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APPROVED BLD BLD2021-0873+Architectural_Plan+6.22.2021_10.57.01_AM+2262614McCALLUM RES DENCE FOUNDATION REPAIR 21630 98TH AVE W EDMONDS, WA 98144 OWNER JOHN McCALLUM 21630 98TH AVE W EDMONDS, WA 98020 425.672.1681 CONTACT: jlcalmc@comcast.net CONSULTANTS STRUCTURAL ENGINEER CG ENGINEERING 250 4TH AVE S, SUITE 200 EDMONDS, WA 98020 425.778.8500 FAX 778.5536 CONTACT: DENNIS TITUS, PE, SE SOIL/GEOTECH ENGINEER GEOTECH CONSULTANTS 2401 1OTH AVE E SEATTLE, WA 98102 425.747.5618 CONTACT: ROB WARD, PE LEGAL DESCRIPTION SEC 25 TWP 27 RGE O3RT-183) PTN SW1/4 NE1/4 DAF BEG SW COR SD SUB TH S88*54 23E ALG S LN 326.71FT TH NOO*31 55E 1O78.7OFT TPB TH SOO*31 55W 83FT TH S88*52 55E 296.99FT TH N 00*33 15E 83FT TH W POB-AKA S 83FT OF TR34 ONAVU PARK DIV 2 UNRECORDED PARCEL NUMBER 27032500109500 PROPERTY INFORMATION TOTAL LOT AREA = 23,655 SQFT EX BUILDING FOOTPRINT = 1,765 SQFT PROPOSED BUILDING FOOTPRINT = NOT TO CHANGE TOTAL IMPERVIOUS SURFACE = NOT TO CHANGE SITE PLAN SCALE: 1" = 10' SCOPE OF WORK STABILIZE EXISTING FOUNDATION WITH PIN PILES. NOTE: SITE PLAN HAS BEEN PREPARED BASED ON FIELD MEASUREMENTS & COUNTY RECORDS & IS NOT A SURVEY, PROPERTY LINES ARE APPROXIMATE. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS & UTILITY LOCATIONS. EXISTING PATIO SHED 219'-9" SPECIAL INSPECTIONS REQUIRED FOR THIS PROJECT: 1) PIPE PILING INSTALLATION 2)BRACKET(JACK)I NSTALLATION THIS INSPECTION IS TO BE DONE BY THIRD PARTY OR ENGINEER OF RECORD. GEOTECHNICAL ENGINEER 3) EPDXY THIS INSPECTION IS TO BE DONE BY THIRD PARTY OR ENGINEER OF RECORD. C&G ENGINEERING 293.6 ---------------------------- EXISTING GRAVEL WALKWAY EXISTING CONCRETE WALL EXISTING PATIO SHED EXISTING PATIO W/ DECK ABOVE 0 N N VICINITY MAP NTS = PROJECT SITE APPROVED PLANS MUST BE ON JOB SITE ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE City Of Edmonds Building Department Work FOUNDATION STABILIZATION ----------------------------------------------------- ------------------------------------------------------- Address 21630 98TH AVE W Owner McCALLUM Approved Date 10/12/2021 Building Official DdTtA7vmL#L W. W pfAia.zc ------------- Permit Number BLD2021-0873 I I I I I I EXISTING DRIVEWAY I I la? 37'-0" 0 EXISTING HOUSE EXISTING WALKWAY I AREA OF WORK. UNDERPIN EXISTING FOUNDATION W/ PIN PILES EXISTING PATIO SHED A / ------------------------ ��L .6 ---- 10 I I I I w a 2 1- 00 O C ENGINES RING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 IS M. ?, I 0 WACAW s�I ?� 1 F� vxASL �1 ANAL 06/ H/ 21 J Q z 2 o co � N U V) W Lu o0- W r-4 Q O Y ry Q DESIGN: BL I II DRAWN: ATD II II CHECK: DMT II JOB NO: 20371.10 DATE: 06/ 1 4/21 RECEIVED Jul 01 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Lj U 3:: O Z N W W O 00 0 > N Q rn z �=a 0 0— O Z U W M I--- W U p Z N W (/) SHEET: !10 20W I so M1 STRUCTURAL NOTES O C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: ROOF 15 PSF FLOOR 15 PSF LIVE LOADS: ROOF (SNOW LOAD) 25 PSF FLOOR 40 PSF DECK 60 PSF (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.11). STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC. FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SPECIAL INSPECTION OPERATION CONT PERIODIC REMARKS SOILS PIPE PILING INSTALLATION X PILING REFUSAL VERIFICATION X NOTE: ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. FOUNDATIONS: PIN PILES SOILS REPORT: REPORT NO: JN20483 PREPARED BY: GEOTECH CONSULTANTS DATED: 12/30/21 ALLOWABLE PILE CAPACITY: 3 TONS PASSIVE EARTH PRESSURE: 250 PCF LATERAL EARTH PRESSURE: UNRESTRAINED: 35 PCF + ANY APPLICABLE SURCHARGE RESTRAINED: 35 PCF + 10 PSF * WALL HEIGHT IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. 2" 0 PIPE PILING INSTALLATION 2" XS PIPE SHALL CONFORM TO ASTM A53 GRADE A OR B, FY = 30 KSI (MIN) PILES SHALL BE DRIVEN THROUGH LOOSE MATERIAL & BEAR IN COMPETENT DENSE SOIL AS DETERMINED BY THE GEOTECHNICAL SPECIAL INSPECTOR. PILES SHALL HAVE A MINIMUM OVERALL EMBEDMENT OF 10 FEET OR AS DETERMINED ADEQUATE BY THE GEOTECHNICAL SPECIAL INSPECTOR. PILES SHALL NOT EXCEED A MAXIMUM EMBEDMENT DEPTH OF 30 FEET. PIPE PILING SHALL BE DRIVEN INTO THE SUBGRADE TO A POINT OF REFUSAL BY MEANS OF A PNEUMATIC HAMMER OR OTHER SIMILAR HYDRAULIC HAMMER SYSTEM. THE PNEUMATIC HAMMER SHOULD WEIGH AT LEAST 140 POUNDS. REFUSAL SHALL BE DEFINED AS 1" OR LESS OF PENETRATION DURING 1 MINUTE OF SUSTAINED DRIVING. PIPE SECTIONS SHALL BE CONNECTED WITH INTERNAL SLIP COUPLINGS. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY ALL UTILITIES WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THESE DRAWINGS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY AND ALL DAMAGE TO UNDERGROUND UTILITIES RESULTING FROM THEIR OPERATION. CONCRETE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTES SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM MIN CEMENT TYPE OF CONSTRUCTION f'c* WATER/CEMENT CONTENT PER CUBIC MAXIMUM SHRINKAGE STRAIN RATIO YARD SLABS ON GRADE 3000 PSI 0.55 5 1/2 SACK N/A FOOTINGS 3000 PSI 0.55 5 1/2 SACK N/A WALLS 4000 PSI 0.45 5 1/2 SACK N/A THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1. *PROVIDE f'c SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED. REINFORCING STEEL 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 SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP WELDED WIRE FABRIC 12" AT SIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI 318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BELOW: f c = 3000 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS OTHER BARS ALL BARS TOP BARS OTHER BARS ALL BARS #3 22 17 9 28 22 12 #4 29 22 11 37 29 15 #5 36 28 14 47 36 19 #6 43 33 17 56 43 23 #7 63 48 20 81 63 27 #8 72 55 22 93 72 30 NOTE: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. CONCRETE GENERAL NOTES VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS T-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED. STRUCTURAL STEEL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI. PLATES, ANGLES, CHANNELS, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI. STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI. BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"0 MINIMUM, LINO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUAL OF STEEL CONSTRUCTION. UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO WEATHER SHALL BE HOT DIP GALVANIZED. WELDING WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE PER TABLE 5.8 IN AWS D1.1, LATEST EDITION. WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. EXISTING BUILDING CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. LE03END DEFINITION SYMBOL DEFINITION SYMBOL DIRECTION OF FRAMING EXTENT OF FRAMING NATIVE SOIL GRANULAR FILL - - - - - COLUMNS COLUMN BEARING ON BEAM BEAM CONTINUOUS OVER SUPPORT STRUCTURAL STEEL RATED SHEATHING SHEAR WALL (SEE SCHEDULE) P SWX � CONCRETE WALL COLUMN MARK (SEE SCHEDULE) BEARING STUD WALL FOOTING MARK (SEE SCHEDULE) O NON -BEARING STUD WALL HOLDOWN MARK (SEE SCHEDULE) BEARING STUD SHEAR WALL HANGER MARK (SEE SCHEDULE) FLAG NOTE (SEE PLAN NOTES) O NON -BEARING STUD SHEAR WALL CMU WALL STEEL MOMENT FRAME CONN. �V ABBREVIATIONS (A) ABOVE GLB GLUE -LAMINATED BEAM AB ANCHOR BOLT ALTERNATE HORIZ HORIZONTAL KING POST ALT KIP ARCH ARCHITECT KSI KIPS PER SQUARE INCH ANGLE MECHANICAL (B) BELOW L BD BAR DIAMETER MECH BLKG BLOCKING MF MOMENT FRAME BM BEAM MTL METAL BOT BOTTOM INS NEAR SIDE BRNG BEARING OC ON CENTER BTWN BETWEEN OPP OPPOSITE PLATE CJP COMPLETE JOINT PENETRATION PL CLR CLEAR PLCS PLACES CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH COL COLUMN CONCRETE CONNECTION PSF POUNDS PER SQUARE FOOT CONC P/T POST TENSIONED CONN PT PRESSURE TREATED CONT CONTINUOUS REINF REINFORCING REQUIRED COORD COORDINATE REQ'D DBL DOUBLE SCHED SCHEDULE DIET DETAIL SIM SIMILAR DIA DIAMETER SOG SLAB ON GRADE DIM DIMENSION STD STANDARD DIR DIRECTION EACH STIFF STIFFENER STEEL EA STL ELEV ELEVATION SYMM SYMMETRICAL ES EACH SIDE SW SHEARWALL EX EXISTING EXPANSION TOC TOP OF CONCRETE EXP TOS TOP OF STEEL FLR FLOOR FOUNDATION TOW TOP OF WALL TYPICAL FDN TYP FTG FOOTING FAR SIDE UNO UNLESS NOTED OTHERWISE FS VERT VERTICAL GC GENERAL CONTRACTOR WF WIDE FLANGE -0.4" -0.2" -0.3" -0.2" -0.1 0.3" 0.5" -0.5" +0.6" "+0.3" +0.3" 11 -0.3" 1 1-0.1" +0.1" +0.1" I F +0.2" -0.3" -0.2" -0.1" ELEV 0'-0" -0.1" 0.0" -0.1" L+0.2" EXIST FLOOR ELEVATIONS SCALE: 1/8" = V-0" +0.3" +0.4" m +0.5" +0.1" 5'-0" 0 5'4" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 06/14/21 Y D' Q DESIGN: BL DRAWN: ATD CHECK: DMT JOB NO: 20371.10 DATE: 06/ 1 4/21 9 LL O Lw U O 3:: O W W p L.L. p 00 toLd a p = Q Z 00 J p N Z Ld Q M O U cfl � O w U N p w Z a W 1, SHEET: 4= - 4m�lhl GNGINGG RING eol 3'-0"± 3'-6" 3'-6" 3'-6" 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 EXISTING PATIO 1 TYP EXISTING DECK FAX (425) 778-5536 S3.1 O O 11"x11" PLINTH, TYP © �` ® O ��isT 6I6 ❑ - �dm 'J - - O 6�6 25 0 0 m m I I I6 I TYPM. 1 53.1 9 I m q of w 24 0 10 ■ N , z�L 11 X 6Jo SjONAL w 06/14/21 TEMP SHORE AND 12 SUPPORT EXIST I DECK FRAMING AS REQUIRED 13 6A6 2x10 @ 16" OC 2x10 @ 16" OC a 2x10 @ 16" OC • TYP YAl 14 S3.1 I LOCATE @ EDGE OF DOOR 15 Q H 2x10 DBL JOISTS Z 2 16 LOCATE CENTERED IN DOOR @ 16" OC m a � � N D' ~ u V) W Lu 17 LOCATE @ EDGE OF DOOR � a 22 u J o 18 MI N LO 19 Y I Q DESIGN: BL DRAWN: ATD 6 CHECK: DMT JOB NO: 20371.10 • DATE: 06/ 1 4/21 Z Q zool 2x10 @ 12" OC rr�� :Ell L Q L.L Z O W QO FOUNDATION PLAN SECOND FLOOR FRAMING PLAN NO WORK v J -i 20 o 1 SCALE: 1/4" = V-0" SCALE: 1/4" = V-0" Z N Lj- 2 -0 0 2 -0 4 -0 2--0" 0 2 -0 4 -0 W 0 > 00 0 N Q (j) Z Z Ld = Q O I- 3:: I-- U :m 00 Q W J°'o 0(n Q�OO Z U cD :2 w c-p O N w L.L Q Z J SHEET: S2ml o 4=�olkI EXIST FOUNDATION CHIP OUT PORTION OF FTG TO INSTALL ANGLE DIRECTLY BENEATH STEM WALL 1/2" 0 THREADED ROD W/ 4" MIN EMBED INTO FTG W/ HILTI HIT HY 200 INJECTION ADHESIVE. ALTERNATELY 1/2"0 EXPANSION ANCHORS MAY BE USED W/ 4" MIN EMBED L6 x 6 x 3/4 x 12" LONG TYPICAL DETAIL SCALE: 1 1/2" = V-0" CONSTRUCTION SEQUENCE NOTES: 1. JACK EXISTING STRUCTURE FROM PILE AFTER REFUSAL IS COMPLETED & CRITERIA MET. 2. TIGHTEN NUTS AFTER PORTION OF HOUSE LEVELED. 3. REMOVE JACK & TOP PL & REMOVE EXCESS THREADED ROD. JACK NOT SHOWN FOR CLARITY PL 1 x 4 x 0'-9" W/ 15/16" 0 HOLES TO ALIGN W/ 1" ES PIPE BELOW, TYP SAWCUT SLAB @ PILE tIill LOCATIONS & REPLACE CONC EXIST SLAB ON GRADE WHEN COMPLETE. ADJUST BRACKET TO BE BELOW CONC 7_/ 8" 0 THREADED ROD 21" EXTRA STRENGTH PIPE x 4" LONGoil, TS5 x 3 x 1/4 x 8" LONG I I I I I PIPE PILE PER PLAN I I� I I I I I I NOTE: TOP PL & THREADED ROD NOT SHOWN FOR CLARITY EXIST FOUNDATION 5/8" 0 LONG SLOTTED HOLES 1" EXTRA STRENGTH PIPE x 4" LONG, TYP --- TS5 x 3 x 1/4 x 8" LONG I I I I _ I � I � I Lr) I I I PIPE PILE PER PLAN 1/4 TYP 14 &-< L6 x 6 x 3/4 x 12" LONG TYPICAL DETAIL SCALE: 1 1/2" = V-0" RE -USE EXIST COL IF POSSIBLE ABU POST BASE V-4" x V-4" FTG W/ (2) DF SHIMS #4 EA WAY BOT AS REQ'D •o, ,o TO GRADE -III- -IIII- ELEV lL= 6" (3) #4 BARS PER PILE 8„ I � n, STEEL PIPE PILING PER PLAN AND STRUCTURAL NOTES 8" 8" SECTION SCALE: 1" = V-0" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 06/H121 1 J Q z O m (Z N U V) LJ W d r-I W \ Q Q DESIGN: BL DRAWN: ATD CHECK: DMT JOB NO: 20371.10 DATE: 06/ 1 4/21 W CU 3:: O Z N Lv W O 00 0 ] N Q W = Q 00 0 0 J O Z Q M O U cfl :2 U p N W SHEET: S3ml