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APPROVED REVISED BLD PLN BLD2020-0831+ Architectural_Plan+5.28.2021_8.55LIEU RESIDENCE FOUNDATION STABILIZATION 16515 74TH PL W EDMONDS, WA 98026 OWNER CHARLIE LIEU 16515 74TH PL W EDMONDS, WA 98026 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 GEOTECHNICAL ENGINEER ASSOCIATED EARTH SCIENCES 911 5TH AVE STE 100 KIRKLAND, WA 98033 425.827.7701 CONTACT: JEFF LAUB, LEG LEGAL DESCRIPTION NORTH 200 FEET OF TRACT 88, MEADOWDALE BEACH, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 5 OF PLATS, PAGES(S) 38, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. EXCEPT THE EAT 273 FEET, AS MEASURED ALONG THE NORTH LINE OF TRACT 88. AND EXCEPT THE WESTERLY 5 FEET, AS MEASURED AT RIGHT ANGLES TO THE WESTERLY ra► loll *Nox20rIsis] 11.1Tau►rev 11:110*40 BOX 13901:iIre] Lim BEGINNING AT THE NORTHWEST CORNER OF SAID TRACT 88, THENCE EASTERLY ALONG THE NORTH LINE FOR 50 FEET, THENCE SOUTHWESTERLY TO A POINT ON THE WESTERLY LINE OF TRACT 88.50 FEET SOUTHEASTERLY FROM THE NORTHWEST CORNER OF TRACT 88, THENCE NORTHWESTERLY ALONG THE WESTERLY LINE OF TRACT 88 FOR 50 FEET TO THE NORTHWEST CORNER OF TRACT 88 AND THE POINT OF BEGINNING. PARCEL NUMBER 00513100008803 PROPERTY INFORMATION TOTAL LOT AREA = 23,735 SOFT EX BUILDING FOOTPRINT = 1,212 SQFT PROPOSED BUILDING FOOTPRINT = NOT TO CHANGE TOTAL IMPERVIOUS SURFACE = NOT TO CHANGE 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. N88°22'18"W - v V� 100.02' LU i a PLANTER ry io- ' c o I cz EXIST SHED 1.7'-411 1 GRAVEL / 'y�O 11 11 i i / // / / // / // / / �I DRIVEWAY w I -A CD o_ I 'Iti I, W EXISTING 1 I ) l RESIDENCE o o Oo O o � i / 174 I I J l I( / 44'-3" 176 � 200- -180J / \ \--------- -STABILIZE EXISTING \� --- FOUNDATION W/ �_-290 ,\ PIPE PILES \\ I / / - ------------- 1 to I I 1 � / 1 1 1 ti� ti$6 / -188 —// N88°22'18"W -- - -__ // 118.63' - -- -- -_-------- \---200___-- ___ ---___ ----- I � ,IIIei No I I I I I I I I 1 I I I l l III j I I l I 1g6-- I SITE PLAN 1 SCALE: 1" = 20'-0" 20 0 10 20 0 d a P �6 F Z �9 of 4 d A a F F I Mth 51 SW , 6'ys s� Z and 00 s �"tla�e Rtl F 165th PI SW 166th PI SW D a' � F 4 d� �QS o a5q 4 B��ilt�' D Me+Aowaale Berch Rtl < SSW t6Bth St 11'! ag � Pa o 3k, wy PB a 6 04 h VICINITY MAP NTS = PROJECT SITE SPECIAL INSPECTION REQUIRED FOR THIS PROJECT- 1) INSTALLATION OF HELICAL PILES, BRACKET INSTALLATION AND WELDING 2) SOILS PLEASE PROVIDE THE SPECIAL INSPECTION REPORT TO THE BUILDING INSPECTOR PRIOR TO FINAL. APPROVED ALL WORK SUBJECT PLANS MUST BE TO FIELD TO FOR ON JOB SITE CODE COMPLIANCE REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION W. m 4a� BUILDING OFFICIAL Jun 07 2021 APPROVED DATE APPROVED BY PLANNING Jun 04 2021 C3� ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 W 21121 a W H � � z z O O m J H � N � � z w w O 0 a- (.) O rH W r-i Ln 00 II DESIGN: AT III II DRAWN: JCP III II CHECK: DMT III JOB NO: 19331.10 DATE: 01 / 1 6/2020 BLD2020-0831 r! REVISION May 28 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Z O F_ Q N J_ m H Cfl N N O Z 00 O 0") a _j a z LL. Lo Z T_ W D C0 C W �p ^ w a J LLI V / J L, SHEET: STRUCTURAL NOTES C3� (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), 2015 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. IT IS RECOGNIZED THAT THE SEATTLE BUILDING CODE REQUIRES 8 INCH MINIMUM DIAMETER PIPE FOR PIPE PILE INSTALLATION. THE APPROPRIATE ANALYSIS/EVALUATION AND TESTING REQUIREMENTS IN CONFORMANCE WITH DIRECTOR'S RULE 10-2009 ARE PROVIDED TO ALLOW FOR USE OF PILES LESS THAN 8 INCHES IN DIAMATER AS REQUIRED BY SECTION 104.5 OF THE SBC. nFcir_ni i nanc DEAD LOADS 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. ROOF 15 PSF EXISTING BUILDING FLOOR 12 PSF CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING LIVE LOADS: DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE ROOF (SNOW LOAD) 25 PSF REDESIGN. FLOOR 40 PSF DECK 60 PSF CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). GENERAL 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 CHAPTER 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 PILING INSTALLATION X PILING LOAD TEST 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: PREPARED BY DATED: ALLOWABLE PILE CAPACITY 20190373EO01 ASSOCIATED EARTH SCIENCES 11/13/19 2 TONS 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 D1557-00. 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. EXPANSION ANCHORS BASE MATERIAL ANCHOR SIZE MINIMUM ALLOWABLE ALLOWABLE SHEAR EMBEDMENT TENSION CONCRETE 1/2" 0 3 1/2" 1,929 2,009 CONCRETE 5/8" 0 4" 2,637 3,447 CONCRETE 3/4" 0 4 3/4" 3,481 5,140 NOTE: 1. THE ABOVE VALUES ARE BASED ON HILTI CARBON STEEL KWIK BOLT III EXPANSION ANCHORS INSTALLED IN NORMAL WEIGHT CONCRETE, f'c = 2500 PSI. 2. SPECIAL INSPECTION IS REQUIRED PRIOR TO INSTALLING ANCHOR PER THE MANUFACTURER'S ICBO REPORT. 3. THE ABOVE VALUES ARE BASED ON AN EDGE DISTANCE GREATER THAN 10" AND A MINIMUM SPACING OF 12". CONTACT ENGINEER FOR OTHER CONDITIONS. 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. 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. SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI. PLATES, ANGLES, 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, UNO 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. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNT PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NC 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 STRUCTURAL ENGINEER. FLOOR ELEVATIONS SCALE: 1/4" = V-0" I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --J ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 W211Z J a W z z 2 O 0 co ) N =) H ry' U � z LLJ w O C) d u II DESIGN: AT IN III II DRAWN: JCP III II CHECK: DMT III JOB NO: 19331.10 DATE: 01 / 1 6/2020 _W BLD2020-0831 REVISION May 28 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Lo r SHEET: n0 ► w cl Z O L.I.. Simi Z O \Q W LI.J LL O O J LL. go w zz J 14= - 4=�lhl EXIST FOOTING. REPLACE POST ENGINEERING AS REQ'D TEMPORARY RELOCATE 250 4TH AVE. S., SUITE 200 STORAGE FOR PILE EDMONDS, WASHINGTON 98020 REMOVE &REPLACE INSTALLATION PHONE (425) 778-8500 FAX (425) 778-5536 DECK BOARDS AS REQ'D FOR PILE INSTALLATION CONSTRUCTION SEQUENCE NOTES: 1. JACK EXISTING STRUCTURE FROM © O 4) O - PILE AFTER REFUSAL IS COMPLETED 1° & CRITERIA MET. 2. TIGHTEN NUTS AFTER PORTION OF HOUSE LEVELED. EXIST FOUNDATION 3. REMOVE JACK & TOP PL & REMOVE 4 10 EXCESS THREADED ROD. 11 - `D CHIP OUT PORTION OF FTG JACK NOT SHOWN FOR CLARITY TO INSTALL ANGLE DIRECTLY BENEATH STEM WALL x x w PL 1 x 4 x 0'-9" W/ 15/16"0 4 #1 I I HOLES TO ALIGN W/ 1" ES 15 M. ?, ADD NEW FOOTING I PIPE BELOW, TYP pF WAS CENTERED BETWEEN ■ 1/2" 0 THREADED ROD W/ 4" EXISTING FOOTINGS I MIN EMBED INTO FTG W/ HILTI I 7/8"0 THREADED ROD HIT HY 200 INJECTION 1" EXTRA STRENGTH ADHESIVE. ALTERNATELY 1/2"0 I PIPE x 4" LONG p 4 EXPANSION ANCHORS MAY BE as901 1 j USED W/ 4" MIN EMBED I I 3S L Cs ZONAL - C-_- III W21121 EXIST 2x10 @ I I I 16" OC, TYP I I I I TS5 x 3 x 1/4 x 8" LONG I I I L6 x 6 x 3/4 x 12" LONG I I I I I PIPE PILE PER PLAN I 1 1/4 j I ■ I I N I z 0 ■ I I �n j I I J w I H z 0 O co ) TYPICAL DETAIL �_Ln J SCALE: 1 1/2" = 1'-0" ~ U N w w o GL u O Ll Ll W r-i Lr) 00 00 O O x x � V) EXIST JOIST Y N V1 w w NOTE: Q TOP PL & THREADED ROD NOT SHOWN FOR DESIGN: ATN CLARITY Ll Ll DRAWN: JCP EXIST FOUNDATION CHECK: DMT 5/8"0 LONG SLOTTED JOB NO: 1 9331 .10 Q Q EXIST 2x10 @ HOLES �71 7; 16" OC, TYP DATE: 01 / 1 6/2020 1" EXTRA STRENGTH EXIST BEAM PER PIPE x 4" LONG, TYP PLAN AND SCHED 4 SIMPSON PC66 Ll Ll TS5 x 3 x 1/4 x 8" LONG o MAX POST CAP I BLD2020-0831 I I 6x6 HF#2 COL Z I � ADJUSTABLE REVISION Q I POST BASE J L (3) #4 EA WAY May 28 2021 ('n CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PIPE PILE PER PLAN 7 1�4 TYP I j a © Ili o O Z LIS x 6 x 3/4 x 12" LONG - s O CnJ� Q 1'-8"O ~ 0 Q J � CRAWL SPACE/FOUNDATION PLAN TYPICAL DETAIL SECTION ao 1 SCALE: 1/4" = V-0" SCALE: 1 1/2" = 1'-0" 4 SCALE: 1" = V-0"< O 2'-0" 0 2'-0" 4'-0" N N O Z 00 W p J 0") U A, PILE SCHEDULE 01-Q Q o=� �n Z O cl `�`"o D Lo :2w J�U SHEET: PILE TYPE DESIGN LOAD PILE SHAFT HELIX MIN TORQUE NOTES 1 HELICAL 4K 2 7/8" x 0.203" PIPE SINGLE 10"0 1,500 FT.# LOCATE AT EDGE OF WINDOW 2 HELICAL 4K 2 7/8" x 0.203" PIPE SINGLE 10"0 1,500 FT.# LOCATE AT CENTER OF WINDOW 3 HELICAL 4K 2 7/8" x 0.203" PIPE SINGLE 10"o 1,500 FT.# LOCATE AT EDGE OF WINDOW 4 HELICAL 4K 2 7/8" x 0.203" PIPE SINGLE 10"0 1,500 FT.# LOCATE AT EDGE OF WINDOW 5 HELICAL 4K 2 7/8" x 0.203" PIPE SINGLE 10"S6 1,500 FT.# LOCATE AT CENTER OF WINDOW W (o 0 6 HELICAL 4K 2 7/8" x 0.203" PIPE SINGLE 10"0 1,500 FT.# LOCATE AT EDGE OF WINDOW Li 7 HELICAL 4K 2 7/8" x 0.203" PIPE SINGLE 10"0 1,500 FT.# LOCATE AT EDGE OF WINDOW 8 HELICAL 4K 2 7/8" x 0.203" PIPE SINGLE 10"0 1,500 FT.# LOCATE AT EDGE OF WINDOW 9 HELICAL 4K 2 7/8" x 0.203" PIPE SINGLE 10"0 1,500 FT.# LOCATE AT CORNER OF WINDOW 10-11 HELICAL 4K 2 7/8" x 0.203" PIPE SINGLE 10"0 1,500 FT.# S2ml -