINGS, 970-945-1006 O 0C OD P P l r J f T 3 CCOLUMN DIMENSNS, IF ENTERLINE OF ICOO UMN.SHOWN, ARE TO THE DENGINEER R.A.O. RAWN BY 81601CO BAH I I I I 0 ' ' U I I J 0J m u I 1 ' li SHEAR WALL SCHEDULE: POO REG1 0' Ed ®4-12 WITH NO HOLD DOWNS AND NAIL SILL ; P I*• PLATE TO FRAMING BELOW WITH 16d ©8" o.c. .p!o ff P'f''t, t' r 8d ©4-12 WITH NO HOLD DOWNS AND NAIL SILL 2',!, O PLATE TO CONCRETE WALL W/1/2" BOLTS AT I 48"o.c. :SSbNAI :: - _ 8d ®4-12 WITH MSTC40 HOLD-DOWNS PER —r I I I O DETAIL 9/S4.1 AND NAIL SILL PLATE TO FRAMING 2-14-20r/ ® - - - - (E) T.O. SLAB - - - g - - - - - - - ® BELOW WITH 16d 8"o.c. 0 99.-2" (V.I.F.) TII 10d 3-12 WITH HDUS HOLD DOWN EACH END OW/7/8" W/6" EMBED DRILL AND EPDXY ANCHOR AND NAIL SILL PLATE TO CONCRETE ® 1 1 1 I WALL W/1/2" BOLTS AT 16" o.c. PROVIDE SHEAR 3 SHEATHING ABOVE AND BELOW OPENING. 0 0 1Od 0 2-12 OR 8d AT 4-12 EACH SIDE WITH irri: �.�. �, .uu." - - 0 E MSTC52 EACH END. EXTEND SHEAR WALL r �'� SHEATHING TO FOUNDATION. 0 p �� p I; Q Iii. '' \ / 8d 0 2-12 EACH SIDE WITH MSTC66 0 I HOLD-DOWNS PER DETAIL 9/S4.1 AND NAIL SILL II 17 O �i��� (E) 12" TJI ^ __ (E) 12" TJI % PLATE TO FRAMING BELOW WITH 2 ROWS OF 16d e IliO - V ,. 4" o.c. ALIGN JOIST BELOW WALL. © — — ® l el _ lam .� 0- F (E) 12" TJI , 6 if r (E) (3) 2x4 ®' I — V7 H I -- ---i�--� ro II COL. ADD (2) 11 7/8" ML OE- 0AA - Bj O 1. NEW EXTERIOR WALL SHEATHING SHALL BE NAILED O N QJ (E 12" TJI © JIB 11`7/8 M�y7 O [ (2) 11 7/8" ML PER GENERAL NOTES S1.0, U.N.O. C� W (E) 12" TJI 11 (2) - I. Q ] --�LL..I Y �- -- �y 2. NAILING DESIGNATION 10d AT 6-12 INDICATES J 1J, � ) 12 TJI IIL' 6_3/4 x 12_GI :�(E) 6 3/4 x 12 GI__ PANELS WITH NAILING OF 10d AT 6" o.c. AT ® _ o I PANEL EDGES AND 12" o.c. AT INTERMEDIATE Q 1 i© 7 0 I � SUPPORTS. Jce N a S4.0 SIM. (E) 12" TJI F (E) TOP OF PLY n (2) 11 7/8" ML l 3. WHERE NAILING IS LESS THAN 4" o.c., USE 3x OR of ;��-‘-•-.1-.�.--�������N'►•� :'� S'z O = -�--_` N 4x STUDS AT PANEL EDGES.WHERE PANELS ARE CO T C-)j11 Fr ON EACH SIDE OF WALL AND NAIL SPACING IS J �O � ) � 3 J ? v E 12" TJI S4.0 \ - -- - - --� w[ GREATER THAN 6" o.c, STAGGER PANEL JOINTS I O 1 (2) 11 7/8" ML OR USE 3x OR 4x STUDS. N _ -+ (E) W12x40�•- _ U ® (E) W 2x40 N �� �� 0 - ,r� 0 4. PERFORATED WALLS HAVE SHEATHING NAILED AS ! 1 hM� • 9 /� C INDICATED THE FULL WIDTH INCLUDING ABOVE AND �•/ y� TO 54.0 0 (E) 12" TJI __ (E) 12" TJI __ BELOW OPENINGS. HOLD-DOWNS ARE AT THE 4'F _ ENDS OF THE WALL. N O L--� -_� 0 �-- —-I i (E) TOP OF PLY 5. IN LIEU OF 3x OR 4x STUDS REQUIRED AT PANEL Z r CO I1 w II , 98.-7" (V.I.F.) JOINTS, ACCEPTABLE TO USE (2) 2x STUDS d -- (E) 12" TJI__ 1 E 12" TJI w FASTENED TOGETHER WITH (2) ROWS OF 10d A' LLJ �I -- ( ) -- ;.�Q �� LLLLLLI NAILS SPACED 6" o.c. L.f (N) W10x39 I- � �I 4.5 RBI Fl 4.5 J � (E) 12" TJI \ 7 6. SHEAR WALL LENGTHS ARE CONTINUOUS AND NOT / (/) �r 1 11 (N) ADDITION 4L 11 7/8" TT ,� S4.0 SPECIAL INTERRUPDETAITED LS ARE Y RUSED IITO CREATE UNLESSG WALLS `/ LU /� Sa.O [ E 12 TJI CONTINUOUS PATH FOR THE SHEATHING. __ ^(N) W12x45 -� C E 12" TJI -- ( ) 12 -- v 1 O E TOP OF PLY (E) TOP OF JOIST 8 98.-4" (V.I.F.) CE(N) W1Ox60 ss'-7" (V.I.F,) , J �I _,J�1I sa.o LEGEND: Q 0 I - -- (E) 5 1/I x 12 GL r Jr- L--- _ __ O SOLID STUD PACKOUT ABOVE 1 O SOLID STUD PACKOUT BELOW 11 1 1 I L - SOLID STUD PACKOUT 4" SLAB W/#3 0 12" __ _(E) 12" TJI O ABOVE & BELOW o.c. E.W. MIDDLE OF - F1 __ _(E) 2" TJI __ l -_ _ E -_( ) 12'_TJI 1 HSS4x4x1/4 COLUMN BELOW 7 I I SLAB. I - I I I fi� 1 I 0 I O 16 o.c. 7 (E) 5 1/d x 12 GL ® HSS4x4x1/4 COLUMN ABOVE rl 51.0 I (E) TOP OF PLY 0 HSS5x5x3/8 COLUMN BELOW 1 (N) ADDITIONAL 11 7/8" TJI 1 (N) ADDITION,�L 11 7/8" TJI t 0 HSS5x5x3/8 COLUMN ABOVE 0 32'I o.c. ' ®16" o.c. ,E (2 11 7/8" ML_ © 1 O5 SOLID 6x6 BELOW PERMIT on 02.14.2017 L 0 BLOCKING BELOW 2" MAX. THICK 0 7 Ir'L I -- -- - - - - - - O STONE VENEER ABOVE. P.T. 2x12 I- (E) 5 1 x 12 GL ego ' /) I I I I BLOCKED FLOOR DIAPHRAGM NAILED 11 1/4" ML �I ] 0 EDGES. ®4 o.c. AT ALL PANEL 016" o.c. L-, �J L-T--n rTr-T-- © (3) 7 1/4" ML DECK 2 HANGING CONDITION I 1 I S4.0 TYP. I I BEARING CONDITION WOOD COLUMN STRUCTURAL (SOLID PACK-OUT EQUAL MAIN LEVEL ® TO WIDTH OF BEAM ABOVE, UNO.) PLAN I 1 I • STEEL COLUMN 3/16".1.-0" CD O ® O O COLUMN BELOW BEAM PROJECT J� 1600E 38 A A.5 B D E5 F CI) COLUMN ABOVE BEAM 1600-38 52.2 MLdwg ® SHEAR WALL ABOVE /Jjpf(4/,r/�fj, �j p },� T.O.B. = TOP OF BEAM `'4 t��{ / MAIN LEVEL PLAN fP 6/2028 (I . SCALE: 3/16" = 1'-0" toft4/444 S 2•2 NOTES: oddo 1. FOR HEADER SIZES NOT SHOWN SEE GENERAL NOTES ANDDETAIL 2/S4.0. 2. PROVIDE VIDE BUILT-UP WOOD COLUMNS A MINIMUM NUMBER OF STUDS TO EQUAL SUPPORTED BEAM WIDTH (UNLESS NOTED OTHERWISE ON PLANS). it engineering 3. COLUMN DIMENSIONS, IF SHOWN, ARE TO THE CENTERLINE OF COLUMN. 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, Ilk (N) TOP OF PLY OA A.5 O� 07'-2 3/4" 0E•5 CO 81601 SHEAR WALL SCHEDULE: a70-P46-1DD6 ENGINEER R.A.O. NW (E) (4) 2x6 8d 0 6-12 WITH NO HOLD DOWNS AND NAIL SILL DRAWN BY B.A.H Aft QO W/ADDITIONAL [ (N) 9 1/2" ML [ - T T TO PLATE TO FRAMING BELOW WITH 16d 0 8" o.c. NW MPI (N) (3) 2x6 ML ®8 o c. OO W1TYP. I I I I I 0 - - - Z, F - - 1 - - 1 - - - - OOLD DOWNS PER DETAIL 9WIS4.ITH M AND 4NA1 STRAP L PLATE TO -R L O Nil O m o, o FRAMING BELOW WITH 16d 0 4" o.c. ,•o�P00 EG'7 33 33 m 3A \ �I-n 10d 2-12 EACH SIDE WITH HOLD DOWN TO 0�P �J�, N 54.1 z z o O Ir. 'ii. T�'i''' z ® (E) 12" TJI O__ z 1 STEEL BEAM PER DETAIL 11/S4.1 OR 8/S4.1. ;` 1�,,.10 N 11 7 8" TJI 210 N 11 7 8" TJI 210 " - -- -- 4i c� 0 16" o.c. (N) W12x22- o SEE WALL TYPE "C" AND WITH (2) ROWS OF 16d �JLY, E OP OF PLY I m' 0 4" o.c. TO WOOD FRAMING BELOW. PROVIDE ,2e 14 I c" Y D BLOCKING AT LOWER TOP PLATE HEIGHT AND `:`s`SbNAL ' sa.o 3 108' 2 5/8" (V.I.F. , IF A STRAP BLOCKING PER DETAIL 10/54.1. ATTACH ro wo r 7 9-11-2017 „i w SHEATHING TO STEEL COLUMN PER DETAIL 8/54.1. O (N) (3) 11 7/8" ME , S4.1 0 - _ A 3 - -� m M �- I (N) W12v5{ I -- ACCEPTABLE ?, I \ 7 ter\ 7 t 7 SHEAR WALL NOTES: TO REUSE Al• S4.0 S4.0 S4.0 2 12 TOP OF PLY r---- I (E) FRAMING 1' 1. NEW EXTERIOR WALL SHEATHING SHALL BE NAILED PER 54.1 54.1 THIS AREA PER ARCH'L - G (2) 11 7/8" ML (E) 5 1 x 12 GL m m �O GENERAL NOTES 51.0, U.N.O. © J = ©- 0 N 3 16 ML 2. NAILING DESIGNATION 10d 6-12 INDICATES PANELS LAT PA a Lf - - - - - WITH NAILING OF 10d AT 6" AT PANEL EDGES AND 12" (E) 1z'_TJI -_ _ ( ) (E) 12" TJI __ (E)-12" TJI __ _O 11j�- ©O 1 ], -P 7 -1 1 ] 73 o.c. AT INTERMEDIATE SUPPORTS. -il REMOVE (E) LOG n 1 z i - w:a w _i © 3. WHERE NAILING IS LESS THAN 4" o.c., USE 3x OR 4x COLUMN. SHORE fl i„ • a' 0 Fj _-_J STUDS AT PANEL EDGES. 0 BEAM AS REQ'D. -� v - L. II TYP. - 0 ---- - - q - �TY© w L --_ ---Z� ZJ Ni r 4. WHERE PANELS ARE ON EACH SIDE OF WALL AND NAIL +----+� e �� SPACING IS GREATER THAN 6" o.c., STAGGER PANEL r �' IIII \ � OL JOINTS OR USE 3x OR 4x STUDS O� �' ONW c n 4 (E) TOP OF PLY ->_ �,. Q ® 111"-4 3/8" (V.LF.)P/ - eh 5. PERFORATED WALLS HAVE SHEATHING NAILED AS W N ( 1 f 1 m Lj INDICATED THE FULL WIDTH INCLUDING ABOVE AND `/ NIOF (E) 12" TJI (E) 12" TJI - - ® V BELOW OPENINGS. HOLD-DOWNS ARE AT THE ENDS OF 0 M W W10x45 __ W 0 THE WALL. Q .- '„` z O r-q i �i N 6. IN LIEU OF 3x OR 4x STUDS REQUIRED AT PANEL ® - - - - - - - - (E) (3) 2.4 -a �__� O T ® 0� I O „I 1 1 1 1 COL W/(2) I ILJ Li o * ��I JOINTS, ACCEPTABLE TO USE (2) 2x STUDS FASTENED Q „ ✓rl`aJ) E__ ' TOGETHER WITH (2) ROWS OF 10d NAILS SPACED 6"o.c. J ADD'L 2x4 3 �i (E) LOG COL. co �I - V . ABOVE & 7. SHEAR WALL LENGTHS ARE CONTINUOUS AND NOT 0 8 v v = 7 BELOW INTERRUPTED BY INTERSECTING WALLS UNLESS SPECIAL 0 M - 11.1 r - - 0 1 J AI- I C- = li■ wi/�I DETAILS ARE USED TO CREATE A CONTINUOUS PATH FOR J „I E (E) 1Y_TJI �O (E) 12" TJI L, m L-__ 0 THE SHEATHING. 3'-6" L O 0 .0 © O O J, O� (E> W 2x2® 3 m� < cV J 0 _ "°° _ O LEGEND: U 1T7 ,I (N) W'Ox49 In II�) W10x49 7 /x (3) i i m7/8" ML [ L x,VJ 2 �i 1 'co MD s (N) wl ox2sm �� (N) wl oxzs m y� �i 54.0 s N N, 54.0 e 'co 13 ® O SOLID STUD PACKOUT ABOVE '/� �'I` "� (E) 5 1 8 x 12 GL U w L (E) 12" TJI (E) 12" TJI (E) TOP OF PLY NI z 54.1 O SOLID STUD PACKOUT BELOW v, Z SOLID STUD PACKOUT 0 CO - -E9 �' v Vi 7 9 � 4-6 - 9 IO©TYP. O ABOVE & BELOW AA'' W - 1 I wi I o I, 7 1 O ;_,!IJf S4.0 S4.0 ' L11 --L 54.0 O' �- ® L.L �� O �i �! f 54.0 SIM.di - ® - - _-�(E) W12x26L1__ _ ^ �, ! 0 HSS4x4x1/4 COLUMN BELOW IZ 4.5 ����pppg [ F (N) wi2xs5 j _ 4.5 t/) J 0 __ II (2) 11 Fh 7/8" ML O WWI' © ® on N 7 0 HSS4x4x1/4 COLUMN ABOVE U W 14 O ® 54.0 TYP. 0 HSSSx5x3/8 COLUMN BELOW U S4.0 I 61 I7u 3 1 :3 7 3 M I �I N W10x26 HOT TUB ro m�o 0 IJ r aq W 3 4 ,� c - - - ^ 11 0 (3) KING STUDS, (1) TRIMMER Ce (N) W14 53 i � g DECK ® _ "m ._- NY� S4.0 = m -- 54.0 TYP. I W10x45 E__ •=L-I u r'-1J O (A. TRIMMER STUDS W/SIMPSON < _ T _ A35 EACH END �} © - - - - - - - Q , --D 4 I - - - (N) W10x45 [(N) (2)147/8 �L-- © O (2) 2x6 DF/L #1 W/SIMPSON `I I, 6 54.1 �� m A35 EACH END 9 0 N (N) W10x26 Il PLANTER 95 PSF �� 14 11 O7 6x6 ABOVE wi ADD'L MAX 5 1 N S4'1 S4.0 REMOVE (E) STRUCTURAL LOG BEAMS I 8 3 18 Og & COLUMNS.SSHOREEA AS R L. xI RESTORE LOAD BEARING WALL PER 6 o w c ox DETAIL 17/54.0 ..� 3 (2) 11Fp 7/8 ML N _ REMOVE (E) STRUCTURAL LOG BEAMS Os & COLUMNS. SHORE AS REQ'D. V.I.F. I ' °���■■■° I (E) JOISTS ARE CONTINUOUS. f 1 6 /� zl■z VERIFY(E) STEEL BEAM OF ADEQUATE PERMIT DATE 02.14.2017 - i \'!� $ ,0 LENGTH TO ACHIEVE NEW ATTACHMENT. On . l R__AA� O I Ii - INFORM ENGINEER IF BEAM IS SHORT. L0 --- l�I., ■---F--� S4.0 TYP. _ _ _ _ _ .ITP.r YYi I'�� -_- I. - - - - - - „ (3) LSL 2x6 KING STUDS, (1) LSL 2x6 1 7 OO 8 TJI 1• o. 16 o.a TRIM STUD CONTINUOUS CONTINUOUS BEAM ACCEPTABLE IN LIEU 3B ,2 OF CANTILEVER PER DETAIL 12/S4.0 S4.1 SIM. ,3 SIMPSON HUCTF HANGER I I I I I I HANGING CONDITION STRUCTURAL - BEARING CONDITION UPPER LEVEL -4 FULL PENETRATION WELD PLAN I I I I I I WOOD COLUMN ® (SOLID PACK-OUT EQUAL 3�16'=1 SCALE �� '-0• TO WIDTH OF BEAM ABOVE, PROJECTPROJECTU N0.) 1600E 38 A 0O C O E 4F G H ■ STEEL COLUMN 1600-38 52.3 UL.dwg \/ -la- COLUMN BELOW BEAM -El- COLUMN ABOVE BEAM T.O.B. = TOP OF BEAM lI/ � UPPER LEVEL PLAN (*Coot6'2°18 (Ir. SCALE: 3/16" = 1'-0" ELEVATION DIFFERENCE �eDO ^ ^ ® SHEAR WALL ABOVE 1 Jl oddo it engineering 713 COOPER AVE SUITE 200 NOTES: GLENWOOD SPRINGS, O O ® OT 1. FOR HEADER SIZES NOT SHOWN SEE GENERAL NOTES co 81601 A A.5 B C D E.5 F 070-045-1006 AND DETAIL 2/S4.0. ENGINEER R.A.O. DRAWN BY BAH I (N) (3)'14" ML I I I 2. PROVIDE BUILT-UP WOOD COLUMNS A MINIMUM a 1 1 0 NUMBER OF STUDS TO EQUAL SUPPORTED BEAM WIDTH (UNLESS NOTED OTHERWISE ON PLANS). H 3. COLUMN DIMENSIONS, IF SHOWN, ARE TO THE pQ'P' I*• __ (E) 12" TJI _ (E) 12" TJI �/ tt CENTERLINE OF COLUMN. .,,0EP 'NC''•, I z p;'/'�+"o II 1DF �' IITOP 21�Z ILL 17 © •'••SSbNAI , 777 - I I Ell, S4.0 14117 T"P. a I "" I1, 1 `►, 9-11-2017 1 S MECH.EQUIP. r ,1 I0 _ _ _ _ _ SCREEN �� (N�11�8 ML J - �F`AsaA SUPPORT 11 _ a , (E) 12" TJI �� �r-. oil 1 (E) (2) 12" ML E 11 ,N 1_° g'Li1 — N yy REMOVE ^ r— TOP OF PL 1-1 I I (N) (3) 11 7/8" ML II IF(E) GL NOT CONT., (E) COL IJ n 122-10 1/ - v F 1 �F ±T-T _ O © _ _ _ _ _ _ (N) (3) 11 7/8 MLA "N r, 11 — - - 0� -_ L z J I �I I 4 TOP OF PLY I �'I -h T I S4.0 SIM LJ 120'-4 1/2" Q II II 1 m © ---- ___L �L_7__� (N) wi oxea U n -� a N n - - - I - O Ce N vI 0 NEW OPENING(S) Q F}= (E) 12" TJ (E) 12" TJI v r �� BETWEEN (E) JOISTS. W _ - 11I 1 CHIMNEY SEE ARCH'L N V ,1 I C_ 5 I I ' I I SIMPSONI EGQ5.50 SDS3 I I I E LOG COL. i O M I. 8 I (3) 2x4 (2) a 4.1 ® (N) (3) 14" ML -� =� ) Q I— I® 54.0 n AAD,D'LL 2x4 ,. (E) 6 3/4 x 12 GL CONT. O ■ a � � 1 I � v ��I V �LL ° { V.I.F 3.5 Q n REMOVE (E) COLUMN. I 5 ti j I I I I a C 7 1 1 - ,L CUT(E) GL BEAM. I I I 54.1 0 I C f z N N SHORE AS REQ'D II O CO � U CHIMNEY V I INFILL(E) OPENINGS J N g Li bJ bJ Li b„ Liu xJ I 1 I AS REQ'D, TYP. 0 z N._- == © (N) w12x3o Low T 1 Rr t _ J O O N �- - J (N) (3) 7 1/4" ML CONT. 4 le) (1 7/8 M. FASCIA'SUPPORT (N) 11 7/8" ML FASCIA SU°PORT 0 ` y,� 0 s 1 s N �F O (E) (2) 12" ML a 1 1 17 '- Z a CO I I I sa.o I �/ LLU 4.5 `1' 4.5 f 1 N w Q TOP OF PLY u V 7 E 111 12V-41/2" JH Q U Z J, p% c r �1 I- © a 0 LEGEND: Q H 0 REMOVE LOG COLUMN & REPLACE W/ 6x6 KING. SHORE AS REQ'D. E i-1- -- 11 (E) 12" TJI -- - 1 j O2 SIMPSON HUCQ HANGER 03 HSS4x4x1/4 COLUMN I \ a 0 HSS5x5x3/8 COLUMN 0 SIMPSON HUS HANGER REMOVE (E) STRUCTURAL LOG BEAMS 1 �g & COLUMNS. SHORE AS REQ'D. I RESTORE LOAD BEARING WALL PER DETAIL 17/S4.0 1-[_„ 1- - - i — — i - - — — PERMIT DATE02.14.2017 REMOVE (E) STRUCTURAL LOG BEAMS O7 & COLUMNS. SHORE AS REQ'D. V.I.F. 0 (2) 0 1/2 O (E) JOISTS ARE CONTINUOUS. INSULATED HEADER, 0 (3) 2x6 KING STUDS, (1) 2x6 TRIM TYP. (U.N.O.) STUD 0 (3) M LSLSTUD 2x6 KING STUDS, (1) LSL 2x6 I I I I I I I I I I I HANGING CONDITION STRUCTURAL BEARING CONDITION ROOF PLAN WOOD COLUMN 0OB OD 4 (SOLID PACK-OUT EQUAL SCALE ® TO WIDTH OF BEAM ABOVE, 3/16"=1'A' UNO.) PROJECT ci 1600E 38 C E F G • STEEL COLUMN COLUMN BELOW BEAM 1600-38 S2.4 RF.dwg —0— COLUMN ABOVE BEAM Xf� EL ATQ(TNBL�IM CRENCE p.Z '"'ti I 2/2 ROOF PLAN (*coot6/2028 (I,. SCALE: 3/16" =1'-0" 5ph� S2.4 (2) 2x TOP PLATES. iip. A di POST PER PLAN SPLICE AS REQ'D. NAIL FLANGE WIDTHS UP TO 5" FOR SIZE & PER NAILING GENERAL �^ ■ T�I �� T SPACING OF 1 NOTES SHT. 51.0 ' 111 SOLID PACK-OUT oddo JOIST SEE PLAN I 'll jr / _�I II 1/8" EDGE DISTANCE 11 1iWIDTH OF J/1 II II II II T i coLUMNBOUNDARY ALL JOINTS ' F NAILING (B.N.) _}■■ oROWS ■■ (2) ROWS (2) ROWS SHEATHING STEEL BM. PER PLAN SCAB MIN. 24" , /2x NAILER W/5/80 BOUNDARIES LONG 2x4 EACHIA i (2) 16d O 16d O 1/20 BOLTS OPTION I THREADED WELD STUDS - & CONTINUOUS 12"o.c. ■ ®12"oc. 0 32" ocPANEL EDGESSIDE W/(8) EA SDE2x CRIPPLES 10d STAGGER �� ��� ���� II II II II II 3/8" MIN. EDGE 10d 12" o.c. IIII IIIII'I IIilk INTERMEDIATE STAGGER ®16" o.c. POST PER PLAN 11 �� Wilk NAILING I II DISTANCE 0 ALL ■■ '�i■ ■ ■ FLANGE WIDTH 5" AND GREATER engineering 2 NAILS (3) 16d TO HEADER A-A EDGE NAILING I II II CONDITION AT FLOOR FRAMING 1" 713 COOPER AVE II II II II II FIRE BLK'G PER MICRO-LAMS (ML) MIN. SUITE 200 STAGGER II II II II N LONG DIMENSION OF BUILDING CODE (2) ML (3) ML (4) MI SIZE & QUANTITY GLENWOOD SPRINGS, PLYWOOD TO RUN S POST PER PLAN CO 81601 PLYWOOD JOINTS N N N OLY OR TIMBERLOK PER PLAN, TYP. 970-945-100e II PERPENDICULAR TO SHEATHING STEEL BM. PER PLAN EA SIDE ENGINEER R.A.O. JOIST W/ W/ / DRAWN BY B.A.H 2x NAILER 5 8"0 II -0- -V- \\ HEADER PER PLAN OR SOLID PACK-OUT NOTE: THRU BOLTS 32" o.c. MINIMUM \\\\\\\\\\ (2) 9 1/2" ML, INSULATED MATCH POST ABOVE ADD AN ADDITIONAL ROW OF FASTENERS OPTION II STAGGER SHEATHING PANEL ~�INT 2x6 VERTICAL AT AND BELOW. TN 8" AT CL FOR 14" OR DEEPER MEMBERS. SIZE TO BE INTERIOR NON BEARING. o.c. EA SIDE. NOTES' NOTFC' 2'-0" x 4'-0" (1) STUD AT INTERIOR � STAGGER 1. WOOD PLATE TO BE DOUG-FIR #1 FREE OF TWIST AND WARP. 00 REGj''•.,` 1. PLYWOOD TO BE INSPECTED PRIOR TO COVERING. WALLS, (2) 2x TRIMMER EXT., POST PER PLAN 2. RIP PLATE TO MATCH FLANGE WIDTH. Q-P 2. STAGGER NAILS WHEN SPACING IS 2" OR 2 1/2" o.c. (2) STUDS AT EXTERIOR (1) 2x TRIMMER INT. 3. COORDINATE SHEATHING ATTACHMENT WITH SHEATHING NOTES. 0.,0�R,fi WALLS UNLESS NOTED OTHERWISE -.��'{p vet 3. SEE PLYWOOD SHEATHING NOTES. CONDITION AT STUD WALL 4. SEE DETAIL 11/S4.4 FOR NAILER ATTACHMENT AT SHEAR WALLS. , ,, SHEATHING LAYOUT PLAN O TYPICAL HEADER FRAMING 0 TYPICAL PACK-OUT AT ROOF O MULTIPLE MICRO LAM(ML)CONNECTIONS O TYPICAL NAILER TO STEEL BEAM O • SCALE: NTS 1 2 3 4 5 k /ONALe`•' BEAM PER NOTE ALL WELDS 1/2" THICK �z 1 1/2" 1 1/2" 2-14-2017 -PLAN TYP. 1/4" U-PLATE TO BE 1/4"FILLET END PLATE 1/2 �� ��f BEAM CONNECTION SCHEDULE - BEAM PER PLAN TYP. MIN. (4) 3 4"0 �.� x SOLID PACKOUT . O o • o®o A325 BOLTS FLUSH 7o FACE of M.B. NI* ¢6 • FLANGES ONE OR mil �: P> o 0 0 �Q BEAM SIZE N0. SIZE __�1. BOTH SIDES PER ,am it i; 1/4 V 5/8"0 M.B. W/STANDARD DETAIL -� i� ,- CAP OR CAP OR W8 x AND W10 a 3/4"0 WASHER EA SIDE. BASE PLATE BASE PLATE n 12" (4) 3/4" 0 M.B. 5" END COND. CONT. COND. W12 x AND W14 r = 3/4"0 CROSS SECTION kkk kkk VARIATIONS OF PLAN VIEWS ALL DIMS COLUMN ABOVE PER PLAN TYP. Q TYP DNO. 5" 1/4 TYP' (WHERE OCCURS) 3/16 2 12" 32"MAX. 1/2" THK. 1 1/2" 1/2" BASE PLATE 3/16 MAX. UNLESS NOTED OTERWISE N. I (2) 5 BACKM.B. PLATE ` \ BEAM CONT. PER PLAN W/3/4"0 H.S. ■ (WHERE OCCURS) — ff .�..� BOLTS AS SHOWN r v' � TM- _ ---' Io oI ® 7,1L LLJ ���- INN � II BEAM END, - (., V STIFFNER It, STAGGER BOLTS FOR 0 CO w 111 �—� __ 3/8" THK. SHEAR PLATE n 1 1/2" iv 1/2" END PLATE OR 3/8" ` ETC. W10x OR DEEPER 0 5' BM. PER PLAN 1/4" U-PLATE M STIFF. PLATE EACH SIDE BM. PER PLAN TYP. COLUMN PER PLAN STL. BM. PER PLAN (2) 3/4" 0 X X W/(2) 3/4"0 M.B. CO M.B. �" W/1/2" BACK PLATE 1/2" CAP PLATE pI FVATION Q (2) 3/4" 0 COLUMN PER PLAN W/3/4"0 H.S. J �/ M.B. BOLTS AS SHOWN I� 0 CO WOOD BEAM TO STEEL COLUMN CONNECTION © WOOD TO STEEL BEAM CONNECTION O STEEL COLUMN TO STEEL BEAM CONNECTION® STEEL BEAM BOLT CONNECTION SCHEDULE O TYPICAL PACKOUT DETAIL 10 —1Q 0 cV J 10d 0 6" o.c 0 3/4" PLY ROOF U 10d 0 4" o.c 0 3/4" PLY FLOOR TICO 6" o.c. (N) OR (E) JOIST PER PLAN BEAM CONNECTION SCHEDULE 8d 0 6" o.c. 0 5/8" PLY ROOF (N) OR (E) JOIST PER PLAN — NOTE: N ACCEPTABLE TO ATTACH (1) 5/8" PLYWD 8" ML BLOCKING LESSER BEAM ANGLES A325 BOLTS �'�'�� Rol ML SHIM TO BEAM PACKOUT W/A35 EA END Za mW8 OR W10 (2) 4x3 1/2x3/8 (2) 3/4"0 EA LEG �IIIIIIII� W/(3) 16d 6" o.c. w _ w� W12 OR W14 (2) 4x3 1/2x3/8 (3) 3/4"0 EA LEG 1/2" END It N BEAM PER PLAN W/ SIMPSON ITS HANGER (E) 2x6 STUDS 0 16" o.c. L. LLJ BEAM PER 1/2" BEAM PER - (N) WHERE ACCESS W16 OR W18 (2) 4x3 1/2x3/8 (4) 3/4"0 EA LEG PLAN, TYP. MAX A PLAN, TYP. PACKOUT PER 10/S4.1 AND J BEAM PER PLAN SIMPSON ITS HANGER PERMITS, ELSE, IUS ( (,/) W21 OR W24 (2) 4x3 1/2x3/8 (5) 3/4"0 EA LEG— - - -a AND NAILER PER 5 S4.1 W/ �/ WHERE ACCESS / HANGER JOIST PER PLAN W 3 2 H.S. I PERMITS, ELSE, IUS SIMPSON IUS HANGER1- HANGER / 1 11 7/8" ML LEDGER 16d ®8" o.c. VI-m12 /xBOLTSxPER 3/8 vim--�° ">d 10d ®6" o.c ®3/4' PLY ROOF 10d ®6" o.c ®3/4" PLY ROOF W/(6) SDS SCREWSMAX I u—il'w� DETAIL 10d O 4" o.c CP 3/4" PLY FLOOR JOIST OR SOLID BLOCKING 10d O 4" o.c (�3 3/4" PLY FLOOR JOIST OR SOLID BLOCKING PER BAY, STAGGERED (E) 3/4" PLYWD V� ce _.,^— 8d 0 6" o.c. 0 5/8" PLY ROOF W/8d 0 6" o.c. 8d ®6" o.c. 0 5/8" PLY ROOF W/8d 0 6" o.c. PER PLAN 11/54.0 '- 1 11 Q im A ItyII CL T&B ®8" o.c. INTO (E) '-y� CL OF LESSER BEAM �� CONT.JOISTS &ML RIMBLO W/CKIN 16dG II 3/8" STIFFENER = CL OF ANGLE COLUMNW/ATTACHMENT �i�PER PLAN BEAM PER " F PER DETAIL 8/S4.0 m PLAN, TYP. (RI FLOOR FRAMING SPLICE CONNECTION SECTION A-A W (N) OR (E) JOIST PER PLAN (N) OR (E) JOIST PER PLAN TRIM TO ACCEPT RIM BEAM PER PLAN (N) BEAM PER PLAN W/ NOTE: NAILER PER 5/S4.1 ALL WELDS 1/4" FILLET (E) BEAM BEAM CONNECTION SCHEDULE 11 BEAM SPLICE DETAIL 12 JOIST TO WOOD BEAM CONNECTION DETAIL CD JOIST TO STEEL BEAM CONNECTION DETAIL CD REVISED ROOF AT GARAGE 15 DATE PERMIT 02.14.2017 10d TICO 6" o.c. (E) 0 6" o.c. (E) STRUCT FASCIA (N) STRUCT FASCIA (E) BLK'G (V.I.F.) (N) MAX 5" MASONRY (E) 5/8" PLY (N) ML SOFFIT (E) 5/8" PLY 8d 0 6" o.c. BUILDUP SUPPORT OR ML BLK'G •(E) 3/4" T&G ' ML BLK'G PLYWD (V.I.F.) (E) JOIST& 16d TN I®8" o.c. II 16d TN 0 8" c.c. ,i 16d TN 0 8" o.a (N) 2x6 ®16" o.c. 1/2" PLY OR OSB STRUCTURAL HANGERS (E) JOIST PER C7 PLAN W/SIMPSON ;',��.1 5/8"0 M.B. 0 32" o.c. 8d 0 6" o.c. DETAILS IUS HANGER (E) JOIST 1/2' PLY OR OSB W/ , (N) 2x6 0 16" o.c. 1/2' PLY OR OSB W/ ,' l'-' (E) 5/8" PLY TO REMAIN (N) 5/8" PLY Sd 6" o.c. T&B ALIGN W/STUDS BELOW Sd (�6" o.c. T&B SCALE SIMPSON LSTA (E) LOGS TO BE REMOVED. �� 3/4"=1'A'U.N.O. SHORE AS REV RED (E) BEAM \ i (N) BEAM PER PLAN W/ STRAP EA SIDE BLED ► 1/2" PLY OR OSB PROJECT 1 PACKOUT PER DETAIL 1600E 38 10/S4.0 & 2x NAILER PER DETAIL 5/S4.0 (E) 2x6 ®16" o.c. (V.I.F.) (E) 2x6 0 16" o.c. (V.I.F.) I (N) 2x6 16" o.c. (E) JOIST BEAM PER PLAN'BEAM PER PLAN 1600-38 S4.X Defails.dwg BE REMOVED �(E) LOGS TO `� ptlI/Z toot 2028 it BEAM INSTALLATION DETAIL 16 O STUD WALL INFILL DETAIL 17 O STUD WALL INFILL DETAIL 18 O GRID 1.5 DETAIL 19 O soh f is •O '4 �� 32' MIN. 8d ©6" o.c., oddo 2x4 PARAPET STUDS 0 24" 2x4 PARAPET STUDS 0 24" CHANNEL PER PLAN W/(2) '"• T&B c.c. CONTINUOUS TO WALL o.c. CONTINUOUS TO WALL ROWS 3/4"0 H.S. BOLTS 0 \1/2" PLYWD TOP R W/(2) 16d TO TOP & TOP R W/(2) 16d TO TOP & 16" o.c. STAGGERED. OR OSB— _ BOTTOM FLANGES OF JOIST BOTTOM FLANGES OF JOIST (N) OR (E) BEAM PER PLAN li I L 8d 0 6" o.c. 8d 0 6" o.c. x �� (N) 5/8" PLY k k EA. 1//(6) R (N) 5/8" PLY 3" 1 1/2" EA. SIDE W/ O y y31/2° o STUDS 2x4 A 1/2"0 A325 BOLTS v 16 o.c. 16d (0 8" c.c. WI CANTILEVERED CHANNEL DETAIL—INTERIOR O �,,_,,_ LSL BLK'G W/16d LSL BLK'G W/16d 3A Iii: ;crar 'U U' (2) SDS25300 0 (E) PLYWD T.N. 0 6" c.c. T.N. 0 6" c.c. EA CORNER & ROOF engineering FRAMING 8d 0 6" o.c. 8d 0 6" c.c. �_ • 713 COOPER AVE DBL TOP It FLOOR FRAMING PER DBL TOP It 8d TICO —_ _� SUITE 200 FLOOR FRAMING GLENWOOD SPRINGS, PLAN W/SOLID PER PLAN (N) 5/8" PLY 6" o.c. 2x NAILER PER DETAIL (N) BEAM II 1/2"MAX (E) BEAM CO 81601 / A �9' SECTION A—A 970-945-1006 BLOCKING (2) BAYS. ,� 5 54.0 PER PLAN GAP PER PLAN 1/2"x6"x1'-0' II_ W/ PROVIDE NEWENGINEER R.A.O. 1/2" PLY OR OSB 1/2" PLY OR OSB =li. (8) 3/4"0 A325 BOLTS JOIST IF WALL DRAWN BY B.A.H TOP & BOTTOM NOT ALLIGNED (N) 2x6 0 16" o.c. (N) 2x6 0 16" o.c. ABOVE (E) JOIST. (E) 2x6 STUDS 0 16" o.c. (N) JOIST PLAN CHANNEL PER PLAN W/(2) W/SIMPSON ROWS 3/4"0 H.S. BOLTS 0 0 0 REGy'•.. TOP—FLANGE 16" o.c. STAGGERED. SHIM HANGER AND CONTINUE BOLTS 0 NOTE: COVER NOT PERMITTED ;'.,��F' �' � "•'•, CANTILEVER. i t: 2:``J''3 PARAPET DETAIL—PARALLEL FRAMING PARAPET DETAIL—PERPENDICULAR FRAMING CD CANTILEVERED CHANNEL DETAIL—EXTERIOR CD BEAM SPLICE DETAIL ROOF SCREEN WALL OR CHIMNEY DETAIL 9-11-2017 3/4"0 ALL—THREAD CONC. WALL CONC. WALL 1/4 DRILL AND EPDXY (4") EMBED TYP. } - _-------- ALIGN WITH MIN. ^� STUDS BELOW • � (3) AT END OF ��. •z _i� 1 4 SIDES, OI d SHEAR WALL -'- 1 1 2" ' 1 1/2" / TYP STRAP PER PLAN. 2x BLK'G & STRAP FULL ITYP. BEAM PER PLAN 1/2" PLY OR OSB 8d 0 4" o.c. STRAP MAY BE ATTACHED LENGTH OF WALL W/ 1"CLR. I 1"CLR. PAN 111 SECTION A—A OUTSIDE OF SHEATING OR (6) 16d EA BLOCK BM. PER PLAN n TYP. DIRECTLY TO STUDS 0 PLAN MID WAI PLAN AT CORNER 10d 0 1/2" THICK / 2-6 1 SIMPSON CMSTC14 W/ 3/8" x END It 3 4 PLYWD FLOOR FRAMING (20) 16d INTO TOP R 6" o.c. CAe' STEEL PLATE T.O.B. ELEV. VARIES. _ A I A o PER PLAN x x I..L / SEE PLAN TOP OF } 11�1'�:� . . . . . . . . . . C ,,, 3/16 I� COLUMN PER PLAN W/ Q3 8" SHEAR PLATE 11.117- CONC. •T -} ,li IJII NAILER PER 5/54.1 OR WCV V� DOUBLE STUDS OR BEAM OM �'/ II 0.145"0 P.A.F. 0 8" o.c.W/ 3/4"0 H.S. n 'r� BELOW DOUBLE STUDSBOLTS PER 8/S4.1 mi BEAM PER PLAN W/NAILER PER ABOVE ©STRAP LOCATIONS. 5/S4.1 & PACKOUTS PER 10/S4.1 BM. PER PLAN 8" F 7" M 1/4" x 7" U—PLATE W/(2) 5/8"0 II m F (4 / EMBED) HEADER PER PLAN < MIN. MIN. LAG SCREWS 1 2" NOTE: Jce FI FV. MID WAI I El FV. AT CORNER WALL ABOVE NOT SHOWN. N. 0 CO STEEL BEAM TO CONC.WALL DETAIL © BEAM SUPPORT DETAIL O SHEAR WALL ATTACHMENT AT STEEL COLUMN ® FLOOR—TO—FLOOR STRAP DETAIL O SHEAR STRAP DETAIL AT WALL HEIGHT CHANGE 10 J J Q 0 N J (N) ROOF& (N) ROOF& II— V yy, PARAPET PARAPET 1•I. FRAMING, PER FRAMING, PER N O PLAN PLAN WATERPROOF M (N) 2x BLKG (N) 2x BLKG 8d 0 6" o.c. _� PER ARCH'L Z Q W W/16d 0 8" W/16d 0 8" 4 8d 0 6" o.c. INTO(N) DBL INTO (N) DBL 2x6 P.T. STUDS �(I 1/2" PLY OR OSB LLJ — i 0 16" o.c. W TOP PL TOP PL / 1111►_—� F.P. TYP. © -, A34 ©SILL It 1/2" P.T. PLY LL� SIMPSON HDUS W/7 8"0 a -P_ , TOP & BOT. IlliWAIIIII2x6 P.T. STUDS J / 3/8" SHEAR PLATE ( , N 0 H.S. BOLT OR WELDED Sd 0 6" o.c. (N) DBL TOP Sd 0 6" o.c. (N) DBL TOP PL 1/2" PLY OR OSB 0 16" o.c. W v LLJ 7 THREADED STUD. PL AND BOLTS PER ',I i11 / Z (E) PARAPET _ = (E) PARAPET _ -- 9 54.0 A34 0 SILL P I l (N) 2x6 STUD TO ALIGN BEAM PER PLAN / 2x8 JOISTS 0 ®I�,�I® 2x6 P.T. CRIPPLE V 5/8"0 M.B. ©16" STUDS& ROOF STUDS & ROOF W/ __ __ 16" o.c. W/(5) ► UNDER JOIST EA (E) STUD BELOW& 2x1O BLK'G ►`—� STUD WALL FRAMING V.I.F. FRAMING V.I.F. 10d EA END o.c. THROUGH SILL I 10d 0 8" INTO (E) r OVER BEAM END W/(2) ROWS FL' & BEAM FLANGE Ili PARAPET STUD Io 2x6 P.T. CRIPPLE e o 10d 0 6" c.c. 11 < (E) DBL TOP It, SIMPSON LSTA ..I LA n=—►-ter ' L NOTCH AT(N) ► 07. OF E STUD in STRAP EA SIDE I►�I TOP OF E STUD k UNDER JOIST EA — _STUDSI. END W/(2) u'o� �.� 11 (E) EXT. PLY mll ROOF EF AMIE DBL TOPREMOVE (E) ROOF3 8" STIFF PLATE ROWS 1d 0 6" /II� � 1 �ROOFR FRAMING O / EACH SIDE BACKING BAR TOP o.c. 1 II '_(V.I.F.) NAIL TO FRAMING AS REQ'D — STEEL BEAM AS REQ'D AND BOTTOM PER PLAN (N) STUDS W/ (E) 2x6 STUDS 8d 0 12" (N) 2x6 0 16" V.I.F. 1/2" END PLATE, 1" JOIST PER BEAM PER PLAN W/ DOU:LE ML BLKG LSL STUD FULL WIDER THAN BEAM TOP & PLAN NAILER PER 5/S4.0 (E) 2x6 STUDS HEIGHT 5/16 BET. TYP. UNDER WALL V.I.F. I AND PACKOUT ONE OPTION 1 OPTION 2 SIDE PER 10/54.0 HOLD—DOWN AT STEEL BEAM DETAIL 11 STUD LAP DETAIL 12 BEAM TO BEAM MOMENT CONNECTION 13 PLANTER FRAMING DETAIL 14 DATE PERMIT 02.14.2017 STRUCTURAL DETAILS SCALE 3/4"=1c-0'U.N.O. PROJECT 1600-38 RLE 1600-38 S4.X Details.dwg 1 �,, 1 p oft** ° i� f S 4.1