APPROVED REV1 BLD2021-1610+Architectural_Plan+3.7.2022_1.27.45_PM+2721699STRUCTURAL NOTES 4= 4=�lhl
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING
CODE CONCRETE GENERAL NOTES WELDING 250 4TH AVE. S., SUITE 200
LEGEND EDMONDS, WASHINGTON 98020
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE PHONE (425) 778-8500
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BEYOND JOINT. PER TABLE 5.8 IN AWS D1.1, LATEST EDITION.
DIRECTION OF NATIVE SOIL � � m I m I m I m I I
DESIGN LOADS BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR FRAMING - - - - -
APPROVED BY THE STRUCTURAL ENGINEER. APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING EXTENT OF
DEAD LOADS: LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX FRAMING GRANULAR FILL
ROOF 12 PSF PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED. ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 4 OF
ymom
FLOOR 12 PSF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. COLUMNS STRUCTURAL STEEL
GALVANIZATION
LIVE LOADS: ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. COLUMN BEARING P
ROOF (SNOW LOAD) 25 PSF UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED RATED SHEATHING
RESIDENTIAL 40 PSF ACCORDING TO THE FOLLOWING TABLE: TYPICAL FRAMING NOTES ON BEAM
THE LATERAL RESISTING SYSTEM IS NOT AFFECTED BY THE PROPOSED CHANGES TO THE STRUCTURE. UNTREATED ACQ-C CBA-A OTHER OTHER PT 1. BEARING WALL FRAMING BEAM CONTINUOUS d'e SHEAR WALL SWX
GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD OVER SUPPORT (SEE SCHEDULE)
STATEMENT OF SPECIAL INSPECTIONS 2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO.
G90 X X X �,'%
CONCRETE WALL COLUMN MARK 15 M. i
SPECIAL INSPECTIONS ARE NOT REQUIRED. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF G185 X X X X X X REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS. (SEE SCHEDULE) of WASH
RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO.
HDG X X X X X X BEARING STUD FOOTING MARK O ,�
WITH CHAPTER 1704.4 OF THE IBC. WALL (SEE SCHEDULE)
STT300 X X X X X X X X COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT Ulp
STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. CALLED OUT OTHERWISE SHALL BE TWO STUDS. NON -BEARING HOLDOWN MARK
G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA STUD WALL (SEE SCHEDULE) 45901 ti
FOUNDATIONS: SPREAD FOOTINGS G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA 2. WALL BASE PLATE ON CONCRETE L
BEARING STUD HANGER MARK
HDG = HOT DIP GALVANIZED X IONAL
SOILS REPORT: REPORT NO: NOT AVAILABLE DURING DESIGN SST300 = TYPE 316L STAINLESS STEEL WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS, SHEAR WALL (SEE SCHEDULE) O
PREPARED BY: BOLT PLATES OR SILLS TO CONCRETE WITH 5/8 INCH DIAMETER ANCHOR BOLTS WITH 7 INCH MINIMUM NON -BEARING FLAG NOTE W 01/ 2022
DATED: RATED SHEATHING EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT 6-0" OC FOR BEARING WALLS AND OTHER STUD SHEAR WALL (SEE PLAN NOTES)
ALLOWABLE SOIL PRESSURE: 1500 PSF ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END
( ) TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR CMU WALL STEEL MOMENT
IN CONFORMANCE WITH IBC STANDARD 2303.1.4. �V
FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12 OF COMPACTED STRUCTURAL FILL AS REQUIRED AND BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE WASHERS. FRAME CONN.
AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS GLUE -LAMINATED TIMBER
REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE 3. ROOF AND FLOOR FRAMING
CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD ABBREVIATIONS
COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED PROVIDE 1 1/2" FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM
BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE UNO. INTERMEDIATE 8'-0" OC BLOCKING NOT REQ'D IF GWB CEILING IS INSTALLED DIRECTLY TO UNDERSIDE OF (A) ABOVE GLB GLUE -LAMINATED BEAM N
IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR FOLLOWING MINIMUM STANDARDS: FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. AB ANCHOR BOLT HORIZ HORIZONTAL z
PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED 0 -
MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE SPAN COMBINATION Fb ALT ALTERNATE KIP KING POST N
THAN 10% FINES (PASSING THE #200 SIEVE).
ON PLANS AND DETAILS. J
SIMPLE SPAN BEAMS 24F-V4 2400 PSI ARCH ARCHITECT KSI KIPS PER SQUARE INCH Q Lu
FILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND 4. DIAPHRAGM NAILING [-- =
COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD CANTILEVER OR MULTI -SPAN BEAMS 24F-V8 2400 PSI (B) BELOW L ANGLE H Z
ALL SHEAR WALLS FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE Z :20
D1557-00. BD BAR DIAMETER MECH MECHANICAL
LUMBER PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING O � U
EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS. BLKG BLOCKING MF MOMENT FRAME N
ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA I.-_
IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL BM BEAM MTL METAL -
ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH C) :E cn
FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE. BOT BOTTOM NS NEAR SIDE
CONCRETE SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc (PSI) a u
5. ALLOWABLE STUD AND PLATE PENETRATIONS BRNG BEARING OC ON CENTER
FIR STUD 700
ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION SLEEPERS DOUG-- BTWN BETWEEN OPP OPPOSITE
CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE LIGHT FRAMING (STUDS) HEM -FIR STUD 675 800 CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN NO N
FOR BUILDINGS (ACI 301). EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING CJP COMPLETE JOINT PENETRATION PL PLATE W ---
2x JOISTS AND PLANKS HEM -FIR #2 850 - PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN CLR CLEAR PLCS PLACES Q � O
ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PLATES AND BLOCKING HEM -FIR #2 850 - NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE. CIVIL) CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH O O
PER CUBIC FOOT.
6x AND LARGER BEAMS AND DOUG-FIR #2 875 - 6. GYPSUM WALLBOARD NAILING COL COLUMN PSF POUNDS PER SQUARE FOOT Y
CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS: STRINGERS
4x AND SMALLER BEAMS AND ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS CONC CONCRETE P/T POST TENSIONED Q
MAXIMUM MIN CEMENT HEM -FIR #2 850 - �
TYPE OF CONSTRUCTION PCWATERCEMENT CONTENT PER CUBIC MAXIMUM STRINGERS OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED CONN CONNECTION PT PRESSURE TREATED
RATIO YARD SHRINKAGE STRAIN ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE DESIGN: RMK
WALL. CONT CONTINUOUS REINF REINFORCING
* ALL CONCRETE 3000 PSI 0.55 5 1/2 SACK N/A REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. EXISTING BUILDING COORD COORDINATE REQ'D REQUIRED DRAWN: ATD
THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS DBL DOUBLE SCHED SCHEDULE CHECK: JGG
UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN
SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING CONTACT WITH CONCRETEMASONRYOR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DET DETAIL SIM SIMILAR
, ,
ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE JOB NO: 20298.10
AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. REDESIGN. DIA DIAMETER SOG SLAB ON GRADE
SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. DATE: 09/28/2020
NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS DIM DIMENSION STD STANDARD
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. DIR DIRECTION STIFF STIFFENER
WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR
WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING GENERAL EA EACH STL STEEL
*PROVIDE 3000 PSI MINIMUM CONCRETE STRENGTH AS REQ'D FOR CONCRETE DURABILITY REQUIREMENTS. 2500 SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL ELEV ELEVATION SYMM SYMMETRICAL REVISION
PSI f'c CONCRETE MEETS STRENGTH REQUIREMENT FOR DESIGNED FOOTING, THEREFORE SPECIAL INSPECTION OF MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY
CONCRETE MIXTURE AND PLACEMENT IS NOT REQUIRED. NAIL SHANK 0 MIN LENGTH DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING. ES EACH SIDE SW SHEARWALL Mar 07 2022
REINFORCING STEEL 8d COMMON 0.1310 2 1/2" SHANK CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL EX EXISTING TOC TOP OF CONCRETE CITY OF EDMONDS
DEVELOPMENT SERVICES
10d COMMON 0.1480 3" SHANK PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. EXP EXPANSION TOS TOP OF STEEL DEPARTMENT
REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
= 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED 12d COMMON 0.1480 3 1/4" SHANK CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE STRUCTURAL ENGINEER FOR FLR FLOOR TOW TOP OF WALL
SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT FDN FOUNDATION TYP TYPICAL
PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE 16d COMMON 0.1620 3 1/2" SHANK SATISFY THIS REQUIREMENT.
SUBMITTED. FTG FOOTING UNO UNLESS NOTED OTHERWISE BLD2021-1610
10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT FS FAR SIDE UNOVERT VERTICAL
MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL GC GENERAL CONTRACTOR WF WIDE FLANGE J
318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. ENGINEER.
SHALL BE PER SCHEDULE. Li
ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS 0
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE O
EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN SHANK AND THREADED PORTIONS PER NDS 11.1.3.
HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL W W
ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG
TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE REVISED PLAN APPROVED w ~
MINIMUM LAPS AND EMBEDMENT WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED O O
BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, CITY OF EDMONDS BUILDING DIVISION Li N
UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED SCREWS, OR BOLTS IN EACH MEMBER. U C-) Z
BELOW: INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE c�I ^ ' C4wfer Li 0)f'c = 3000 PSI (MINIMUM) AS MEMBERS CONNECTED. Ir W
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DEVELOPMENT LENGTH LAP SPLICE
STRUCTURAL STEEL BUILDING OFFICIAL 0 a <
BAR TENSION COMPRESSION TENSION COMPRESSION W � Lf
SIZE STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC Mar 10 2022 cri
TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST APPROVED DATE ,D
BARS BARS EDITION. N
#3 24 18 9 30 23 12
#4 31 24 12 41 31 15 WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI. W - Z `/
PLATES, ANGLES, CHANNELS, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. APPROVED 0 w
#5 39 30 15 51 39 19 � :/':�D/
LL
NOTE: BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"0 MINIMUM, UNO 0 M Q F— m
1. ALL LENGTHS ARE IN INCHES. ANCHOR BOLTS SHALL CONFORM TO ASTM A307. / /� z
2. ALL LAP SPLICES ARE CLASS B. PLANS MUST BE � � W v , 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC
U-1
CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. MANUAL OF STEEL CONSTRUCTION. SHEET:
CONCRETE COVER ON REINFORCING UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO ON JOB SITE
WEATHER SHALL BE HOT DIP GALVANIZED.
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
CONCRETE EXPOSED TO EARTH AND WEATHER:
#5 BARS AND SMALLER 1 1/2" si ■
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EXIST BEAM
EXIST BEAM
EXIST HDR
EXIST BEAM
EXIST
RAFTERS
0
EXIST BEAM
EXIST HDR
X
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FOUNDATION & MAIN FLOOR FRAMING PLAN
SCALE: 1/4" = 1'-0"
FOUNDATION PLAN NOTES:
2'-6" SQ x 10" DEEP FTG W/ (3) #4
EXIST CONIC SLAB & CURB TO BE
REMOVED AS REQ'D TO INSTALL NEW
FOOTING
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— — — — — — --- ---
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10" DEEP FTG W/ (3) #4 BOT FTG 6
BARS EA WAY S3.
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SIMPSON HUC FACE MOUNT
HANGER TO COL FACE
EXIST HDR
1. EXTERIOR FOOTINGS SHALL BEAR A MIN OF 1'-6" BELOW ADJACENT GRADE.
2. FOOTINGS SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL.
3. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET 51.1
FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS.
4. WHERE NEW SHEATHING IS REQUIRED, FLOOR SHEATHING SHALL BE 3/4" PI 48/24 (MINIMUM OR MATCH
EXISTING) WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES
AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING LAYOUT AND NAILING REFER
TO DETAIL 2/53.1.
FAI
5. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS AND
NOTIFY ALL PARTIES OF ANY DISCREPANCIES.
3
2x8 @ 53.1
16" OC
ADD 2x /
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- EXIST BEAM
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SIMPSON HU
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APPROX. LOCATION OF EXISTING
FOOTING EXTENTS, VERIFY LOCATION
PRIOR TO CONSTRUCTION
2'-6" SQx 10" DEEP FTG W/ (3) #4 BOT BAS EA
WAY. FOOTING SHALL BEAR ON FIRM, NATIVE
SOIL. DIG DOWN TO DEPTH REQUIRED
BOT BAS EA WAY. FOOTING SHALL
BEAR ON FIRM, NATIVE SOIL. DIG
DOWN TO DEPTH REQUIRED
APPROX. LOCATION OF EXISTING
FOOTING EXTENTS, VERIFY LOCATION
PRIOR TO CONSTRUCTION
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EXIST HDR I
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� BUILT-UP COLUMN
PER DET 8/53.1.
ADD FULL HEIGHT
� STUDS EA SIDE OF
�+ COL/BEAM
NOTE:
1. CONTRACTOR TO TEMPORARILY SHORE THE EXISTING ROOF AS
REQUIRED TO SUPPORT EXISTING ROOF FRAMING WHILE BEAM IS
REMOVED AND REPLACED.
2. ALL STEEL TO BE WATERPROOFED (GALVANIZED) WHERE EXPOSED TO
WEATHER &MOISTURE.
3. CONTRACTOR SHALL WATERPROOF AND SEAL ALL PENETRATIONS
THROUGH EXISTING WALL AS REQUIRED TO PREVENT MOISTURE
INFILTRATION.
ROOF FRAMING PLAN
SCALE: 1/4" = 1'-0"
TYPICAL ROOF FRAMING PLAN NOTES:
1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING.
2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS NOTED OTHERWISE.
3. ROOF SHEATHING SHALL BE 1/2 PI 40/20 (MINIMUM OR MATCH EXISTING) WITH 8d COMMON NAILS SPACED
AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING
OR TRUSS BLOCKING PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d
COMMON NAILS @ 12" OC. REFER TO DETAIL 2/53.1 FOR SHEATHING LAYOUT AND NAILING.
4. ALL DIAPHRAGMS UNBLOCKED UNO.
5. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS
CARRIED BY A BEAM BELOW.
6. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, AND WALL LOCATIONS, AND NOTIFY ALL PARTIES
OF ANY DISCREPANCIES.
EXIST
RAFTERS TAI
REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
Erin Ca rte r
BUILDING OFFICIAL
Mar 10 2022
APPROVED DATE
APPROVED
PLANS MUST BE
ON JOB SITE
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
03/ 07/ 2022
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DESIGN:
RMK
DRAWN:
ATD
CHECK:
JGG
JOB NO: 20298.10
DATE:
09/28/2020
REVISION
Mar 07 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-1610
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SIMPSON A35 EA
SIDE OF COLUMN
(4) #4 HOOKED --
DOWELS
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SIZE AND REINF
PER PLAN
FOOTING DETAIL
SCALE: 1" = V-0"
COL PER PLAN
SIMPSON A35 EA
SIDE OF COLUMN
PROVIDE SQUASH BLOCKING
BETWEEN FLOOR JOISTS TO
PROVIDE FULL BEARING OF
COLUMN
COL PER PLAN
SIMPSON CB
POST BASE
— 8" x 8" CONCRETE
PLINTH
EXIST GRADE OR
HARDSCAPING
NOTE:
STAGGER SHEATHING AS
SHOWN. (IBC TABLE
2306.3.1, CASE 1
SHEATHIP
PANEL, T
CONTINUOUS
PANEL EDGES
PANEL EDGES
2x OR 3x BLOCKING ONLY
IF BLOCKED DIAPHRAGM
r rnrri rrn
TYPICAL FLOOR ROOF SHEATHING DETAIL
SCALE: NTS
EXIST SHEATHING. ADD
10d @ 6" OC PANEL
EDGE NAILING TO BEAM
2x PLATE BELOW
RAFTER PER PLAN W/
SIMPSON HU SLOPED
FACE MOUNT HANGER
SOLID WOOD WEB FILLER W/
1/2"0 THRU BOLT @ 12" OC,
STAGGERED TOP & BOT_/
BEAM PER PLAN
BEVELED PLATE AS REQ'D TO
MATCH ROOF SLOPE
2x NAILER RIPPED TO WIDTH
OF BEAM W/ 5/8"0 CARRIAGE
BOLTS @ 24" OC STAGGERED
EACH SIDE OF WEB
�2x BLKG W/
10d@6"OC
NEW JOIST PER PLAN W/
SIMPSON HU SLOPED FACE
MOUNT HANGER
AT SIM SECTION, RAFTERS ARE SLOPED.
AT SLOPED RAFTERS, USE SIMPSON HU
SLOPED FACE MOUNT HANGER IN LIEU
OF LUS HANGER SHOWN
SHEATHING AND
NAILING PER PLAN
SHEATHING AND
NAILING PER PLAN
SHEATHING AND
NAILING PER PLAN
FLOOR JOISTRJOIST SER ES HAN ER J L EXIST JOIST SIMP ONLUSSIMPSON SERIES HANGER J
BEAM PER PLAN, SISTER NEW 2x BEAM PER PLAN, SISTER NEW 2x
TO EXIST BEAM W/ (2) 16d @ 8" TO EXIST BEAM W/ (2) 16d @ 8"
OC, MIN (3) TOTAL 2x MEMBERS OC, MIN (4) TOTAL 2x MEMBERS
JOISTS PERP TO BEAM JOISTS PARALLEL TO BEAM
FLUSH BEAM DETAIL
SCALE: 1" = V-0"
NEW FTG,
SIZE PER PLAN
NEW COL PER PLAN
ABU SERIES
STANDOFF POST BASE
W/ AB EMBEDDED 6"
II
II
II
0 ®
® •
SIZE & REINF PER PLAN
SHEATHING AND
NAILING PER PLAN
EXIST JOIST
ASSUMED EXIST
PLYWOOD JOINT
EXIST FLOOR
SHEATHING
SIMPSON A35 @
32" OC W/ #6 x
1/2" SCREWS INTO
EXIST PLYWOOD
TYP
SECTION
SCALE: 1 1/2" = V-0"
FLOOR JOISTS
PER PLAN
J
SIMPSON LUS FACE
MOUNT HANGER
BEAM PER PLAN
JOISTS PERP TO BEAM
SECTION 6 SECTION % FLOOR BEAM DETAIL
SCALE: 1" = 1'-0' SCALE: 1" = V-0" • SCALE:
Al" Ai I>-
0 >-
APPROVED
PLANS MUST BE
ON JOB SITE
REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
Eri e Ca rte r
BUILDING OFFICIAL
Mar 10 2022
APPROVED DATE
Al
ADJACENT NAILS IN A
ROW ARE TO BE
DRIVEN FROM
OPPOSITE SIDES, TYP
—r 10d @ 6" OC
JOISTS PARALLEL TO BEAM
FOR 2x4 STUDS, PROVIDE SINGLE
ROW OF NAILS STAGGERED EA SIDE
WITH 1 1/2" EDGE DISTANCE. FOR
2x6 STUDS, PROVIDE (2) ROWS OF
NAILS SPACED AT 2 1/2" W/ 1 1/2"
EDGE DISTANCE
9" OC MAX SPACING BETWEEN
ADJACENT NAILS IN A ROW
0.131"0 x 3" NAILS, TYP
(5) STUDS MAX TO
BE USED FOR
BUILT-UP COLUMNS
o TYPICAL BUILT-UP STUD COLUMN DETAIL
81 SCALE: 1" = V-0"
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
W 07/ 2022
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DESIGN:
RMK
DRAWN:
ATD
CHECK:
JGG
JOB NO: 20298.10
DATE:
09/28/2020
REVISION
Mar 07 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Li
BLD2021-1610
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