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BLD2014-0074EDMONDS 2020 LLC NEW EDMONDS POST OFFICE SHEET NUMBER SHEET TITLE 5H1.0-I.I GOVER $ SHORING NOTES SH2.0 2.1 SHORING PLAN 5H5.0-5.3 SHORING ELEVATION 5H4.0-4.1 GROSS-5EGTIONS AND DESIGN DIAGRAMS SH5.0-52 DETAILS SHC .O CONSTRUCTION STEPS 5H7.0-7.1 SPECIFICATIONS Project site VICINITY MAP 130 SECOND AVENUE NORTH, EDMONDS, WASHINGTON APPROVED AS NOTED BY ElmG EHING Data: 9~ -to 6-4e0ACf w'vlw 4 P�rot1Y ��Nr�Zo)4oaoo # R-ewg4L R-LISO TO UV1L CanrsTeucTconl p1.�rnls �-sp+✓clEx, tasr�c,-�as � TEMPORARY SHORING WALL PLANS b�'�� �yy`,�►I�� SHORING WALL NOTES. GENERAL: THE GENERAL GONTRAGTOR 15 RE5PON515LE.FOR FIELD VERIFYING ALL EXISTING DIMENSIONS AND SITE CONDITIONS. THE GENERAL CONTRACTOR 15 RESPONSIBLE FOR DETERMINING ACTUAL LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON THE PLANS AND TH05E UTILITIES OR UNDERGROUND OBSTRUCTIONS NOT SHOWN ON THE PLANS. THE GENERAL CONTRACTOR IS RESPONSIBLE FiOR REMOVAL OF ALL ABANDONED UTILITIES, OR OTHER UNDERGROUND OBSTRUCTIONS THAT INTERFERE WITH THE NEW CONSTRUCTION. THE GENERAL CONTRACTOR AND SUBCONTRACTORS ARE RESPONSIBLE FOR THE CONSTRUCTION PROCESS AND THE SAFETY OF THE WORKER5. THIS INCLUDES BUT 15 NOT LIMITED TO, THE GON57RZGTION 5EQUENGE, TEMPORARY HANDRAILS, EXCAVATION ACCESS, AND BARRIERS. IT ALSO INCLUDES LIFTING OF MATERIALS AND CONSTRUCTION EQUIPMENT INTO AND OUT OF THE EXCAVATION, TEMPORARY BRACING OF 51N61.£-SIDED FORMWORK, TEMPORARY SHORING OF EXCAVATIONS, AND STABILITY OF ALL TEMPORARY GUT SLOPES. THE GENERAL CONTRACTOR SHALL SELECT SPECIAL IN5PECTOR5 IN ACCORDANCE WITH SECT ON 1.T OF THE SHORING SPECIFICATIONS. STRUCTURAL SPECIAL INSPECTION 15 NOT REQUIRED FOR THIS PROJECT. EXISTING UTILITIES SHALL BE POTHOLED TO HAVE THEIR LOCATIONS CONFIRMED BEFORE INSTALLING SHORING. A VIDEO SURVEY OF BEAM MAIN(5) SHALL BE PERFORMED BEFORE CONSTRUCTION. 5EWER FLOWS SHALL BE MONITORING DURING CONSTRUCTION TO VERIFY THAT NO INTRUSION INTO THE SEWER(5) BY 5HORIN6 ELEMENTS HAS OCCURRED. REFERENCE DATA: ALL EXI5TIN6 517E DATA, EXISTING AND PROPOSED TOPOGRAPHICAL DATA, AND EXISTING AND PROPOSED UTILITY DATA; AND PROPOSED SHORING WALL LOCATIONS ARE BASED ON: • "FOUNDATION PLAN, NEW EDMONDS POST OFFICE, 150 SECOND AVENUE N, EDMONDS, WA", DATED NOVEMBER 1,2013, BY DGI ENGINEERS. • "FP-5.DW6", FILE DATED NOVEMBER 14,2013, BY HALLER ARCHITECTS. • "GRADING, UTILITY, PRAINGE 8 PAVING PLAN, NEW EDMONDS POST OFFICE", DATED OGTOBER21,2015, BY LFD ENGINEERING, PLLG. • "TOPOGRAPHIC, SURVEY, NEW EDMONDS P05T OFFICE", DATED AUGUST 12,2013, BY WHITE SEAL, INC. BUILDING CODES, DESIGN MANUALS, AND SPECIFICATIONS: 2012 INTERNATIONAL BUILDING CODE 1448 FHWA SUMMARY REPORT OF RESEARCH ON PERMANENT GROUND ANCHOR WALLS GEOTEGHNICAL ENGINEERIN6 CIRCULAR NO. 4, "&ROUND ANCHORS AND ANCHORED SYSTEMS", FHWA, DATED JUNE 1999 DESIGN LIVE LOADS: TRAFFIC/CONSTRUCTION SURCHARGE = 250 PSF. DESIGN CALCULATIONS: THE SOLDIER PILE SHORING WALL DESIGN CALCULATIONS ARE CONTAINED IN THE REPORT TITLED: "DESIGN MEMORANDUM, NEW EDMONDS P05T OFFICE (PROJECT NO. PREPARED BY GROUND SUPPORT PLLG FOR EDMON1252020 LLC, DATED DECEMBER 3,2013. SUBSURFACE DESIGN PARAMETERS: THE SUBSURFACE CHARACTERIZATION U5ED TO DESIGN THE SHORING WALL 15 BASED ON THE REPORT TITLED "6EOTECHNICAL ENGINEERING REPORT, EDMONDS POST OFFICE, EDMONDS, WA51HIN&TON", PREPARED BY ROBIN50N NOBLE, DATED FEBRUARY22,2011. THE FOLLOWING 501L PROPERTIES WERE USED TO DE516N THE SHORING WALLS: DESIGN UNIT SOIL SOIL PULLOUT WEIGHT FRICTION COHESION RESISTANCE 501L UNIT (PGF) (DE-6) (PSF) (K/FT) 0' - 10, 115 32 O 125 10' - 15, 125 54 '70 2.0 > 15, 13S 58 90 3.0 FOR THE PURPOSES OF DESIGN OF THE SHORING, THE WATER TABLE HAS BEEN ASSUMED TO OCCUR BENEATH THE BASE OF THE EXCAVATION, IN ACCORDANCE WITH THE FINDINGS FROM THE GEOTEGHNIGAL INVESTIGATION. SHORING WALL STABILITY ANALYSIS; IN ACCORDANCE WITH THE REFERENCED 1496 FHWA MANUAL, THE FOLLOWING PARTIAL FACTORS OF SAFETY WERE USED IN THE ANALY515 OF INTERNAL AND EXTERNAL SHORING WALL STABILITY: DE51GN COMPONENT PARTIAL FACTOR OF SAFETY SOIL FRICTION I.BS SOIL COHESION 1.55 SOIL -GROUT ADHESION 2.00 NAIL BAR YIELD 1.82 FACING CAPACITY 1 I.50 FOR THE INTERIM CONSTRUCTION CONDITIONS WHERE EXCAVATION FOR A LIFT HAS OCCURRED YET THE CORRESPONDING NAIL ROW HAS NOT BEEN INSTALLED, THE REQUIRED PARTIAL FACTORS OF SAFETY FOR SOIL FRICTION AND SOIL COHESION ARE REDUCED TO 120 IN ACCORDANCE WITH THE REFERENCED FHWA MANUAL. SOIL NAIL THREADED BARS AND GROUT SOIL NAIL THREADED BARS SHALL CONFORM TO EITHER ASTM A615, GRADE -15 OR ASTM AT22, GRADE 150, AS INDICATED ON THE PLANS. SOIL NAIL GROUT SHALL HAVE A MINIMUM28-DAY COMPRESSIVE STRENGTH OF 5000 FBI, AND A MINIMUM 5-DAY COMPRESSIVE STRENGTH OF 1500 PSI. 501L NAIL 61ROUT MAY BE NEAT -CEMENT GROUT OR READY -MIX 5AND-CEMENT GROUT. SEE THE SPECIFICATIONS PLAN SHEETS FOR SPECIFIC REQUIREMENT5. TYFE IA PORTLAND CEMENT CONFORMING TO ASTM C150 SHALL BE USED FOR SOIL NAIL GROUT. SUBMIT MIX DE51GN5 IN ACCORDANCE WITH THE SPECIFICATIONS. SHOTGRETE: ALL SHOTCRETE SHALL HAVE A MINIMUM 26-DAY COMPRESSIVE STRENGTH OF 4000 PSI, AND A MINIMUM 5-DAY COMPRESSIVE STRENGTH OF 2000 PSI. SEE THE SPECIFICATIONS PLAN SHEETS FOR SPECIFIC REQUIREMENT5. TYPE 1/II PORTLAND CEMENT CONFORMING TO ASTM 0150 / AASHTO M55 SHALL BE U5ED FOR SHOTCRETE. SUBMIT MIX DESIGNS IN ACCORDANCE WITH THE SPECIFICATIONS. TEMPORARY 5HOTGRETE MAY BE LEFT WITH A SGREEDED FINISH REINFORCIN6 STEEL: ALL REINFORCING STEEL SHALL CONFORM TO A5TM A615, &RAVE 60 FOR DEFORMED BARS, AND ASTM AIDS FOR WELDED WIRE FABRIC. ALL REINFORCING STEEL DETAILS IN ACCORDANCE WITH AGI 315 MANUAL OF STANDARD PRACTICE. SUBMIT REINFORCING STEEL SHOP DRAWIN65 TO ENGINEER IN ACCORDANCE WITH THE SPECIFICATIONS. ALL MEP REINFORCING BAR LAPS SHALLBECLASS B, IN ACCORDANCE WITH THE -2 IN TIONAL BUILDING CODE, OR AS SUMMARIZED IN THE FOLLOWING TABLE: 201 TENSILE LAP DEVELOP SPLICE L( LENGTH SIZE (IN) (IN) #4 12 16 WELDED WIRE FABRIC (WWF) LAPS SHALL BE-2 SQUARE5. 5EE THE PLANS FOR SPECIFIC 5TRUCTUURAL DETAILS. SUBMIT ALL SHOP DRAWINGS IN ACCORDANCE WITH THE SPECIFICATIONS. CONTROLLED -DENSITY FILL (CDF): ALL CONTROLLED -DENSITY -FILL (CDF) SHALL HAVE A MINIMUM OF 1.5 SACKS (141 LB) OF CEMENT PER CUBIC YARD OF. CONCRETE. SLUMP FOR ALL CDF SHALL NOT BE LESS THAN 5 INCHES AND NO GREATER THAN -1 INCHES. ADMIXTURES SHALL CONFORM TO THE REQUIREMENTS OF ASTM C494 / AA5HTO MI94, SHALL BE USED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, AND SHALL BE APPROVED BY THE ENGINEER. AGGRBSATE5 SHALL CONFORM TO THE REQUIREMENTS OF ASTM 035 / AA514TO M6 FOR FINE A66RESATE5 AND AA514TO M80, CLASS B FOR COARSE A6&RESATE5. STRUCTURAL STEEL: ALL STRUCTURAL STEEL WIDE FLANGE AND OTHER ROLLED SHAPES SHALL CONFORM TO ASTM A992 (fyzSO KSI (MIN)), &RAVE 50; ALL STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A36, &RAVE 56; ALL HOLLOW STEEL SECTION WALER5 SHALL CONFORM To A5TM A500, GRADE B (fY=46 K51), UNLESS SHOWN OTHERWISE ON THE PLANS, OR APPROVED OTHERWISE BY THE ENGINEER. M �c+ J J Z aLwL Z m Z U W Z LL O 0 v/ ''^^ 0 Z V/ O Q 06 w O W a> z Lw �U r I SHEET NUMBER I SH1.0 CITY COPY ��N DE z°' BUILDINGCITY DE MOMENT CITY OF EDMONDS 57RU07URAL WELDING: MINIMUM WELD 51ZE 1/4" CONTINUOUS FILLET. MINIMUM WELD LENSTH2 INCHES. ALL WELDING TO BE PERFORMED BY WABO-CERTIFIED WELDERS PER AW5 STANDARD SPECIFICATIONS. USE ETOXX ELECTRODES. GBOGOMPOSITE WALL DRAINAGE BOARD: ALL 6E000MIP05ITE WALL DRAINAGE BOARD SHALL BE AMERDRAIN SOO, MIRAFI GI00, OR AN APPROVED EQUAL. SHORING ELEMENT LAYOUT: LON THE ARCHITECTURAL PLANS TAKINAYOUT OF SHORING ELEMENTS PERPENDICULAR TO THE BUILDING WALL5 SHALL BE BASED TAKING INTO ACCOUNT PERTINENT BUILDING El EMENT5 (E.6., WATERPROOFING) NOT 5HOWN ON THESE PLANS. - LAG61N6 ALL LAGGING BOARDS SHALL BE PRE55URE-TREATED, IN GOOD CONDITION, AND SHALL BE HEM -FIR NO.2 OR BETTER, WITH AN ALLOWABLE FLEXURAL STRESS FB=IO2O P51 (4-INCH LAG(SING) (WHICH INCLUDES ALL APPLICABLE FLAT -USE AND SIZE FAGTOR5). ALL LAGGING BOARDS SHALL BE PRESSURE -TREATED IN ACCORDANCE WITH AWPA STANDARD UI-05 (FOR END USE CLA55IFICATION U04), TO A MINIMUM RETENTION OF 0.40 PCF, USING THE GGA PROCESS (COMMERCIAL PRODUCT NAME 05MOSE OR APPROVED EQUAL). ALTERNATIVE TREATMENT PROCESSES MAY BE SUBMITTED TO &ROUND SUPPORT PLLG FOR APPROVAL. WATERPROOFING: THE 5HORIN& SYSTEM 15 TEMPORARY IN NATURE, 15 CONSTRUCTED EXTERNAL TO THE BUILDING ENVELOPE OF THE PERMANENT 5TRUG7URE, AND SHOULD NOT BE CONSTRUED AS CONTRIBUTING ANY LONG-TERM UTILITY TO THE PERMANENT STRUCTURE. THIS INCLUDES ISSUES RELATING TO DRAINA6E/WATER-PROOFING OF THE PERMANENT BASEMENT WALLS. IF THE 5TRUG7URAL ENGINEER INTENDS TO INCORPORATE ANY ELEMENTS OF THE SHORING SYSTEM INTO THE PERMANENT BUILDING DESIGN (INGLUDIN6 DRAINAGE/WATER-PROOFING COMPONENTS), HE SHOULD INDEPENDENTLY EVALUATE THEIR UTILITY FOR INCLUSION AS PART OF THE PERMANENT DESIGN. o REMOVAL OF SHORING ELEMENTS ALL SOLDIER FILES SITUATED WITHIN FOUR (4) VERTICAL FEET OR LESS OF THE ESTABL15HED GRADE IN CITY OF EDMONDS RIGHT-OF-WAY SHALL BE REMOVED AT OR PRIOR TO COMPLETION OF CONSTRUCTION OF A PROJECT FOR WHICH AN EXCAVATION OR FILL PERMIT WAS GRANTED. d A5-BUILT DOCUMENTS: A5-BUILT DOCUMENTS SHALL BE SUBMITTED TO THE CITY OF EDMONDS UPON COMPLETION OF THE SHORING INSTALLATION. DRILLED SOLDIER PILES THE MINIMUM REQUIRED STRUCTURAL STEEL SHAPES FOR THE SOLDIER PILES ARE INDICATED IN THE SCHEDULES. ALTERNATIVE STEEL SECTIONS MAY BE USED PROVIDED THAT THE CROSS -SECTIONAL AREA AND SECTION MODULUS OF EACH ALTERNATIVE STEEL SECTION ARE EQUAL TO OR GREATER THAN THE CROSS -SECTIONAL AREA AND SECTION MODULUS OF THE CORRESPONDING STEEL SECTION 5HOWN ON THE PLANS. SHAFTS SHALL BE CONSTRUCTED 50 THAT THE CENTER AT THE TOP OF THE SHAFT 15 WITHIN +/- 3 INOHE5 OF THE PLAN LOCATION. SHAFT FLUMBNE55 MAY VARY UP TO I PERCENT OF PILE LENGTH. THE STEEL SOLDIER PIL£5 SHALL BE PLACED 50 THAT THE CENTER LINE OF THE PILE 15 WITHIN +/- I INCH OF THE PLAN LOCATION. THE STEEL SOLDIER PILE SHALL BE PLUMB WITHIN ONE PERCENT. THE TOP ELEVATION OF THE STEEL SOLDIER PILE SHALL BE WITHIN +/-5 - INCHES OF THE PLAN ELEVATION. SHAFTS SHALL BE EXCAVATED TO THE REQUIRED DEPTH AS SHOWN ON THE PLANS, THE EXCAVATION SHALL BE COMPLETED IN A CONTINUOUS OPERATION U51NG EQUIPMENT CAPABLE OF EXGAVATIN6 THROUGH THE TYPE OF MATERIAL EXPECTED TO BE ENCOUNTERED. IF THE SHAFT EXCAVATION IS STOPPED WITH THE APPROVAL OF THE ENGINEER, THE SHAFT SHALL BE SECURED BY INSTALLATION OF A SAFETY COVER. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO ENSURE THE SAFETY OF THE SHAFT AND SURROUNDING 501L AND THE 5TABIL17Y OF THE SIDE WALLS. A TEMPORARY CASING SHOULD BE U5ED IF NECESSARY TO ENSURE SUCH SAFETY AND STABILITY. WHERE CAVING CONDITIONS ARE ENCOUNTERED, THE CONTRACTOR SHALL SELECT A METHOD TO PREVENT GROUND MOVEMENT. THE CONTRACTOR MAY ELECT TO PLACE A TEMPORARY CASING. THE CONTRACTOR SHALL USE APPROPRIATE MEANS (SUCH AS A GLEANOUT BUCKET), TO GLEAN THE BOTTOM OF THE EXCAVATION SUCH THAT NO MORE THAN-2 INCHES OF LOOSE OR DI57URBED MATERIAL 15 PRESENT. UNLESS SHOWN OTHERWI5E ON THE PLANS, EXCAVATION OF SHAFTS SHALL NOT COMMENCE UNTIL A MINIMUM OF 12 HOURS AFTER THE GDF FOR THE ADJACENT SHAFTS HAS BEEN PLACED. TEMPORARY GASIN65 FOR THE SHAFTS SHALL BE REMOVED. A MINIMUM 5 FOOT HEAD OF CONCRETE MUST BE MAINTAINED TO BALANCE THE SOIL AND WATER PRESSURE AT THE BOTTOM OF THE CASINO DURING REMOVAL. THE GA51N6 SHALL BE SMOOTH. SHAFT ODF SHALL BE PLACED AS SHOWN ON THE PLANS. SHAFT GDF SHALL BE PLACED IN ONE CONTINUOUS OPERATION TO THE TOP OF THE SHAFT. IF WATER 15 NOT PRESENT, THE GDF SHALL BE DEPOSITED BY A METHOD WHICH PREVENTS AGGREGATE SEGREGATION. IF WATER 15 PRESENT, THE GDF 514ALL BE DEPOSITED BY TREMIE PLACEMENT METHODS EXCAVATION LAGGING BAOKFILL AND ANCHOR ST RESSING. THE CONTRACTOR SHALL EXCAVATE THE WALL FACE AND INSTALL LAGGING IN SUCH A MANNER AS TO MAINTAIN A SAFE WORK PLACE AND AVOID EXCESSIVE SLOUGHING AND OVBR5REAK. A5 A MINIMUM, PRIOR TO PLACING THE SUBSEQUENT SET OF TIMBER LAGGING, DO NOT EXCAVATE MORE THAN 4 FEET BELOW THE CURRENT DEPTH OF LA66E17 WALL FACE. IF FACE STABILITY CONDITIONS REQUIRE, THIS HEIGHT MUST BE REDUCED. DO NOT EXCAVATE TO A DEPTH GREATER THAN 5 FEET BELOW A LEVEL OF ANCHORS PRIOR TO INSTALLATION, TESTING, AND LOCKOFF OF THOSE ANCHORS. LA661NG SHALL BE INSTALLED FROM THE TOP OF THE PILE PROCEEDING DOWNWARD. THE TIMBER LA66ING SHALL MAKE DIRECT CONTACT WITH THE SOIL. VOIDS BEHIND THE LAGGING SHALL BE FILLED WITH FREE -DRAINING SAGKFILL. LEAVE 6AP5 (1/4-INCH TYP) BETWEEN LA6611,16 FOR DRAINAGE. GDF MAY BE USED AS BAGKFILL IN LOCALIZED AREAS. ® ANCHOR DE-TEN5IONING: ALL POST -TENSIONED GROUND ANCHORS INSTALLED FOR THI5 PROJECT SHALL BE DE-TEN5IONED AFTER THEY ARE NO LONGER NEEDED FOR CONSTRUCTION. TEMPORARY GROUND ANCHORS: I. GENERAL: IA. THE CONTRACTOR SHALL SELECT THE INSTALLATION METHOD, THE ANCHOR DIAMETER, AND THE METHOD OF GROUTING, IN ORDER TO DEVELOP THE DESIGN LOADS INDICATED ON THE PLANS, AS VERIFIED IN ACCORDANCE WITH THE ANCHOR TESTING PROGRAM. IS. THE CONTRACTOR SHALL PREPARE AND SUBMIT TO THE ENGINEER FOR REVIEW AND APPROVAL WORKING DRAWIN65 AND A DESIGN SUBMISSION DE50RI5I1,16 THE GROUND ANCHOR SYSTEM OR SYSTEMS INTENDED FOR USE. THE WORKING DRAWIN65 AND DESIGN 5U5MI5510N SHALL BE SUBMITTED 5 DAYS PRIOR TO THE COMMENCEMENT OF THE 6ROUN12 ANCHOR WORK. THE WORKIN6 DRAWING AND DESIGN SUBMISSION SHALL INCLUDE THE FOLLOWING: I. CERTIFIED MILL TEST RESULTS AND TYPICAL STRE55-5TRAIN CURVES FOR THE PRESTRESSING STEEL. THE TYPICAL 5TRE55-STRAIN CURVE SHALL BE OBTAINED BY APPROVED STANDARD PRACTICES. THE GUARANTEED ULTIMATE STRENGTH, YIELD STRENGTH, ELONGATION, AND COMPOSITION 5HALL BE SPECIFIED. 2. GROUT MIX DESIGN AND THE PROCEDURES FOR GROUT PLACEMENT. S. CALIBRATION DATA FOR EACH TEST JACK, PRESSURE &AU6E AND REFERENCE PRE55URE 6AU&E TO BE USED. THE CALIBRATION TESTS SHALL HAVE BEEN PERFORMED BY AN INDEPENDENT TESTING LABORATORY AND TESTS SHALL HAVE BEEN PERFORMED WITHIN 60 DAYS OF THE DATE SUBMITTED. 2. GROUND ANCHOR INSTALLATION: 2A. AT THE GROUND SURFACE, THE DRILLHOLE SHALL BE LOCATED WITHIN 4 INCHES OF THE LOCATION SHOWN ON THE PLANS. THE DRILLHOLE SHALL BE LOCATED 50 THE LONGITUDINAL AXIS OF THE DRILLHOLE AND THE LONGITUDINAL AXIS OF THE TENDON ARE PARALLEL. 213. AT THE POINT OF ENTRY, THE GROUND ANCHOR SHALL BE INSTALLED WITHIN +/- 5 DEGREES OF THE INCLINATION FROM HORIZONTAL SHOWN IN THE PLANS. AT THE POINT OF ENTRY, THE HORIZONTAL ANGLE MADE BY THE GROUND ANCHOR AND THE STRUCTURE SHALL BE WITHIN +/- 5 DE&REE5 OF A LINE DRAWN PERPENDICULAR TO THE PLANE OF THE STRUCTURE, UNLESS SHOWN OTHERWISE ON THE PLANS. AT ALL ANCHOR LOCATIONS WHERE TIEBACKS CROSS, THE INCLINATION AND ORIENTATION OF THE ANCHORS SHALL BE +/- I DEGREE. 20. WHEN CAVING CONDITIONS ARE ENCOUNTERED, THE CONTRACTOR SHALL SELECT A METHOD TO PREVENT GROUND MOVEMENT. THE CONTRACTOR MAY USE TEMPORARY CASING. 212. THE TENDON SHALL BE INSERTED INTO THE. DRILLHOLE TO THE DESIRED DEPTH WITHOUT DIFFICULTY. WHEN THE TENDON CANNOT BE COMPLETELY INSERTED, THE CONTRACTOR SHALL REMOVE THE TENDON FROM THE DRILLHOLE AND GLEAN OR REDRILL THE HOLE TO PERMIT INSERTION. PARTIALLY INSERTED TENDONS SHALL NOT BE DRIVEN OR FORGED INTO THE HOLE. 2E. THE CONTRACTOR SHALL USE A NEAT -CEMENT OR A SAND -CEMENT GROUT. THE CEMENT SHALL NOT CONTAIN LUMPS OR OTHER INDICATIONS OF HYDRATION. ADMIXTURES, IF USED, SHALL BE MIXED IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. 2F. THE &ROUT EQUIPMENT SHALL PRODUCE A GROUT FREE OF LUMPS AND UNDISPERSED CEMENT. A POSITIVE DISPLACEMENT GROUT PUMP SHALL BE USED. THE PUMP SHALL BE EQUIPPED WITH A PRESSURE GAUGE TO MONITOR GROUT PRE55URE5 AND A STROKE COUNTER. THE FRE55URE &AU6E SHALL BE CAPABLE OF MEASURING PRESSURES OF AT LEAST 150 F51 OR TWICE THE ACTUAL GROUT FRE55URE5 USED BY THE CONTRACTOR, WHICHEVER 15 GREATER. THE GROUTING EQUIPMENT SHALL BE SIZED TO ENABLE THE GROUT TO BE PUMPED IN ONE CONTINUOUS OPERATION. THE MIXER SHALL BE CAPABLE OF CONTINUOUSLY AGITATING THE GROUT. 2G. THE GROUT SHALL BE INJECTED FROM THE LOWEST POINT OF THE DRILLHOLE. THE GROUT MAY BE PUMPED THROUGH GROUT TUBE5, CASING, OR DRILL RODS. THE GROUT CAN BE PLACED BEFORE OR AFTER INSERTION OF THE TENDON. THE QUANTITY OF THE GROUT AND THE GROUT PRESSURES SHALL BE RECORDED. THE GROUT PRE55URE5 AND GROUT TAKES SHALL BE CONTROLLED TO PREVENT EXCESSIVE HEAVE IN SOILS OR FRACTURING OF ROOK FORMATIONS. 2H. NO GROUT SHALL BE PLACED UNDER PRESSURE ABOVE THE BOND LENGTH DURING INITIAL GROUTING OF THE ANCHOR BOND LENGTH. - THE &ROUT AT THE TOP OF THE DRILLHOLE SHALL NOT CONTACT THE BACK OF THE 5TRUC7URE. 21. AFTER &ROUTING, THE TENDON SHALL NOT 5E LOADED UNTIL THE &ROUT HAS ATTAINED SUFFICIENT 57REN6TH TO CARRY THE TEST LOAD. 2J. ALL TEMPORARY GROUND ANCHORS SHALL BE DE -STRESSED AFTER SHORING 15 NO LONGER NEEDED. S. ANCHOR GROUT: SA. THE GROUT SHALL BE A NEAT OR SAND/GEMENT MIXTURE WITH A MINIMUM 3-DAY COMPRESSIVE STRENGTH OF 1500 P51 AND A MINIMUM26-DAY COMPRESSIVE STRENGTH OF 5000 P51 PER A57M CI09 / AA51­110 TIO6. 55. TYPE II CEMENT CONFORMING TO THE REQUIREMENTS OF A57M 0150 / AA5HTO M65 SHALL BE USED. 50. FINE A66RE&ATE5 SHALL CONSIST OF GLEAN, NATURAL SAND, CONFORMING TO THE REQUIREMENTS OF ASTM 055 / AA5HTO M6. MANUFACTURED SAND 15 ACCEPTABLE PROVIDED IT 15 SUITABLE FOR PUMPING IN ACCORDANCE WITH AGI 304, 5EGTION 422. 5D. ADMIXTURES SHALL BE IN ACCORDANCE WITH ASTM C494 / AASHTO MI94. ADMIXTURE5 WHICH CONTROL BLEED, IMPROVE FLOW, REDUCE WATER CONTENT, AND RETARD SET MAY BE U5ED IN THE GROUT SUBJECT TO THE APPROVAL OF THE ENGINEER. EXPANSIVE ADMIXTURES SHALL ONLY BE ADDED TO THE &ROUT USED FOR FILLING SEALED ENCAPSULATIONS, TRUMPETS AND ANCHORAGE COVERS. ACCELERATORS WILL NOT BE PERMITTED. ADMIXTURES SHALL BE COMPATIBLE WITH PRESTRESSING STEELS AND MIXED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATION. 4. ANCHOR TENDONS 4A. THE GROUND ANCHORS TENDONS SHALL CONSIST OF THE FOLLOWING: I. THREADED 5AR5 SHALL CONFORM TO EITHER ASTM A615, GRADE T5 OR A5TM A=, GRADE 150, AS INDICATED ON THE PLANS. 5. BONDBREAKER: 5A. A BONDBREAKER MUST BE PROVIDED TO PREVENT THE TENDON FROM BONDING TO THE ANCHOR GROUT SURROUNDING THE UNBONDED LENGTH. 5B. THE BONDBREAKER SHALL BE FABRICATED FROM A SMOOTH PLASTIC TUBE OR PIPE HAVING THE FOLLOWING PROPERTIES: I. RESISTANCE TO CHEMICAL ATTACK FROM A66RESSIVE ENVIRONMENTS, &ROUT OR GREASE. 2. RESISTANCE TO AGING BY ULTRAVIOLET LIGHT. B. FABRICATED FROM MATERIAL NON -DETRIMENTAL TO THE TENDON. 4. CAPABLE OF WITHSTANDING ABRASION, IMPACT, AND BENDING DURING HANDLING AND INSTALLATION. 5. ENABLE THE TENDON TO ELONGATE DURING TESTING AND STRESSING. 6. ALLOW THE TENDON TO REMAIN UNBONDED AFTER LOGKOFF. 6. SPACERS AND CENTRALIZERS: &A. SPACERS SHALL BE USED ALONG THE TENDON BOND LENGTH OF MULTI -ELEMENT TENDON5 TO SEPARATE EACH OF THE INDIVIDUAL ELEMENTS OF THE TENDON 50 THE PRESTRESSING STEEL WILL BOND TO THE 6ROUT. 5PAGER5 SHALL BE F051TIONED 50 THEIR CENTER -TO -CENTER SPACING DOES NOT EXCEED 10 FEET. IN ADDITION, THE UPPER SPACER SHALL BE LOCATED A MAXIMUM OF 5 FEET FROM THE TOP OF THE TENDON BOND LENGTH AND THE LOWER SPACER SHALL BE LOCATED AMAXIMUM OF 5 FEET FROM THE BOTTOM OF THE TENDON BOND LENGTH. 5PAGERS SHALL PERMIT GROUT TO FREELY FLOW UP THE DRILLHOLE. SPACERS SHALL BE FABRICATED FROM PLASTIC. bB. CENTRALIZER5 SHALL PERMIT FREE GROUT FLOW AND SHALL PROVIDE A MINIMUM OF I INCH OF COVER OVER THE TENDON BOND LENGTH. CENTRALIZERS SHALL BE SECURELY ATTACHED TO THE TENDON AND THE CENTER TO CENTER SPACING SHALL NOT EXCEED 10 FEET. THE UPPER CENTRALIZER SHALL BE LOCATED A MAXIMUM OF 5 FEET FROM THE TOP OF THE TENDON BOND LENGTH AND THE LOWER CENTRALIZER SHALL BE LOCATED A MAXIMUM OF I FOOT FROM THE BOTTOM OF THE TENDON BOND LENGTH. CENTRALIZERS SHALL BE FABRICATED FROM PLASTIC. T. ANCHORAGE DEVICES: TA. ANCHORAGE DEVICES SHALL BE CAPABLE OF DEVELOPING 15% OF THE MINIMUM SPECIFIED ULTIMATE TENSILE 5TRENSTH OF THE PRESTRESSING STEEL TENDON. THE ANCHORAGE DEVICES SHALL CONFORM TO THE STATIC, STRENGTH REQUIREMENTS OF SECTION 3.1.6(I) AND SECTION 5.1.8(I) OF THE PTI "GUIDE SPECIFICATION FOR P05T TENSIONING MATERIALS" TB. THE BEARING PLATE5 SHALL BE STRUCTURAL STEEL CONFORMING TO ASTM A56/AA5HTO MI85. THE BEARING PLATES SHALL BE SIZED SO THE ALLOWABLE BENDING STRESSES IN THE PLATE PER AISG-A5D ARE NOT EXCEEDED WHEN THE DE516N LOAD OF THE GROUND ANCHOR 15 APPLIED. 8. ANCHOR TESTING: 8A. EACH GROUND ANCHOR SHALL BE TESTED. THE MAXIMUM TEST LOAD SHALL NOT EXCEED 60% OF THE MINIMUM GUARANTEED ULTIMATE TENSILE STRENGTH (GUTS) OF THE TENDON. THE TEST LOAD SHALL BE SIMULTANEOUSLY APPLIED TO THE ENTIRE TENDON. STRESSING OF SINGLE ELEMENTS OF MULTI -ELEMENT TENDONS WILL NOT BE PERMITTED. &B. THE TESTING, EQUIPMENT SHALL CON515T OF: I. A DIAL GAUGE OR VERNIER 50ALE CAPABLE OF MEASURING TO 0.001 INCHE5 SHALL BE U5ED TO MEASURE THE &ROUND ANCHOR MOVEMENT. THE MOVEMENT-MEASURIN6 DEVICE SHALL HAVE A MINIMUM TRAVEL EQUAL TO THE THEORETICAL ELASTIC, ELONGATION OF THE TOTAL ANCHOR LENGTH AT THE MAXIMUM TEST LOAD PLUS I INCH. THE DIAL SM&E OR VERNIER SCALE SHALL BE SUPPORTED INDEPENDENT OF THE JACKING SYSTEM AND RETAINED STRUCTURE AND SHALL BE ALIGNED SO THAT ITS AXI5 15 WITHIN 5 DEGREES FROM THE AXIS OF THE GROUND ANCHOR. 2. A HYDRAULIC JACK AND PUMP SHALL BE USED TO APPLY THE TEST LOAD. THE JACK AND PRESSURE GAUGE SHALL BE CALIBRATED BY AN INDEPENDENT TESTING LABORATORY AS A UNIT. THE PRESSURE GAUGE SHALL BE GRADUATED IN 100 P51 INCREMENTS OR LESS. THE PRESSURE GAUGE WILL BE USED TO MEASURE THE APPLIED LOAD. THE RAM TRAVEL OF THE JAOK SHALL NOT BE LESS THAN THE THEORETICAL ELASTIC ELONGATION OF THE TOTAL ANCHOR LENGTH AT THE MAXIMUM TEST LOAD PLUS ONE INCH. THE JACK SHALL BE INDEPENDENTLY SUPPORTED AND CENTERED OVER THE TENDON 50 THAT THE TENDON DOES NOT CARRY THE M16HT OF THE JACK. 80. VERIFICATION TESTS SHALL BE PERFORMED ON-2 ANCHORS PER ANCHORAGE SOIL TYPE ENCOUNTERED AND PER ANCHOR INSTALLATION METHOD USED. THE VERIFICATION TEST SHALL BE MADE BY INCREMENTALLY LOADING THE GROUND ANCHOR IN ACCORDANCE WITH THE FOLLOWIN6 SCHEDULE. LOAD HOLD TIME LOAD HOLD TIME AL I MINITE 1.T5DL UNTIL STABLE 025DL 10 MNUTES ISODL UNTIL STABLE 0.50DL 10 MIES 1NR25DL UNTIL STABLE 0.15DL 10 MINUTES OOODL UNTIL STABLE OOODL 10 MINUTE5 0.7501. UNTIL STABLE 1250L 10 MINUTES OSODL UNTIL STABLE 150DL 60 MINUTE5 025DL UNTIL STABLE I.'15DL 10 MINUTEi AL UNTIL STABLE 2.00DL 10 MIWJTES AL P ALIGNMENT LOAD OL = DESIGN LOAD THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARA71J5 AND SHOULD NOT EXCEED 0.05DL. DIAL GAUGES SHOULD BE SET AT "ZERO" AFTER THE ALIGNMENT LOAD HAS BEEN APPLIED. A CREEP TEST SHALL BE PERFORMED AT THE 1.50 DL INCREMENT. ANCHOR MOVEMENT DURING THE CREEP TEST SHALL BE MEASURED AND RECORDED AT 1,2, 5, 5, b, 10,20, 50, 50 AND 60 MINUTES OF ELAPSED TIME FROM WHEN THE LOAD INCREMENT 15 APPLIED. IF AN ANCHOR FAIL5 IN CREEP, RETESTING WILL NOT BE ALLOWED. 8D. PROOF TE5T5 SHALL BE PERFORMED ON ALL PRODUCTION ANCHOR5 BY INCREMENTALLY LOADING THE 6ROUND ANCHOR IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. AT LOAD INCREMENTS OTHER THAN MAXIMUM TEST LOAD, THE LOAD SHALL BE HELD LONG ENOUGH TO OBTAIN A STABLE READING. AL IOODL 025DL 125DL OSODL 1.55DL 0.T5DL THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARATUS AND SHOULD NOT EXCEED 0.05DL. DIAL GAUSE5 SHOULD BE SET AT "ZERO" AFTER THE ALIGNMENT LOAD HAS BEEN APPLIED. THE MAXIMUM TEST LOAD SHALL BE HELD FOR 10 MINUTES. THE LOAD -HOLD PERIOD SHALL START AS SOON AS THE MAXIMUM TEST LOAD 15 APPLIED AND THE ANCHOR MOVEMENT SHALL BE MEASURED AND RECORDED AT 1,2, 5, 5, 6, AND 10 MINUTE5. IF THE ANCHOR MOVEMENT BETWEEN I AND 10 MINUTES EXCEEDS 0.04 INCHES, THE MAXIMUM TEST LOAD SHALL BE HELD OF AN ADDITIONAL 50 MINUTES. IF THE LOAD HOLD 15 EXTENDED, THE ANCHOR MOVEMENTS SHALL BE RECORDED AT20, 50, 50, AND 60 MINUTES. IF AN ANCHOR FAILS IN CREEP, RETESTING WILL NOT BE ALLOWED. 8E. A VERIFICATION OR PROOF TESTED GROUND ANCHOR WITH A 10 MINUTE LOAD HOLD CREEP TEST 15 CONSIDERED ACCEPTABLE WHEN: I. THE GROUND ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0.04 INCHES OF MOVEMENT BETWEEN THE I AND 10 MINUTE READINGS. 2. THE TOTAL MOVEMENT AT THE MAXIMUM TEST LOAD EXCEEDS 80% OF THE THEORETICAL ELASTIC ELONGATION OF THE UNBONDED LENGTH. 8F. A VERIFICATION OR PROOF TESTED GROUND ANCHOR WITH A 60 MINUTE LOAD HOLD CREEP TEST 15 CONSIDERED ACCEPTABLE WHEN: I. THE GROUND ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LESS THAN 0.08 INCHES OF MOVEMENT PER LOG, GYGLE OF TIME AND THE CREEP RATE 15 LINEAR OR DEGREASING. 2. THE -TOTAL MOVEMENT AT THE MAXIMUM TEST LOAD EXCEEDS 50% OF THE THEORETICAL ELASTIC ELONGATION OF THE UNBONDED LENGTH. IN ADDITION TO THE ABOVE, A VERIFICATION TESTED GROUND ANCHOR MUST NOT EXPERIENCE A PULLOUT FAILURE AT THE MAXIMUM TEST LOAD. A PULLOUT FAILURE 15 DEFINED AS THE LOAD AT WHICH ATTEMPTS TO INCREASE THE TEST LOAD RESULT IN CONTINUED PULLOUT MOVEMENT OF THE TEST ANCHOR. 86. GROUND ANCHORS THAT HAVE A CREEP RATE GREATER THAN SPECIFIED CAN BE INCORPORATED IN THE FINISHED WORK AT A LOAD EQUAL TO ONE-HALF OF THE FAILURE LOAD. THE FAILURE LOAD 15 THE MAXIMUM LOAD CARRIED BY THE ANCHOR AFTER THE LOAD HAS BEEN ALLOWED TO STABILIZE FOR TEN MINUTES. 8H. WHEN A GROUND ANCHOR FAILS, THE CONTRACTOR SHALL MODIFY THE ANCHOR DESIGN, THE CONSTRUCTION PROCEDURES, OR BOTH. THESE MODIFICATIONS MAY INCLUDE, BUT ARE NOT LIMITED TO: INSTALLING REPLACEMENT GROUND ANCHORS, MODIFYING THE INSTALLATION METHODS, INCREASING THE BOND LENGTH, OR GHAN&IN6 THE GROUND ANCHOR TYPE. ANY MODIFICATION WHICH REQUIRES CHANGES TO THE STRUCTURE SHALL HAVE PRIOR APPROVAL OF THE ENGINEER. 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EL:28S3........................................... 20 [18A1 [I8A] 118.01 118.01 [18.01 118.01 [18.0] [18.01 [I8A] [18A1 118A1 [I8.01 [ISA] [I8A] 118A1 [18.0] [I8A] [18.01 [I8.0] BIC, 115.01 118A1 [I8.0] [I8A] 2.00. ® 8.00' •� 3 'S �n WALL 0+00 0+50 I+00 I+50 - r�Lww & STATION V -- 3 i NOTE: INFORMATION SUPPLIED TO GROUND SUPPORT PLLC AT TIME OF SHORING DESIGN INSUFFICIENT TO CHECK FOR ALL POTENTIAL CONFLICTS BETWEEN SHORING ELEMENTS AND UTILITIES. CONTRACTOR IS RESPONSIBLE FOR LOCATION OF ALL UTILITIES WITHIN ZONE OF SHORING ELEMENTS AND FOR CHECKING THAT NO SUCH CONFLICTS EXIST. LEGEND P1 PILE NUMBER TOP OF �OLDIER PILE B (FEET) BUILDING &RID LOCATION OLDER PILE ROUND ANCHOR Q CROW SECTION LOCATION RILLHOLE AND IDENTIFICATION BOTTOM OF �ULI PILE [61A] (FEET) PILE 5GHEDULE MIN. PILE PILE DRILL - TOP BOT PILE HOLE PILE WALL STEEL ELEV ELEV LENGTH - VIA NUMBER 5TA SECTION (FT) (FT) (FT) (Fr) PI 0+02.0 WI8X55 51.0 16.0 53.0 2.5 P2 0+10,0 - W18X55 51.0 I8A 33A 2.5F3 0+I8A A 5)(55 51.0 I8A 55D 25 P4 0+26.0. W18X55 51.5 I6A 535 23 PS 0+54.0 WI8X55 513 16A 555 2.5 F6 0+42.0 W18X55 515 I8A 555 1 25 PT 0+50.0 WIBX55 BIB I8A 355 25 F6 0+58A A DX55 51.5 18.0 555 25 Pq 0+66A - W18X55 51.5 I8A 55.5 2.5 PIO O+14A WI8X55 51.5 I8A 395 2.5 FII 0+&2D WI8X55 51.5 I8A 553 2.5 P12 O+qOA W18X55 513 I8A 55S 2.5 FIB O+qBA WIDX55 51.5 I6A 55.5 25 P14 1406.0 HIOX55 51S 18.0 55.5 2.5 P15 1+14A WI8X55 51.5 15.0 55.5 1 2.5 PI6 1+22D Yom 515 18.0 35.5 2.5 PI1 I+50.0 WI8X55 515 I8A 53.5 25 1 Fib I+38A W18X55 515 I8A 555 2.5 FIg 1+46.0 WI6X55 51.5 I8A 538 25 P20 1+54.0 WI8X55 51D I&A 53.0 25 P21 1+62A WISX55 51.0 I8A 55D 2.5 P22 +10.0 WI8X55 51.o I8A a3.0 25 P23 +18A W18X55 51.0 IODA 55D 25 P24 1+6610 W18X55 51.0 I6A Salo 2.5 ANCHOR 5GHEDULE ANCHOR I NUMBER ANCHOR DEGLI- TOTAL UN13OND BOND Oh -INCH DE516N LOCKOFF PILE NUMBER WALL 5TA ELEY (Ffl NATION (DEG) LENGTH (FT) LENGTH (FT) LENGTH (PT) DIA STRANDS LOAD (K) LOAD (K) ALI 0+04.0 435 515 - 20.0 10.0 IOA No. q 40.0 40D ARI 0+08A " AL2 0+12.0 AR2 0+16.0 AL3 0+20.0 AR3 0+24.0 " AL4 0+28.0 AR4 0+52.0 " AL5 0+56.0 ' AR5 0+40.0 AL6 0+44.0 ARb 0+46.0 ' ALI 0+52A ARI 0+5&D " AL8 0+60A " An 0+64,0 " ALq 0+6810 ARq 0+12D " ALIO 0+16A ARID 0+6010 ALIT 0+64A " ARII 0+86.0 " ALI2 0+g2A " A912 I O+g6.0 " ALI3 I+OOA AR15 1+04lo 435 515 20D 10.0 10.0 No. q 40A 40.0 ALI4 1+06.0 44A 315 1 20.0 10.0 1 IOD No. q 40.0 40.0 ARI4 I+12A " ALI5 1+16A ARIS 1+20D " ALI6 1+24.0 ARI6 1+28A AL11 1+32A ARIL 1+56A " Al-lb1+40A ARID 1+44A ALI9 1+48A ARM 1+52A AL20 1+5610 AR20 I+BOA AL21 1+64A AR21 1+68A AL22 1+'12,0 AR22 1+16A AL23 1+80A AR25 1+84.0 44.0 1 315 1 26.0 10.0 10.0 No.'l 40.0 40.0 J z J Z Q J Z m ZO Q U. O LL Q f^ >- w Z Q w O W 2 Lu WALL KEY PLAN Z W NORTH WALL BELL STREET F 0 �z Z j Q J N SHEET NUMBER N 5t;+qqgg tt�� pp StLd+'�� <7"4B MAY 23 2014 SH3.1 SOUTH WALL DUILDINO DEPAR IMENY RECEIVED MAY , Reviewed By: BECK & ASSOCIATES, PLLC BECK & ASSOCIATES, PLLC NAIL ELEVATION AT UTILITY CRO551N6 T 5065 55.4 HEN SDCB 562 1 BEND BEND BEND BEND 3 IN IN IN IN WALL WALL MALL K&LL 2 3.1 3.2 4 5 THESE 0 THESE 1.21 60...................................................... .............. ............................. ..:................................................ :............................ ..................... _............... ................ ............... oOLUMNS........_..............._..............GoLulllb.................... ........................................................................................................... 60 HEN SVCS 15� SPLAY, 15° SPLAY, { 7q' FROM 54KIR1p 6} 6:, 56. EXSTIWi 6RADE / a=V, U.N.O. 8,55 a=10°, U.N.O. 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EL: 31.00......................................................................................... 30 BOTTOM OF FT& NAIL SPACING BpjTOM OF FT6 6A0'� (3JA) (31.0) BOTTOM OF FT6 EL.28.85 5A0' - 55' fL.2853 (UNA,Y a-15° g a=15q $ $ : EL.2833 ry ry ry h ry: 46.0........... 116.4' .20 50HEDULE A _ SGHEOULE B NORTH WALL SCHEDULE A ROW BAR GRADE L d Od 1 2 5 #8 #8 #8 15 T5 15 2T5 225 125 20 15 15 125 2 5 LEGEND PT PILE NLM3ER TOP OF SOLDIER PILE [q4.5] / (FEET) B = BUILDING GRID LOCATION LDIER PILE ROUND ANCHOR p GR055 SECTION LOCATION ILLHOLE < AND IDENTIFIGATION BOTTOM OF �ALDIER PILE [61.0] (FEET) NORTH WALL SGHEVAE 5 ROPY BAR &RAVE L a Od I #6 T5 225 20 L25 2 #8 15 225 IS 2 3 #8 15 15 IS 5 4 #11 TS 10 15 3 NOTE: INFORMATION SUPPLIED TO GROUND SUPPORT PLLC AT TIME OF SHORING DESIGN INSUFFICIENT TO CHECK FOR ALL POTENTIAL CONFLICTS BETWEEN SHORING ELEMENTS AND UTILITIES. CONTRACTOR 18 RESPONSIBLE FOR LOCATION OF ALL UTILITIES WITHIN ZONE OF SHORING ELEMENTS AND FOR CHECKING THAT NO SUCH CONFLICTS EXIST. O 10 20 FEET NORTH HALL SHOTGREM AREA =2,596 5G. FT. WALL KEY PLAN NORTH WALL BELL 5TREET 1 N SOUTH WALL J z -1 o Z m tU O ZLij LIJ O J W z0 F- Q w a z w 2 z W I- I SHEET NUMBER 1 SH3.0 I RESUB JUN ]. 6 2014 F.7 55 55 TIEBACK ELEVATION AT 31.1 UTILITY CROSSING -► I I (DEPTH PER DOU6 SPEE I 60................................................. .......... _ ('. FROM 51iOPJN6) CONNECT To P.2 P3 P4 P5 ' P6 P7 5HOTORETE WALL P1 2 SH52 [SIA] [51:0] [SIA] : : [515] [515] 50..................................................... 00201 .............:........F ...... ........... ;1 _ 5: 1(435) 43S I : (43S) 35) I 43S I (453) LI . 40.............................................. .... EL'.4ast ¢ a ¢mod ad a .a rI I I I I 3 I I I i.l 85MT �I:I -............................................_...... ..... _.-.. .............. _..:........_......._.. m31.oa........ ----------.:-..._----.:. -rs: -_ .------ .............. BOTTOM of FT6 I I I I I I I .20........................................... �:�.......... .......... ........ .. ........ ........... .......:.. .......... ... [I8A] [I6A] 08A1 08A1 08A] [I8A] [I8A] 2.00, I I I I I I WALL 0.00 STATION NOTE: INFORMATION SUPPLIED TO GROUND SUPPORT PLLC AT TIME OF SHORING DESIGN INSUFFICIENT TO CHECK FOR ALL POTENTIAL CONFLICTS BETWEEN SHORING ELEMENTS AND UTILITIES. CONTRACTOR IS RESPONSIBLE FOR LOCATION OF ALL UTILITIES WITHIN ZONE OF SHORING ELEMENTS AND FOR CHECKING THAT NO SUCH CONFLICTS EXIST. LEGEND P1 PILE N1h13ER TOP OF OLDIER PILE [54.51 /S(FEET) B = BUILDING GRID LOCATION LDIER PILE ANCHORp �ti = GROSS 5ECTION LOCATION ILLHOLE a AND IDENTIFICATION BOTTOM OF SOLDIER PILE 161.01 (FEET) 55 55 55 55 56 55 Q QL 51.1 3i.1 37b 31b Sib 31b q+ I I I I I I _ EXISTING GRADE 0+50 1+00 1+50 PILE SCHEDULE MIN. PILE PILE DRILL - TOP SOT PILE HOLE PILE WALL STEEL I ELEV LENGTH PIA NUMBER STA SECTION (FT) (FT) (FT) (FT) PI 0+02.0 A W65 51.0 I8A 33.0 23 P2 0+10.0 W18X55 BIDI8A 33D 2.5 P3 0+18A W18X55 51A IBA 55D 25 P4 0+26.0 WI8X55 513 IBA 555 2S P5 0+54A W18X55 51.5 IBA 55.5 25 P6 0+42.0 WI8X55 51.5 I6A 55.5 25 F1 0+50.0 W18X55 51.5 I8A . 535 2S P8 0+58A WI8X55 BIB I8A 555 25 Pg 0+66A WIS)w 515 I8A 555 2S PI0 0+14A WI8X55 515 I8A 395 25 PII 0+62.0 W18X55 18.0 55S 25 52 O+qOA WI8X55 51.5 I8A 33S PI3 0+98A WI8XTi5 SIS I8A _ 333 � 25 P14 1+06.0 W18X55 515 IBA 555 2S ......F15........... __ 1+14A--_,,,,,,,, WI865 513 16.0 535 25 Fib 1+22.0 ......_..........- WI X55 ................. 515 ..... I5A ..................................... 535 ........... ......... _. 25 PI7 1+5010 W18X55 515 1810 555 23 TI8 1+58A I8A 55.5 25 PA ......................--W.....1.8....X..-5-5- +46.0 1+540 WID)w ..,,,,,,.,,_. --5.....1.5. SIB 8A I8A - 33 - _ 22 P20 WI8X55 51.0 55A 2S P21 I+620 ...... WID)w 510 2S80 P22 +100 WI8X55 510 .... 15.0 55A 2S P23 1+18.0 WI8X55 51.0 18.0 55.0D 2S P24 1+86.0 WI8X55 51.0 18.0 11.0 25 ANCHOR 5CHEDULE ANCHOR I ANCHOR I;MLI- TOTAL UNSOND BOND NUMBER Ob-INCH DE516N LOOKOFF PILE WALL ELEV NATION LENGTH LENGTH LENGTH DIA LOAD LOAD H24SER STA (FT) (DEG) (FT) (FT) (FT) STRANDS (Kl K ALI 0+04A 43S 31.5 20.0 IOA IOD No. q 40A 40A ARI 0+08A " AL2 0+12.0 AR2 0+16.0 AL3 0+20.0 ARS 0+24D AL4 0+28.0 AR4 0+32.0 ALS 0+56A AR5 0+40.0 " AL6 o+44.0 _. ARb ... 0+48.0 ... ART Oft.0 ° " " '• AL8 0+60.0 AR0 0+64.0 ' ALq 0+68A " ARq ._._.___.__._._...._ O+'m.0 .............-...... _..... .1-_ 11 10 0+160 ARIO 0+50.0 ALI{ 0+84.0 _ ' ALI2 O+g2.0 " ARI2 0+g6.0 _. " ARI3 1+04.0 455 515 20.0 IOA IOA No. q 40.0 40D ....._ALI4 1+0 O ...-.440 ,,,,,_„_--, 31S__......_._�OA IOA q 40.D AR14 142.0 _.. -_.....IOA_...._._ -No. .._40A ALI5 I+16.D " ALI6 1+24A ARID H28A " ALIT 1+52A '• ARI1 1+36A --...--^... .^". ALIB 1+40.0 ARID 1+44.0 ..........-....-- .....................----a--__ ._..1........ ARM 1+52.0 I+56,0__ ............. AR20 ....... I+bOA ��----II----�� __......... .... AL21 1+64.0 AR21 ........--- 140.0 ..............------- •' 1+12 --�� ...._._........ AR22 I+16A AL23 I+.0.0 _ ...AR23 '-_...1+84.0 ...._..-44.0 ..........315 .__ 20.0..............._.-10.0 10.0 No. 9... 40A_.. _........40.0_........ O 10 20 FEET AR ANCHORS ON WALER !R 15 !1! 3 5H5.1 60 ... ..........._............... _.............. To ..................................................... X 15H52 P21 P22 P23: P24 GowaEGr 5HOTCRETE WALL '[51A] 151tA] [51A]: [51A] 2 SH52 r M 114(44A) I �SycV f n R N; m o z o a M Jew-&. (M.- NOcc") .:- LI T= 5 a a ¢ Q i s ¢ .......EC 4a51.......................................................... 4O o� " a I I I -EIGHT `- - -----------. -.......EL..a=.......................................................... -- - 50 U o y V ']IMBER LA661N6 Mr) - C w e I I I I z O o a c k O^t� I' loc3ao o � ' L tea` �: MR WALL KEY PLAN NORTH MALL BELL STREET I N [a 19 uj': JUN 16 2014 SOUTH WALL BUILDING DEPARTMI CITY OF EDMOND -i Z Q J Z m Z 0 [i O > 2Lu O J W O Q�/ ij) LL Q W Q W w 2 Z LW r SHEET NUMBER SH3.1 A B C D E F G.2 G.6 H OAS 6A5 6AS 6AS 6A5 GAS 532 33.1 55.1 34.5 359 565 PLATER AATER PLATER WATER WATER PLATER NAIL ELEVATION AT 322 52.7 52.1 345 55b 565 UTILITY CROSSIN6 60............................................................................. ............................................................... iSRA ,TOEXP 5OTFINS6HOTCRDETE(50 TOOOr;0kt........ .PH'&'5IzFmNl.. N ; .... . ......... .... ........... ..............].................................................. 50.......^4'FROM f3)kv FROM 5HORIN) van6 6RAD 4 40 ..... ......... ................ ....... .. ...[41A61. .. .. .. .. .rrr¢zuu.�.a a✓zr s.�mswst �<8 are.r. .axs xo aaz rr rY.axx _40.0) _.. - S) .)zaaxr t (4L5) t : I?I454EL. 40'SY....................... ............ ...... 4 O) -_ 60>..... i i r � a�- � �`-� ..;�(36S):-k='�_ ..�,�`fF_�-°q�"'(370 ss 5H0'fGRE•fE LA66M6 ..- -..- — ....i 25_-..a...--I-. .O> —<34S> _...... es .—ss .....�..::_ _ BOTTOM OF FT6 ..... ... .........�._._. .J._. ._._...+.. [ t t 2.0)-F a- t t _F� + t 3 t(32.0)tt :F BSMi ....................................................... EL..56.b5 ...... _ 50 .............(34.OX ............ --.-........:...............:........................................................................---.;.....-__.:-.--;;____•_______.:-.-____..---.:_____---________--______.:----__•__•--_-------.-___---__,______--______.-....EL; 36.00............................................ .. ..-.. ..... ..-.. ..... ..... (50.5) BOTTOM OF FT& 6.00' BOTTOM OF FT6 EL.2'133 : (U.NAJ EL.26.83 Is5' 610' 169.1' I, 1 .............. .:...............:...............:. ...............:SGF .LE.C...:...............:. 20 .............................................................................. ................:...............:...............:...........-....:...............:...............:...............:.......................................................... 20 WE5T WALL SCHEDULE A ROW BAR GRADE L a OD 1 #8 15 Is 20 125 LEGEND P1 PILE NtMBER TOP OF SOLDIER FILE B = BUILDING GRID LOCATION LDIER PILE ANCHOR q = CRO55 5ECTION LOCATION LLHOLE a AND IDENTIFICATION OMOFLDIER r PILE WE5T WALL SCHEDULE B ROW BAR GRADE L d QD I 2 #8 #8 '15 TS 20 Is 20 I5 125 2 WE5T WALL SCHEDULE C. ROW BAR GRADE L a 0. 1 #8 '15 225 20 125 #8 75 20 15 2 3 #8 '15 125 15 2 NOTE: INFORMATION SUPPLIED TO GROUND SUPPORT PLLC AT TIME OF SHORING DESIGN INSUFFICIENT TO CHECK FOR ALL POTENTIAL CONFLICTS BETWEEN SHORING ELEMENTS AND UTILITIES. CONTRACTOR 18 RESPONSIBLE FOR LOCATION OF ALL UTILITIES WITHIN ZONE OF SHORING ELEMENTS AND FOR CHECKING THAT NO SUCH CONFLICTS EXIST. O 10 20 FEET WEST WALL SHOTCRETE AREA = 2,411150. FT. WALL KEY PLAN NORTH WALL BELL STREET F a N 3 ' �i SOUTH WALL M J C7 J z Q o J Z m Z 0 M OQ L 2 W 0 J W z F- o � W w O W a z W H SHEET NUMBER 1 SH3.3 JUN 16 2014 BUILDING DEPARTMENT CITY OF FDMONDS 60 � ................... LNAILVATION AT GROSSING ► ..................................................... WEST WALL SCHEDULE A ROW BAR GRADE I L a OD I #8 -5 1 15 20 125 LEGEND P1 PILE NUMBER TOP OF JrOLDIER PILE B = BUILDING GRID LOCATION OLDIER PILE ROUND ANCHOR yyQ �Ti = CROSS SECTION LOCATION RILLHOLE AND IDENTIFICATION BOTTOM OF �OL I R PILE (61.01 T) B (T C D E F F.7 G.2 7 H 7 GAS 6A5 GA5 GAS GA5 GAS 332 33.1 53.1 34.5 55.5 56.5 WATER WATER WATER WATER WATER WATER 52.2 52.1 32.1 34,3 35.6 96.3 1 1 1 1 1 1 .......................—...... ......... ....................... ......... .......... ............. ......... ....... ................ _............... ................ ................ ................................ ................ ................................................ ............................... ........ :............... �......................... �............... �............ ........... .. 30 F 5110R1 ...... ........... ........... ........... ... ............................. 6P¢ TINE bRADE. (. .. ( (DEPT}I 6, 51j U)]IJ _.. Tots O� 5F]OTCRETE ••(DEPTH'#'SfZE'UNK')•' ..... ........ FJ(15.. .. « . .... RO,M 12 NG} EXI5TIN6 GRADE («14' FROM SFIORINfa) OF RETE ( M SHORIN TOP SHOTG ; �I4' FRO G) — �� ar�a®a®a �or�aa�ra�ar�ar®rameao�ia�ra�a�ra�.r�.r�ia�a r®la.®a®rr�a or�ar�ii(40..5)• 0) — 1 ......... y � LI EL 4O5t N=<3H.5> ��. IfJY - 31.0>---UM rs(56.,0) 5HOTORETELAG6IN6 4.0> : c34.5> 32.0t t t t 3 t32.0 t t i-==.�. _=_f.(3...... _.�. = ---t __�.-©-.-h _. i-� F— —t t _ .. f .%.—.—. .. — t_ _t _ -- — _ _ _:_ _ _ _�.—.( ) — — —BSMT -.-- f.......-..........- .............-------------.....--- .........-- --....----->-. ...... -..- ---- .........-------- ---.- ....EL: $1,00....................... BOTTOM OF FT6 6.00' - BOTTOM OF FTG EL. 2'IM: NNOJ EL. 2883 69.1' ................ :............... :............... :............... :............... :............... :............... :............... : SCHEDULE . C...:...............:........ ................................................................................................. . NE5T WALL SCHEDULE B ROW BAR GRADE L a aD 1 2 #8 #6 'I5. 15 20 15 20 15 1 125 2 NEST WALL SCHEDULE C ROA BAR GRADE Llis OD 08 T5 125 2 #H 15 1112� 2 3 #8 15 2 NOTE: INFORMATION SUPPLIED TO GROUND SUPPORT PLLC AT TIME OF SHORING DESIGN INSUFFICIENT TO CHECK FOR ALL POTENTIAL CONFLICTS BETWEEN SHORING ELEMENTS AND UTILITIES. CONTRACTOR IS RESPONSIBLE FOR LOCATION OF ALL UTILITIES WITHIN ZONE OF SHORING ELEMENTS AND FOR CHECKING THAT NO SUCH CONFLICTS EXIST. 0 10 20 FEET WCST WALL 5HOTCRETE AREA = 2,4I9 W. FT. WALL KEY PLAN NORTH WALL BELL STREET K 0 w �z N RESUB I,w 2� 2014 - SOUTH WALL WILDING DEPART LENT J z Z Z V O W Z u- 0> 0 J W z F— W o w O w 2 z W REVIEWED MAY 31 Z014 ewco Dy: I ECK & ASSOCIATES, PLLC ETNUMBER 5HEX MAY 302013 BECK & ASSOCIATES, PLLC PROPERTY PROPERTY PROPERTY FROPERT' BOUNDARY BOUNDARY BOUNDARY BOUNDARY ALLEY —f I I EXISTING GRADE EXISTING GRADE FADE OF E�151IN9 GRADE I FACE OF so — FACE OF 50 SHORING WALL50— () I O - ry 501E NAIL WALL 501L NAIL WALL W S5 SS (-40' FROM SHORING) q.w-I 20A' ANCHOR HEAD (T?) (DEPTH PER DOU6 SPEE I/19/2013) SHOTGRETE 20A' Ir (-8' FROM SHORING) p _ W ui 40— JOINT (TYP) SOIL NAIL (TYP) 15A' 40 JOINT (TYP) 15A' SOIL NAIL (TYP) 40 I bRAUND PJK4�R) 8" 55 875' I �y y (�29' FROM 5HoRIN6) 15.0' 15.0' I rc 30 - 15.0' 15.0' � 50 � So I a Ty u-I BASE OF EXCAVATION ii.28.8 < u-1 BASE OF EXCAVATION EL, 28.8 < BASE OF EXCAVATION EL.28.3 I p �, 20 20 20 N M N WI8X55 STEEL SOLDIER PILE p„ B CENTERED (U.N.0) IN25 FT DIA 12RILLHOLE BACKFILLED WITH CDF Z o 10 10 10 ti O�,ya GENERAL NOTES: ppA I. CONTRACTOR SHALL MAINTAIN 5 FEET (MINIMUM) CLEARANCE BETNE£N SOIL NAILS / TIEBACKS AND EXISTING AND NEWUTILITIE5. U o H 0 2. EXISTING UTILITIES SHALL BE y �' i e POTHOLED TO HAVE THEIR LOCATIONS WNFIRMED BEFORE INSTALLING Tn 5HORIN6. Q mac„ k �Onf c3� NORTH WALL NORTH WALL EA5T WALL 3 > N NA GR055-SECTION NB GROSS -SECTION EA GRO55-5ECTION w e 5H4,O SCHEMATIC - NOT TO SCALE SH4.0 SCHEMATIC - NOT To SCALE SH4.O SCHEMATIC - NOT TO SCALE 3 a PROPERTY FROPERTY PROPERTY BOUNDARY BOUNDARY BOUNDARY J 6A5 GAS z50 Q EXISTING GRADE EXISTING GRADE (DEPTH d SIZE UNK) (�I4' FROM SHORING) 50 EXISTING GRADE (DEPTH f 51ZE UNK) (-14' FROM 5HORING) 0 J FACE OF �fi EXISTING POST OFFICE BLD6 FINISH GRADE E{, 40BGRADE WATER (DEPTH d 512E MK) FACE OF SOIL NAIL WAIL WATER = 40 SOIL NAIL WALL (DEPTH OF FTG5 UNKNOI" ' .: 20.0�..- 40 FACE of 501E NAIL WALL ///���''' / (-14' FROM 5HORIN6) 121,55 / q0 (DEPTH d SIZE UNK) ' (�I4' FROM SHORING) 20.0' 12" 55 V Z m O Z LLJ SHOTCRETE (-30' FROM 5HORIN5) 20.0' 5HOTCRETE (-50' FROM SHORING) (� L r '�� ) 15A' SOIL NAIL (IYP) 5HOTCRETE 15.0' JOINT (TYP) 15.0' LL O JOINT (iYP) LL = W 30 15.0' _ 15.0' 30 15A' '^ '^ v, vJ V J a BASE OF EXCAVATION EL.28.8 < Ty BASE OF EXCAVATION 501L NAIL (TYF) ¢ BASE OF EXCAVATION EL, 2g,8 SOIL NAIL (TYP) z cn �TiII � uu�� � EL.27.3 O 20 w O U 10 10 IO w z W H SHEET NUMBER SOUTH WALL WE5T WALL WE5T WALL REsuB 5A CROSS-SECTION WA GR055-5EGTION m GR055-SECTION JUN 16 ? 014 SH4.0 SH4.O 5CHEMATIC - NOT TO SCALE SH4.O SCHEMATIC, - NOT TO SCALE SH4.O SCHEMATIC -NOT TO SCALE BUOITY OF FDMONDSNT an LATERAL TOP OF ANCHORED MALL NO-LOAD ZONE yUrc ~ o PILE SPAGING LOAD a o ANCHOR 60, 0 H 15 P5F H a � v_ o 55 PCP p FINISH GRADE IGNORE UPPER2' BASE OF EXCAVATION u D 500 PCF D 26 POP % 2 PILE I PILE � f� DIAMETER S 9Q -. DIAMETERS PILE TOE PILE TOE ALLOWABLE END BEARING, qp =20 KSF; ALLOWABLE SKIN FRICTION, fa - ID K5F o � a a " 2 b O Q4 k c DESIGN EARTH PRE55UREB = o_Q ANCHORED SOLDIER PILE WALLS 2 NO-LOAD ZONE i y °3a SH4.1 NOT TO SCALE SH4.1 NOT TO SCALE APR 04 m4 IWU DING UE't4l'r�61-Y� C.,i'ry OF ED.':.D LJl J J z Q G � � � V C m Z U � LL =a rn o z �Z O W On r- W z W F- SHEET NUMBER SH4.1 PF\/IC\A/cn n — V IL Y" "' RECEIVED MAY 31 Z014 APR 0 4 2013 Reviewed By: CK & ASSOCIATES, PLLC BECK &ASSOCIATES, PlL 4" THICK (MIW TEMPORARY SHOTCRETE GEOC.OMPO51TE DRAINAGE BOARD (2) 04 VERT BEARING BARS, 5' LONG, PLACED AT NAIL HEAD AS 5HOAK HORIZONTALLY SPACED 6" .i �j r yO d TOP OF 5HOTGRETE O v a FILL BIRDS BEAK b PfYP 5HOTGRETE + + + + + + + o' WITH 5/4"XWXW I= MILD STEEL PLATE Al OVERSIZED II=III= DRAINAGE EOARD -F -I- + + + + + CENTER HOLE FOR NAIL TENDON d DTI-1-Ii X X L - DRILLED LENGTH OF NAIL ,zp HEX NJr TO MATCH NAIL BAR + + + + + + + n BEVELED WASHER(S) TO -f-fJj-...-t,r :; �. ;;y. _..; ,..: r. + + "L_ + + -III-I-II-III- - + + N MATCH NAIL DECLINATION 501L NAIL GRW • '�% l i'- jjj-Jfj-Jfj= S .I: III-III-I� SEE PLANS `,:':` ,ice 11111=1�11 J b (2) #4 CONT HORIZ WALER BARS, TR c ~ •�` VERTICALLY SPADED b" •' 16" WIDE (MIW Off. 6" X 6" W4A X W4A�: CENTRALIZERS, PLACED EVERY WELDED WIRE FABRIC, PLACED NEAR T ALONG NAIL, S' (MA I U c 55" VIA (MIW N CENTER OF FACING A5 SHOAM FROM EITHER END SEE TABLE 5H5A-1 Q. W o z e SOIL NAIL TENDON 0 0 4 E E m y P SOIL NAIL AND FAGING DETAIL 3 I NORTH, SOUTH, AND WEST WALLS 2 WALL DRAINAGE DETAIL X. o SH5.0 NOT TO SCALE �j}-Itj,Q NOT TO 50ALE (D "- 3 n r?"[uF-F3'�.n .-.. ll APR On ZU14 BUILDING B&P(:-"^::i'J' 41n z Q ° SHOTGRETE CREATE ANGLED JOINT AS 5HOWN; ' FAGING GEOCOMP051TE NEEDED WIRE FABRIC (WWF) REMOVE SOIL AND LOOSE MATERIAL •• DRAIN STRIP I FROM JOINT PRIOR TO SHOTCRETING '� .I - 45' NEXT LIFT _ V J NATIVE 501L GEOiEXTiLE POSITE MIN S) I m Z I DRAIN STRIP v F 11 1I I DRAIN BOARD LL O W �ll 111:11111 t=, _ .2%- DRAM GRATE WAP LAP I LAP 16" (MIN)LL 2 '�^ 5WARE5 (MIN) I I O V Fllr ° Q CONNECTOR •°• I I E' PIPE III �IIIIIIIII�II�_ PVC I Z I1=[r=11� SEAL AJFIN JOINT CONNECTOR I Q a WITH DUCT TAPE PIPE III=11' PREFABRICATED I 6EOGOMPO5ITE O GEOTEXTILE 1— DRAIN GRATE DRAINAGE BOARD W ^ PROVIDE A2" DIA (MIN) '° (L SON 40 PVC, VIP PIPE �j. 5 W AS SHOAM, AND CONNECT TO I G PERMANENT FOOTING DRAIN Z W (BYO.) `— CONNEC,rPVC.ASPPIPES TINAGEB SECTIONAL VIEW ISOMETRIC VIEW r 5EOGOMP051TE DRAINAGE BOARD STRIPS SEE 4 SH5.0 I'NOTES 1) USE AMERICAN WICK DRAIN CORPORATION °AKWADRAIN TEE PIPE TERMINATE ALL 6E000W051TE DRAINAGE OUTLET' OR SIMILAR. BOARD STRIPS AT THE BOTTOM OF THE TEMPORARY 5HOTCRETE WALL 2) DRAIN GRATE INSTALLATION SHALL NOT DISRUPT GEOTEXTILE. SHEET NUMBER TEMPORARY SHOTGRETE WALL WS H 5. 3 ALL DRAINAGE DETAIL 4 PREFABRICATED DRAIN GRATE DETAILS 5 JOINT AND LAP DETAIL SH5.0 NOT TO SCALE SFIrj,Q NOT TO SCALE �j{-15,0 NOT TO SCALE REVIEWED RE( MAY 312014 APR Re�lewad sy: ECK & A: BECK & ASSOCIATES, PLLC TABLE SH5.0-1 NAIL LENGTHS NUMBER OF (FT) CENTRALIZERS 6 TO 15 2 14 T020 5 21 TO26 4 ;EIVED 042013 iOCIATES, PLLC DRILLED SHAFT (30" DIA), o ALLEY BACKFILLED WITH CDF (TYP) r 0 r ��,, / �� PILE CENTERED EELDRILLED I r � IN LEDSSOLDIER IN DRILLED SHAFT 4" THICK MOP) HEM -FIR NO..2 I j (TYP, UNLESS OTHERWISE NOTED) O - FRE55URE-TREATED TIMBER LA661N6 I I I PLACE GRANULAR BAOKPILL OR ODF (SEE NOTES FOR MATERIAL REQUIREMENTS) I a q a ' I I AS REO'D TO FILL VOIDS BEHIND I u.:,�>;•„".,',. I I TIMBER LA661N6 I - ' CHIP GDF A5 REQ'D "•°'' 777 I I I - _ TO INSTALL TIMBER LA661N6 AS 5HOWN - - I 1—i—� _ I I �`��e:::z:•>';;.'�r:+r — � �— — I I I—� � �—� � � � � III —I I I I �— - - - --I I C I I � I -III -I � I-� �I I �-III � I � I -III -III -III -III -III -I � I -III I I _ _ _ _ _ _-I-III-III-III-III-III-I _____ III=1 111-111-1 11=1 I N 111=1 1=1 =1 11=1 11=1 11=1 I I 1 I 1=1 11=1 11=1 11=1 I I -I I 111=111=11 111-III-I I I=] 11-1 I I- I h ANCHORTHREADBAR I I 0 N SUBSET, PLATZZ ro BEARING PLATE DOUBLE CHAMJEL STEEL WALER OUTSIDE NUT o h " � Ile 1.0' 1.0710 a z 0 rz PLAN VIEW PILE / SHAFT / LAGGING / WALER DETAIL C a v e 3 EAST WALL SH5.4 NOT TO SCALE APR 04 a-114 HEX NUT TO MATCH ANCHOR BAR HDI CITY OF EDUO DS STEEL SOLDIER PILE 8" X 8" X I" GRADE Bb STEEL 5EARIN& PLATE WITH 1-5/4" VIA (MAX) GUSSET TO / HOLE FOR ANCHOR BAR WALER \\\�\ ALLEY \ G12X25 DOUBLE CHANNEL STEEL WALER, `\ 5" (MAX) BETWEEN CHANNELS - ` (SEE WALL ELEVATION 5HEETS) 012X25 DOUBLE CHANNEL STEEL WAILER, all(NOM) X b" MOM) X I" THICK 5' (MAX) BEVEEN CHANNELS GRADE 36 STEEL GU55ET PLATE (SEE WALL ELEVATION SHEET5) #q GRAVE T5 GUSSET TO — ANCHOR THREADBAR WALER 1/4' -.III..........-1 GUSSET 5A6" 6" -1 111 TO PILE 516" 6' - II \ IIII I I M1 III, STEEL SOLDIER PILE — =1 —III J C7 J Z_ Q ALLEY W Lf) J Q U � I- L O Lu 0 J o U_ a. NOTE: INSTALL I CENTRALIZERS PER —� SHEET SH5.0. 11= W O L 1— aC I —I 6" (MINI DRILLHOLE � BACKFILLED WITH &ROUT InC air 5HEET NUMBBR SIDE VIEW SIDE VIEW GUSSET / WALER / PILE ANCHOR / WALER S H 5.1 2 CONNECTION DETAIL 8 CONNECTION DETAIL SHS.I NOT TO SCALE S}�zj,l NOT TO SCALE REVIEWED RE M,AY 31.2014 AP Re iaw oy: 4ECK & ASSOCIATES, PLLC ECK & i ZEIVED 2 0 4 2013 SSOCIATES, PLLC N U U K F O O 2' (TYP)- - w O w O u. a �a STEEL SOLDIER PILE DRILLHOLE BACKFILLED WITH GDF STEEL SOLDIER PILE (TYP) wa — 5/I62" j GUSSET PLATE 33 - ---------- PAGING INSTALLED AROUND CORNER DOUBLE CHANNEL STEEL WA.ER — — — — — — — — — STEEL BEARING PLATE — — — — — — — — — 41 TIMBER LAGGING �•" INSTALL 5HOTCRETE REINFORCEMENT _ 11 Nr R a' BEHIND FLANGE OF PILE BEAM �, z HEX NUT AND WASHER TO MATCH ANCHOR BAR I o � 0 J � � a w o tO id a L � 0 k ~ ELEVATION VIEW SHOTGRETE TO TIMBER ANCHOR / WALER / PILE LAGGING TRANSITION = v CONNECTION DETAIL 2 DETAILS i g NOT TO SCALE SH5.2 NOT TO SCALE A J CD z Q 2 A A m � J (2) 24" X I3-5/5" (NOM) X I/2" W GRADE 56 STEEL PLATE5 4'_0" (� GUT TO FIT SNUGLY BETWEEN BEAM FLANGES, ONE EACH - � OT LLI SIDE OF BEAM LL i G GUT N?EB AND BACK FLANGE ONLY, TYP 4 PLACES I/4" Q DO NOT GUT FRONT FLANGE J z t� 24" -------z4 O a Q � Y. 6 0 w O^ p NOX SOLDIER PILE BEAM (TYP) (L 3" 4 3/4" X O BOLTS Z 3/4" DIA HOLES, NOTE: TIGHTEN BOLTS - ` GL OF DRILLED AFTER YELDIN6 AS TIGHT A5 POSSIBLE. r BEAM WI6X SOLDIER PILE BEAM (TYP) ' SECTION A -A REVIEWED SHEET NUMBER MAY 312014 Reviewed By: TYPICAL REMOVABLE FILE BECK a ASSOCIATES, PLS I. H 5■ 2 Ra"SUB 3 TOP CONNECTION DETAIL MAY 2 3 2014 SH5.2 NOT TO SCALE BUI__ DE ,l AIlTME'NT CITY r f• MAY 302013 P°CI<& ASSOCIATES, PLI.0 MA55 EXCAVATION FOR 505EQUENT LIFT MAY OCCUR DAY AFTER COMPLETION OF 5HOTGRETING PRtVIOU5 LIFTVNLE55 APPROVED oTHERWI5E 5' (MINJ —� �I(MAXJ LAP I BACKFILL NATIVE NOTE: AT 015TANCE5 FROM THE WALL FACE GREATER THAN THE CURRENT WALL HEIGHT, MA55 EXCAVATION MAY OCaR AT ANY TIME, BUT WITH SLOPES NO STEEPER THAN IH:IV UNLE55 APPROVED OTHEM15E STEP I MASS EXCAVATION FOR SUBSEQUENT LIFT SH%.O NOT TO SCALE NOTE CLOSURE TIME "CLOCK" HAS NOT BEGUN YET. FULL L005E BACKFILL OUT OF LAP AFTER GROUT 8 5HOTGRETE REACH 50% OF28-DAY STRENGTHS, NAIL TESTING 15 COMPLETE, AND CONNECTION HARDWARE IS INSTALLED IN PREVIOUS LIFT, EXGAVA'fE TO NATIVE BERM � 1SUBSEQUENT NAIL ROW DRILL BENCH J I (MAXJ ` ice„ NATIVE C REQD TO IFS-- ACCOMODATE --III DRILLING STEP 2 EXCAVATION FOR DRILL BENCH AND BERM 2—A METHOD A — NATIVE BERM �jH(O,Q NOT TO SCALE NOTES I. CLOSURE TIME "CLOCK" BEGINS A5 50ON AS BERM 15 REMOVED (IF APPLICABLE) 2. IF LIFT HEIGHT PLUS REQ'D LAP 15 LESS THAN W, LAP TRENCH 15 NOT NEEDED NOTE: CLOSURE TIME "CLOCK" HAS NOT BEGUN YET. AFTER GROUT d 5HOTGRETE REACH 50% OF 28-DAY STRENGTHS, NAIL TESTING 15 COMPLETE, AND CONNECTION HARDWARE 15 INSTALLED IN PREVIOUS LIFT, EXCAVATE TO NEAT LINE AND BASE OF LAP, AND REPLACE WITHIN 2 HOURS A5 5HOWN AFTER GROUT d 5HOTCRETE REACH 50% OF28-DAY STRENGTHS, NAIL TESTING 15 COMPLETE, AND CONNECTION HARDWARE 15 INSTALLED IN FREVIOU5 LIFT, EXCAVATE TO NEAT LINE AND BASE OF LAP; PUSH MATERIAL BACK INTO LAP TRENCH A5 SHOWN AND TAMP WITH HOE BUCKET NOTE5: I. CLOSURE TIME "CLOCK" BE61N5 AS SOON AS FACE 15 EXPOSED 2. IF LIFT HEIGHT PLUS REQ'D LAP 15 LESS THAN V, LAP TRENCH NOT NEEDED I NEAT LINE I rMAXa SUBSEQUENT 8' (MAXJ NAIL ROW DRILL BENCH 5' (MAX) \ \ DRILL BENCH B, (MAX) I' (MINJ 2' (MAX) ~ A5 REOVOMOD TO I l,�I NATIVE AS OMOVREQV T IFS AGGOMODATE �{I �/ 'mil AGI.OMODATE DRILLING / DRILLING BASE OF B1B5EGUENT LAP J/ STEP 2 EXCAVATION FOR DRILL BENCH AND BERM 2—B METHOD B — 5OFT/FILL BERM SH600 NOT TO SCALE BERM MAY NOT BE PRESENT EXCAVATOR TAKE CARE NOT DEPENDING ON APPROVED METHOD TO HIT OR DAMAGE NAILS FOR EXCAVATION OF DRILL BERM WHEN EXCAVATING TO NEAT 6 BENCH (STEP2) LINE OR SHAPING LAP TRENCH GLEAN SHOTCRETE JOINT GLEAN BIRD'S BEAK, NEAT LINE \ NEAT LINE BLOCKOUT TEST NAILS PLACE REINFORCEMENT 8'(MAXJ SET PINS AND WIRES I' (MIN) PLACE PVG WEEP PIPES I 2' MAXa (LAST LIFT ONLY) LOCATE END OF NAIL PROPERLY bROUT TO NEAT LINE PREP BEND{ IN PLACE DRAINAGE BOARD WITH RESPECT TO NEAT LINE AND (UNLESS TEST NAIL) NATIVE PLACE FINAL BACKFILL CENTER NAIL IN HOLE/GROUT BACKFILL PUSHED BACK INTO TRENCH AND TAMPED WITH HOE BUCKET STEP B STEP 4 STEP 5 3 DRILL AND GROUT NAILS 4 EXCAVATE NEAT LINE AND PREP BENCH 5 PREPARE WALL PAGING COMPONENTS SH(O.O NOT TO SCALE SH6.0 NOT TO SCALE SH6.0 NOT TO SCALE CONSTRUCTION NOTES: THE EXPECTED GROUND CONDITIONS AT THE PROJECT 51TE C.ON515T OF 51LTY SAND FILL / NATIVE 5011-5. CL09URE TIME, DEFINED A5 THE TIME DURATION BETWEEN EXCAVATION OF THE: NEAT CUT FACE AND PLACEMENT OF SHOTCRETE, SHALL BE NO GREATER THAN24 HOURS UNLESS APPROVED OTHERWISE BY THE ENGINEER OR THE FOR STEP 2, WHEN FILL SOILS ARE ENCOUNTERED, ONLY METHOD A IS APPROVED BY THE ENGINEER. OINNERS REPRESENTATIVE. FOR 5TEP2, FOR THE UPPERMOST LIFT ALONG ANY WALL, WHEN NATIVE 5OIL5 ARE ENCOUNTERED, ONLY METHOD B 15 APPROVED BY THE EN61NMR FOR 5TEP2, FOR LIFTS OTHER THAN THE U-PEW05T LIFT ALONG ANY WALL, WHEN NATIVE SOILS ARE ENCOUNTERED, METHOD C 15 APPROVED BY THE ENGINEER, BUT METHOD B 15 RECOMMENDED. IF AT ANY TIME DURING CONSTRICTION, THE SOIL FACE APPEARS TO BE 015TRE55M IN SUCH A WAY AS TO CAUSE POTENTIAL FOR LARGE OVERBREAKS, FALLOUT, OR EXCESSIVE WALL MOVEMENT, THEN EITHER METHOD A OR B WILL BE REQUIRED BY THE OWNERS REPRESENTATIVE AS NECESSARY TO LIMIT SOIL DISTURBANCE AT THE FACE. METHODS OF CONSTRUCTION AND CL05URE TIMES THAT ARE APPROVED BY THE ENGINEER OR THE OWNERS REPRESENTATIVE DO NOT RELIEVE THE CONTRACTOR OF ALL RESPONSIBILITY FOR STABILITY OF THE TEMPORARY CUT FACE UNTIL IT 15 CLOSED WITH HARDENED SHOTCRETE AND THE NAIL CONNECTION 15 COMPLETELY INSTALLED. 5EE THE 501L NAIL SHORING WALL SPECIFICATION SHEETS FOR SPECIFIC REGUIREMENT5 FOR MATERIALS AND CON5TRCCTION. NEAT LINE %55EWnT NAIL ROW { � NATIVE BASE OF 51,55E0UENT LAP STEP 2 EXCAVATION FOR DRILL BENCH AND BERM 2—G METHOD C — NEAT OUT SH&.O NOT TO SCALE PLACE 5HOTGRETE AND FINISH AS APPROPRIATE WET -SET PLATE AND �— INSTALL WASHER E WIT PERFORM PROOF TESTS WHEN GROUT AND 5HOTGRETE REACH 50% OF28-DAY STRENGTHS 1 NATIVE 501E STEP 6 6 5HOTCRETE, WET SET CONNECTION, TEST NAIL5 Gj}i(j,Q NOT TO SCALE ✓'i8 i � 1 ' APR 0 4c 9UILUIPIG OCi^AR'i iir:,Vr CITY OF EW7. ordO9 J 0 J z Q o �a W m Z '^ Lu LL 0 O LL O cl) I-- V O 0 V! W ao w * V z W H SHEET NUMBER SH6.0 REVIEWED RECEIVED MAY 3,12014 APR 0 4 2013 Reviewed dr: �_ BECK & ASSOCIATES, PLLC BECK.; ASSOCIATES, PLLC n TABLE OF CONTENTS B. THE OWNERS REPRESENTATIVE PROVIDING THE SPECIAL INSPECTION E. DURING MA55 EXCAVATION OF HE DRILL BENCH FOR THE NEXT C. ALL NAIL BARS SHALL BE CAREFULLY HANDLED AND SHALL BE 5.5 NAIL TOLERANCES SHALL BE A QUALIFIED 6E0TEGHNIGAL ENGINEER OR H15 ROW OF 501L NAILS, THE CONTRACTOR SHALL MAINTAIN A BENCH STORED ON SUPPORTS TO KEEP THE STEEL FROM CONTACTWITH I. GENERAL REPRESENTATIVE WITH EXPERIENCE MONITORING 501L NAIL WALL OF MATERIAL TO SERVE AS A PLATFORM FOR THE DRILLING THE &ROUND. STEEL BARS SHALL BE PICKED UP IN SUCH A WAY AS A. HE SOIL NAILS SHALL NOT EXTEND BEYOND THE RIGHT-OF-WAY OR 2. CONSTRUCTION SITE DRAINAGE CONSTRUCTION. ACCURATE RECORDS DOCUMENTING THE SOIL NAIL EQUIPMENT AND AS A STABILIZING BERM FOR THE WALL TO PREVENT OVERSTRESSING. DAMAGE TO THE NAIL STEEL A5 A EASEMENT LIMITS SHOWN ON THE PLANS, UNLESS APPROVED S S. CONSTRUCTION METHODS AND SEQUENCE WALL CONSTRUCTION SHALL BE MAINTAINED BY THE OWNERS EXCAVATION FACE (NEAT LINE). IN ACCORDANCE WITH THE PLANS RESULT OF OVERSTRESSING, ABRASION, CUTS, NICKS, WELD5, AND OTHERWISE. BARS SHALL BE CENTERED WITHIN I INCH OF THE 4. EXCAVATION REPRESENTATIVE. THE CONTRACTOR SHALL A5515T THE OWNERS OR AS APPROVED BY THE ENGINEER, THE STABILIZING BERM MAY WELD SPLATTER SHALL BE CAUSE FOR REJECTION BY THE OWNEW5 CENTER OF THE DRILLHOLE. INDIVIDUAL NAILS SHALL BE F e 5. TEMPORARY 501L NAILS REPRESENTATIVE AS NECESSARY TO OBTAIN THE A5-BUILT NAIL BE EITHER (I) A NATIVE BERM, (2) A FILL BERM, OR (5) NEAT CUT. IN REPRESENTATIVE. GROUNDING OF WELDING LEADS TO THE NAIL POSITIONED PLUS OR MINUS I FOOT FROM THE DES16N LOCATIONS !U 6. WALL DRAINAGE LOCATIONS, TOP OF WALL ELEVATIONS, AND ALL OTHER ALL THREE GASES, THE DRILL BENCH SHALL BE ESTABLISHED OT STEEL SHALL NOT BE ALLOWED. NAIL STEEL SHALL BE PROTECTED 5HOWN IN THE PLANS. LOCATION TOLERANCES SHALL BE 7. TEMPORARY SHOTCRETE INFORMATION AS REQUIRED BY THE OWNER AND ENGINEER. SPECIAL MORE THAN 5-I/2 FEET BELOW THE ROW OF NAILS TO BE INSTALLED FROM AND SUFFICIENTLY FREE OF DIRT, RUST, AND OTHER CONSIDERED APPLICABLE TO ONLY ONE NAIL AND NOT CUMULATIVE 8. NAIL HEAD CONNECTION HARDWARE INSPECTION AND TESTING OF THE SHOTCRETE WORK SHALL BE AND SHALL EXTEND OUT FROM THE WALL FACE A MINIMUM DISTANCE DELETERIOUS SUBSTANCES PRIOR TO INSTALLATION. HEAVY OVER LARGE WALL AREAS. HE NAIL INCLINATION SHALL BE PLUS q. SHORING WALL MONITORING PROVIDED BY A QUALIFIED MATERIALS TESTING AGENCY NECESSARY TO PROVIDE A SAFE WORKING BENCH FOR THE DRILL CORROSION OR PITTING OF NAILS SHALL BE CAUSE FOR REJECTION OR MINUS S DEGREES OF THAT SHOWN IN THE PLANS. NAIL SPLAY APPROVED BY THE ENGINEER. EQUIPMENT AND WORKERS. BY THE OWNER'S REPRESENTATIVE. LIGHT RUST THAT HAS NOT ANGLE SHALL BE WITHIN PLUS OR MINUS S DE6REE5. NAILS THAT } RESULTED IN PITTING I5 ACCEPTABLE. ENCOUNTER UNANTICIPATED OBSTRUCTIONS DURING DRILLING SHALL "+a I. GENERAL C. ALL SHOTCRETE AND SOIL NAIL &ROUT SHALL BE TESTED, AND SOIL F. EXCAVATION TO THE NEAT LINE SHALL BE DONE JU51NG PROCEDURES BE RELOCATED BY THE CONTRACTOR WITH HE APPROVAL OF HE v NAIL DESIGN ADHESIONS VERIFIED, IN 'ACCORDANCE WITH THESE THAT PREVENT OVEREXCAVATION OR LOOSENING, MINIMIZE 5.5 NAIL INSTALLATION ENGINEER. 1.1 DESCRIPTION SPECIFICATIONS. DEGRADATION OF THE 501L BEARING SUPPORT BELOW HE Q M OVERLYING PORTIONS OF THE SOIL NAIL WALL AND BELOW THE SOIL A. FOR EACH DIFFERENT METHOD OF NAIL INSTALLATION, TWO 5.6 NAIL TESTING 11 v A. THE GENERAL CONTRACTOR AND SUBCONTRACTORS (HEREAFTER 2. CONSTRUCTION SITE DRAINAGE NAILS CURRENTLY BEING INSTALLED, MINIMIZE LOSS OF SOIL SUCCESSFUL VERIFICATION TEST5 SHALL BE PERFORMED IN EACH REFERRED TO COLLECTIVELY AS THE CONTRACTOR UNLESS MOISTURE, AND PREVENT GROUND FREEZING. SOIL UNIT IDENTIFIED ON HE PLANS, PRIOR TO STARTING 5.6.1 GENERAL_ FOR THE MEANS THODS AND TROL R 15 A. SITE OIF T E OF NAILS IN THE VARIOUS BOIL INSTALLAT6. AND MEICATED CONARE HE PROCESS OFPON51BLE THE VVCTRIO. RAINA EE, BOTH BEHIND AND NF FRONT DRAINAGE,SOUL NAIL THE DURATION OF TIME BETWEEN FINAL EXCAVATION TO THE NEAT CATION TTE5TT LOCATIONS ARE DETERMINED BY THEDUCTION HE VERIFIION A. VERIFICATION TESTS SHALL BE PERFORMED AT THE LOGATION5 THIS INCLUDES THE CONSTRUCTION SEQUENCE, THE SAFETY OF THE WORKERS, TEMPORARY HANDRAILS, EXCAVATION ACCESS, WILL, THAT 15 INDEPENDENT OF THE WALL DRAINAGE SYSTEM. LINE AND THE APPLICATION OF SHOTCRETE IS REFERRED TO AS THE CLOSURE TIME. THE CLOSURE TIME FOR ALL WALL EXCAVATION CONTRACTOR AND APPROVED BY THE OWNER'S REPRESENTATIVE. SELECTED BY HE CONTRACTOR AND APPROVED BY HE ENGINEER. PROOF TESTS SHALL BE PERFORMED AT THE LOCATIONS SELECTED V! yl BARRIERS, LIFTING OF MATERIALS AND CONSTRUCTION EQUIPMENT B. AT LEAST 15 DAYS PRIOR TO INITIATING THE WORK, THE FACES SHALL BE LESS THAN A SINGLE WORK SHIFT, UNLESS SOWN B. NAILS SHALL BE INSTALLED AT HE LOCATIONS AND TO HE BY THE OWNER'S REPRESENTATIVE. ALL TEST DATA SHALL BE xi xl INTO AND OUT OF HE EXCAVATION, TEMPORARY BRACING OF CONTRACTOR SHALL SUBMIT TO THE ENGINEER FOR REVIEW A OTHERWISE ON HE PLANS OR APPROVED OTHERWISE BY HE LENGTHS INDICATED ON THE PLANS. HE ENGINEER MAY ADD, RECORDED BY THE OWNER'S REPRESENTATIVE, UNLESS APPROVED z FORMWORK, AND THE STABILITY OF ALL TEMPORARY GUT SLOPES. DETAILED CONSTRUCTION SITE DRAINAGE PLAN ADDRESSING ALL ENGINEER. ELIMINATE, OR RELOCATE NAILS TO ACCOMMODATE ACTUAL FIELD OTHERWISE. PULLOUT TESTING OF NAILS SHALL NOT BE PERFORMED ELEMENTS NECESSARY TO DIVERT, CONTROL, AND DISPOSE OF CONDITIONS. UNTIL HE NAIL GROUT AND WALL FACING HAVE ATTAINED AT LEAST B. THE SOIL NAIL 5HORIN6 WALL 15 A SYSTEM OF SHORING DESIGNED SURFACE WATER. AMONG OTHER MEANS, CONTROL OF SURFACE H. EXTENSION OF THE CLOSURE TIME SHALL BE SUBMITTED TO THE 50 PERCENT OF THEIR SPECIFIED28-DAY COMPRESSIVE TO SUPPORT HE EXCAVATION SIDEWALLS ONCE THE COMPONENTS WATER FROM BEHIND THE WALL MAY BE ACCOMPLISHED BY ENGINEER FOR REVIEW. NO EXTENSION OF CLOSURE TIME SHALL BE G. THE CONTRACTOR SHALL SELECT THE DRILLING EQUIPMENT AND STRENGTHS. v OF THE SOIL NAILS AND PAGING SYSTEM ARE COMPLETELY GRADING AWAY FROM THE WALL,'IRENGHES AND SUMPS, OR A APPROVED UNTIL A TEST OUT IS CONSTRUCTED AND THE METHODS SUITABLE FOR HE GROUND CONDITIONS AT THE SITE. THE INSTALLED FOR ALL LIFTS UP TO AND INCLUDING THE CURRENT SHOTCRETED GUTTER SYSTEM. IN ADDITION, HE EXCAVATION CONTRACTOR DEMONSTRATES FOR EACH MATERIAL TYPE THAT THE DRILLHOLE DIAMETER SHALL BE SELECTED TO PROVIDE HE B. WHERE TEMPORARY CABIN& OF THE UNBONDED LENGTH OF TEST EXCAVATION LIFT. THE STABILITY OF INTERIM TEMPORARY FACE CUTS THAT EXIST PRIOR TO INSTALLATION OF THE WALL FACING 15 THE SOLE RESPONSIBILITY OF THE CONTRACTOR. SHOULD BE GRADED SO AS TO DIRECT SURFACE WATER AWAY FROM THE TOE OF HE SOIL NAIL WALL AND TO PREVENT THE PONDIN6 OF WATER. GUT FACE WILL BE STABLE OVER THE PROPOSED CLOSURE TIME. EXTENSIONS TO THE CLOSURE TIME MAY BE REVOKED BY THE EN6INEER AT ANY MINIMUM SPECIFIED GROUT COVER OVER THE NAIL BAR AND TO DEVELOP THE SPECIFIED PULLOUT RESISTANCE. WATER, DRILLING MUDS, OR OTHER FLUIDS USED TO ASSIST IN NAILS 15 PROVIDED, THE CASING SHALL BE INSTALLED TO PREVENT ANY REACTION BETWEEN THE CABIN& AND THE GROUTED BOND a Sm G. THE WORK SHALL CONSIST OF INSTALLING SOIL NAILS, WALL G. EXISTING SUBSURFACE DRAINAGE FEATURES ENCOUNTERED DURING TIME DEPENDING ON THE PERFORMANCE OF THE CUT FACE. CLOSURE TIME MAY NOT BE EXTENDED TO LONGER THAN CUTTING REMOVAL SHALL NOT BE ALLOWED FOR UNGA5ED DRILLOLES. UNGASED LENGTH OF HE NAIL AND/Oft THE STRESSING APPARATUS. � a L 6 s' d - DRAINAGE, AND WALL FACING AS SPECIFIED HEREIN AND SHOWN ON THE EXCAVATION SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION 24 HOURS BETWEEN EXCAVATION AO APPLICATION OF SHOTCRETE. DRILLOLES SHALL BE OBSERVED FOR CLEANLINESS PRIOR TO INSERTION OF THE NAIL BAR. IN CAVING GROUND, THE CONTRACTOR G. TESTING EQUIPMENT SHALL INCLUDE TWO DIAL GAUGES, R DIAL 6AU6E SUPPORT, JACK AND PRESSURE GAUGE, A PUMP, AND A Z ^• THE PLANS. THE WORK SHALL ALSO INCLUDE EXCAVATING IN ACCORDANCE WITH THE STAGED LIFTS SOWN ON THE PLANS, OF THE OWNER'S REPRESENTATIVE. WORK IN THESE AREAS SHALL BE 5USPENDED UNTIL REMEDIAL MEASURES MEETING THE APPROVAL I. METHODS OF REMOVAL OF FACE FROTRU5101,15 (E.6. GOBBLES, SHALL USE CASED OR AUCERCAST DRILLING METHODS TO SUPPORT REACTION FRAME. 'r • '' INSTALLING SOIL NAILS TO THE SPECIFIED MINIMUM LENGTH AND OF THE OWNER'S REPRESENTATIVE ARE IMPLEMENTED BY THE BOULDERS, RUBBLE, OR OTHER 05JECT5) TO ACCOMPLISH THE CONSTRUCTION SHALL BE DETERMINED BY THE CONTRACTOR. THE THE SIDES OF THE DRILLHOLE. D. A MINIMUM OF TWO DIAL &AUSE5 CAPABLE OF MEASURING TO y4� ORIENTATION INDICATED ON THE PLANS, PLACING THE WALL CONTRACTOR. REMEDIAL MEASURES FOR EXISTING SUBSURFACE CONTRACTOR SHALL NOTIFY TE ENGINEER OF THE PROPOSED D. HE CONTRACTOR SHALL IMMEDIATELY SUSPEND DRILLING 0.001-INCH SHALL BE AVAILABLE AT HE 51TE TO MEASURE THE DRAINAGE ELEMENTS AND FACING, AND PERFORMING SOIL NAIL DRAINAGE FEATURES ENCOUNTERED DURING THE WORK, WHICH WERE METHOD FOR MITIGATION OF FACE PROTRUSIONS PRIOR TO OPERATIONS IF GROUND SUBSIDENCE 15 OBSERVED, IF THE SOIL NAIL MOVEMENT. THE DIAL 6AU&E5 SHALL BE ALIGNED WITHIN 5 PULLOUT TESTING. THE CONTRACTOR SHALL FURNISH ALL LABOR, NOT IDENTIFIED ON THE PLANS, WILL BE PAID FOR AS EXTRA WORK INITIATION OF THE WORK. SHOULD THE REMOVAL OF FACE NAIL WALL 15 ADVERSELY AFFECTED, OR IF ADJACENT 5TRUG7URE5 DEGREES OF THE AX15 OF THE NAIL AND SHALL BE SUPPORTED MATERIALS, AND EQUIPMENT REQUIRED FOR COMPLETING THE WORK. PER THE CONTRACT DOCUMENTS, PROTRUSIONS RESULT IN VOIDS BEYOND THE NEAT LINE, THE ARE DAMAGED AS A RESULT OF TE DRILLING OPERATION. THE INDEPENDENT OF THE JACKING SET-UP AND THE WALL. A U CONTRACTOR SHALL DETERMINE TE APPROPRIATE METHOD OF ADVERSE CONDITIONS SHALL BE STABILIZED IMMEDIATELY AND THE HYDRAULIC JACK, PRESSURE 6AUGE, AND PUMP SHALL BE USED TO Y 12 PRECON5TRUCTION MEETING D. HE CONTRACTOR 15 RESPONSIBLE FOR HE CONDITION AND BAGKFILLIN6 AND SHALL SUBMIT TO THE ENGINEER SUCH METHODS) ENGINEER SHALL BE NOTIFIED OF SUCH CONDITIONS WITHIN24 APPLY AND MEASURE THE TEST LOAD, CL i e A. A PRE MEETING SHALL BE HELD PRIOR MAINTENANCE OF ANY PIPE OR CONDUIT USED TO CONTROL SURFACE WATER DURING GON5TRUGTION. UPON SUBSTANTIAL PRIOR TO INITIATING THE WORK. HOURS. - ry -CONSTRUCTION TO THE E. HE JACK AND PRESSURE GAUGE SHALL BE CALIBRATED BY AN START OF THE WORK AND SHALL BE ATTENDED BY THE OWNER'S REPRESENTATIVES, THE ENGINEER, THE GENERAL CONTRACTOR, THE COMPLETION OF THE WORK, SURFACE WATER CONTROL PIPES OR CONDUITS SHALL BE REMOVED FROM THE SITE. ALTERNATIVELY, S. TEMPORARY SOIL NAILS E. NAIL BARS SHALL BE INSERTED INTO THE DRILLHOLE TO THE REQUIRED LENGTH WITHOUT DIFFICULTY AND IN SUCH A MANNER AS INDEPENDENT TESTING LABORATORY AS A UNIT. THE PRESSURE GAUGE SHALL BE GRADUATED IN 100 PSI INCREMENTS OR LESS AND �• a E m EXCAVATION SUBCONTRACTOR, HE SOIL NAIL SPECIALTY PIPES OR CONDUITS THAT ARE LEFT IN PLACE WITH HE APPROVAL 5.1 GENERAL TO PREVENT DAMAGE TO THE DRILLHOLE. NAIL BARS THAT CANNOT SHALL HAVE A RANGE NOT EXCEEDING TWIGS THE ANTICIPATED 5U5CONTRACTOR, AND THE GEOTEGHNICAL SPECIAL INSPECTOR. OF THE OWNERS REPRESENTATIVE SHALL BE FULLY GROUTED BE FULLY INSERTED TO THE DESIGN DEPTH SHALL BE REMOVED MAXIMUM PRESSURE DURING TESTING UNLE55 APPROVED OTHERWISE THE PRE -CONSTRUCTION MEETING SHALL BE CONDUCTED TO CLARIFY THE REQUIREMENTS FOR THE WORK, TO COORDINATE (ABANDONED) OR LEFT IN A MANNER THAT PROTECTS THE A. AT LEAST 15 DAYS PRIOR TO INITIATING THE WORK, THE FROM THE DRILLHOLE AND THE DRILLHOLE SHALL BE GLEANED BY THE ENGINEER. HE RAM TRAVEL OF TE JACK SHALL BE v THE CONSTRUCTION ACTIVITIES, AND TO IDENTIFY CONTRACTUAL STRUCTURE AND ALL ADJACENT FAGILITIE5 FROM GROUND LOSS ASSOCIATED WITH MIGRATION OF FINES THROUGH THE PIPE OR CONTRACTOR SHALL SUBMIT HE FOLLOWIN6 TO THE ENGINEER FOR REVIEW: SUFFICIENTLY TO ALLOW UNOBSTRUCTED INSTALLATION OF THE BAR. SUFFICIENT TO ENABLE THE TEST TO BE PERFORMED WITHOUT RE -SETTING THE JACK. C o m c RELATIONSHIPS AND RESPONSIBILITIES. CONDUIT. F. IF THE NAIL BAR 15 INSTALLED USING CASED OR AUSERGAST ►i •� :^n I. DRILLING METHODS AND EQUIPMENT INCLUDING DRILL RIG, TYPE, METHODS, CENTRALIZERS ARE NOT REQUIRED PROVIDED THE F. THE JACK SHALL BE INDEPENDENTLY SUPPORTED AND CENTERED O ry v B. 1.5 EXISTING SITE CONDITIONS, UTILITIES, AND UNDERGROUND 5. CONSTRUCTION METHODS AND SEQUENCE LSE OF CASED OR OPEN -HOLE METHODS, PROPOSED DRILLHOLE INSTALLATION METHOD ENSURES THAT THE BAR WILL REMAIN IN THE OVER THE NAIL 50 THAT THE NAIL DOES NOT CARRY THE WEIGHT OF OBSTRUCTIONS DIAMETER, AND METHOD OF CUTTINGS REMOVAL TO ACHIEVE CENTRAL PORTION OF THE GROUT. IN SUCH SITUATIONS, SLUMP THE JACK. THE STRESSING EQUIPMENT SHALL BE PLACED OVER THE A. AT LEAST 15 DAYS PRIOR TO INITIATING THE WORK, THE HE SPECIFIED PULLOUT RESISTANCE. SHALL NOT EXCEED 8 INCHES. NAIL IN SUCH A MANNER THAT HE JACK, BEARING PLATES, AND A. THE CONTRACTOR SHALL V151T THE SITE PRIOR TO ANY CONTRACTOR SHALL SUBMIT THE PROPOSED CONSTRUCTION 2. NAIL GROUT MIX DESIGN INCLUDING: BRAND AND TYPE OF STRESSING ANCHORAGE ARE IN ALIGNMENT. THE JACK SHALL BE CONSTRUCTION ACTIVITIES FOR THE PURPOSE OF OBSERVING AND METHODS AND SEQUENCE TO THE ENGINEER FOR REVIEW. PORTLAND CEMENT; SOURCE, GRADATION, AND QUALITY OF ALL SA NAIL 6ROUTIN& POSITIONED AT THE BEGINNING OF THE TEST SUCH THAT UNLOADING DOCUMENTING THE PRE -CONSTRUCTION CONDITION OF ALL A66RE6ATE5; PROPORTIONS OF MIX BY WEIGHT AND AND REPOSITIONING OF THE JACK DURING HE TEST WILL NOT BE STRUCTURES, INFRASTRUCTURE, SIDEWALKS, ROADWAYS, AND ALL B. THE CONSTRUCTION SEQUENCE SHALL BE AS SOWN ON HE PLANS, WATER -CEMENT RATIO; MANUFACTURER AND BRAND NAME OF A. GROUT EQUIPMENT SHALL PRODUCE A UNIFORMLY MIXED GROUT REQUIRED. AND, p n. 2014 OTHER FAGILITIE5 ADJACENT TO THE SITE. DURING CONSTRUCTION, OR IN ACCORDANCE WITH THE APPROVED SUBMITTAL,UNLE55 ALL ADMIXTURES; AND COMPRESSIVE STRENGTH TEST RESULTS FREE OF LUMPY AND UNDI5PERSED CEMENT. A P051TIVE THE CONTRACTOR SHALL OBSERVE THE CONDITIONS ABOVE THE RO APPROVED OTHERWISE OTHEISE BY HE ENGINEER. NO EXCAVATIONS (PER A5TM GIOq / AASHTO T106) VERIFYING THE SPECIFIED DISPLACEMENT GROUT PUMP SHALL BE USED. THE PUMP SHALL BE 6. HE TEST REACTION FRAME SHALL BE SUFFICIENTLY RIGID AND OF 1111, -IG DEPIWMfENT 501L NAIL WALL ON A DAILY 5A515 FOR SIGNS OF GROUND OR STEEPER OR HIGHER THAN THOSE SPECIFIED HEREIN OR N THE MINIMUM S AO28 DAY GROUT STRENGTHS. EQUIPPED WITH A PRESSURE &AU6E THAT CAN MEASURE AT LEAST ADEQUATE DIMENSION SUCH THAT EXCESSIVE DEFORMATION OF THE .... •- •=• .csto' BUILDING MOVEMENTS. THE CONTRACTOR SHALL IMMEDIATELY PLANS SHALL BE MADE ABOVE OR BELOW THE SOIL NAIL WALL S. NAIL GROUT PLACEMENT PROCEDURES AND EQUIPMENT. TWICE BUT O MORE THAN THREE TIMES THE INTENDED GROUT TEST APPARATUS REQUIRING REPOSITIONING OF ANY COMPONENTS NOTIFY THE OWNERS REPRESENTATIVE AND THE ENGINEER IF SIGNS OF MOVEMENT SUCH AS NEW CRACKS, INCREASED SIZE OF OLD WITHOUT WRITTEN APPROVAL OF THE ENGINEER. 4. NAIL TESTING METHODS AND EQUIPMENT INCLUDING DETAILS OF PRESSURE. THE GROUTING EQUIPMENT SHALL BE SIZED TO ENABLE THE ENTIRE NAIL TO BE GROUTED IN ONE CONTINUOUS DOES NOT OCCUR DURING TESTING. WHERE THE REACTION FRAME J HE JACKING FRAME AND APPURTENANT B APPURTENANT METHODS OF OPERATION. BEARS DIRECTLY ON THE WALL, THE REACTION FRAME SHALL BE CRACKS OR SEPARATION OF JOINTS IN STRUCTURES, FOUNDATIONS, C. TENTATIVELY APPROVED CONSTRUCTION METHODS, SEQUENCE, AND ISOLATING TEST NAILS DURING SHOTrRETAPPLICATION, ANDRACING, THE MIXER SHALL BE CAPABLE OF CONTINUOUSLY A6ITATIN& THE DESIGNED TO PREVENT DAMAGE OR GRACKIN& OF THE WALL UI J STREETS OR PAVED AND UNPAVED SURFACES ARE OBSERVED. HE FACE CLOSURE TIMES ARE INDICATED ON HE PLANS. HOWEVER, METHODS OF GROUTING THE UNBONDED LENGTH OF TEST NAILS GROUT DURING U5A&E. FACING. CONTRACTOR SHALL PROVIDE THE ENGINEER WRITTEN CONSTRUCTION METHODS, SEQUENCE OR CLOSURE TIMES THAT ARE AFTER TESTING. Z DOCUMENTATION OF THE OBSERVED CONDITIONS WIHIN24 HOURS EITHER INDICATED ON THE PLANS OR APPROVED OTHERWISE BY THE S. IDENTIFICATION NUMBERS AND CERTIFIED CALIBRATION B. UNCASED DRILLHOLE5 SHALL BE GROUTED AFTER INSTALLATION OF 5.62 VERIFICATION TESTING OF SACRIFICIAL NAILS 0 OF INITIAL OBSERVATION. ENGINEER DO NOT RELIEVE HE CONTRACTOR OF ALL RECORDS FOR EACH TEST JACK AND PRESSURE GAUGE PAIR THE NAIL BAR. GROUTING PRIOR TO INSERTION OF THE NAIL BAR J RESPONSIBILITY FOR STABILITY OF THE TEMPORARY GUT FACE TO BE USED. CALIBRATION RECORDS SHALL INCLUDE THE DATE INCLUDE MAY BE ALLOWED PROVIDED NEAT CEMENT GROUT 15 USED AND THE A. VERIFICATION TESTING (2 TE5T5 MINIMUM) IN EACH SOIL UNIT SHALL B. HE GONTRAGTOR MUST VERIFY ALL EXISTING DIMEN51ON5 AND 51TE UNTIL IT 15 CLOSED AND STABILIZED WITH HARDENED 5OTCRETE - TESTED, DEVICE IDENTIFICATION NUMBER, AND IDENTIFICATIONCALIBRATION NAIL BAR IS IMMEDIATELY INSERTED THROUGH THE GROUT TO THE BE PERFORMED PRIOR TO INSTALLATION OF PRODUCTION NAILS IN Q f 11 CONDITIONS. THE CONTRACTOR 15 RESPONSIBLE FOR DETERMINING ACTUAL LOCATIONS OF ALL £XI5TIN6llTILITIES SHOWN ON THE AND THE NAIL HEAD CONNECTION 15 COMPLETELY INSTALLED. TEST RESULTS AND SHALL CERTIFIED FOR AN ACCURACY OF SPECIFIED LENGTH WITHOUT DIFFICULTY. NO PORTION OF HE NAIL HOLE SHALL BE LEFT OPEN FOR MORE THAN I HOUR PRIOR HAT UNIT TO VERIFY HE CONTRACTORS INSTALLATION METHODS, m V PLANS AND THOSE UTILITIES OR UNDERGROUND OBSTRUCTIONS NOT D. WHERE THE CONTRACTOR'S CONSTRUCTION SEQUENCIN& RESULTS IN AT LEAST-2 PERCENT OF THE APPLIED CERTIFICATION LOADS BY A QUALIFIED INDEPENDENT TESTING LABORATORY WITHIN qO TO GROUTING UNLESS APPROVED OTERWI5E BY THE ENGINEER. THE NAIL PULLOUT CAPACITY, AND DESIGN ASSUMPTIONS. THE NAILS U5ED FOR THE VERIFICATION TESTS MAY BE INCORPORATED AS Z W O SHOWN ON THE PLANS, THAT MAY IMPACT OR CONFLICT WITH THE SOIL NAIL WALL. A DISCONTINUOUS LIFT ALONG ANY NAIL ROW, THE ENDS OF THE LIFT DAYS PRIOR TO SUBMITTAL. &ROUT SHALL BE INJECTED AT THE LOWEST POINT OF EACH PRILLOLE A PRODUCTION NAILS IF APPROVED BY THE ENGINEER. PAYMENT FOR N _ V SHALL EXTEND BEYOND THE ENDS OF THE NEXT LOWER LIFT BY AT LEAST 10 FEET. A SOIL BERM SHALL BE CONSTRUCTED 6. ONCE AVAILABLE, CERTIFIED MILL TEST RESULTS FOR NAIL THROUGH TREMIE PIPE, HOLLOW -STEM AUGER, OR DRILL RODS WITH THE DRILLHOLE FILLED IN ONE CONTINUOUS ADDITIONAL VERIFICATION TEST NAILS REQUIRED DUE TO DIFFERING I.L N BARS FROM EACH HEAT SPECIFYING THE ULTIMATE STRENGTH, 517E CONDITIONS, AS DETERMINED BY THE ENGINEER, SHALL BE PER LL O G. BASED N THE AS -BUILT LOCATIONS OF SIDE SEWERS, WATER IMMEDIATELY BENEATH THESE STEPPED LIF75 TO PREVENT YIELD STRENGTH, ELONGATION AND COMPOSITION. OPERATION. GOLD JOINTS IN HE GROUT PLACEMENT ARE ALLOWED THE CONTRACT UNIT PRICE. LL SERVICE AND &A5 OR POWER SERVICE LINES, THE CONTRACTOR SEEK APPROVAL ENGINEER SHIFT NAIL SLOUGHING OR FAILURE THAT WOULD RESULT IN LOSS OF GROUND -1. MANUFACTURER CERTIFICATIONS FOR THE SOIL NAIL FOR CON5TRUCTION OF TEST NAILS. THE CONDUIT DELIVERING THE GROUT SHALL BE KEPT 0 SHALL OF THE TO LOCATIONS TO AVOID CONFLICTS WITH THESE UTILITIES. AT THE FACE. CENTRALIZERS AND SOIL NAIL BAR COUPLERS. BELOW THE SURFACE OF HE GROUT AS THE CONDUIT 15 WITHDRAWN. THE GROUTING CONDUIT SHALL BE B. TEST NAILS SHALL BE CONSTRUCTED U51N6 THE SAME EQUIPMENT, 4. EXCAVATION 52 MATERIALS WITHDRAWN AS THE NAIL HOLE 15 FILLED IN A MANNER WHICH METHODS, AND HOLE DIAMETER AS PLANNED FOR THE PRODUCTION NAILS. CHANGES IN THE DRILLING OR INSTALLATION METHOD MAY v♦ :Ii u- D. THE CONTRACTOR 15 RESPONSIBLE FOR ANY REMOVAL OF PREVENT5 THE CREATION OF VOIDS. THE QUANTITY OF GROUT AND REQUIRE ADDITIONAL NAIL TESTING AS DETERMINED BY THE Q ABANDONED UTILITIES, OR OTHER UNDERGROUND OBSTRUCTIONS A. AT LEAST 15 DAYS PRIOR TO INITIATING THE WORK, THE A. MATERIALS FOR CONSTRUCTION OF SOIL NAIL WALLS SHALL BE THE GROUTING PRESSURES SHALL BE RECORDED FOR BAGH SOIL ENGINEER. Z THAT INTERFERE WITH THE SOIL NAIL WALL. CONTRACTOR SHALL SUBMIT TO THE ENGINEER FOR REVIEW EXCAVATION EQUIPMENT TYPES AND METHODS OF EXCAVATING TO FURNISHED NEW AND WITHOUT DEFECTS. DEFECTIVE MATERIAL5 NAIL. GROUT PRESSURES SHALL BE CONTROLLED TO PREVENT EXCESSIVE GROUND HEAVE OR FRACTURING. LL V 0 REJECTED BY THE OWNER'S REPRESENTATIVE SHALL BE REMOVED G. THE VNBONDED LENGTH OF TEST NAILS SHALL BE AT LEAST 5 FEET Q W 1.4 SPECIAL INSPECTION THE STAGED LIFTS INDICATED ON THE PLANS. BY THE CONTRACTOR. THE MATERIALS SHALL CONSIST OF HE C. DURING REMOVAL FOR UNLESS APPROVED OTHERWISE BY HE ENGINEER. THE BOND a. FOLLOWING: CASING DRILLHOLE5 ADVANCED BY EITHER LENGTH OF TEST NAILS SHALL BE DETERMINED BY THE OWNER'S Q A. IN AGGORDANCE WITH THE LOCAL BUILDING CODE, SPECIAL B. FOR DISTANCES AWAY FROM THE 5OTGRETE WALL FACIE GREATER CASED OR AU6ERGAST METHODS, THE GROUT SURFACE WITHIN THE REPRESENTATIVE SUCH THAT THE ALLOWABLE BAR LOAD 15 NOT INSPECTION SHALL BE PROVIDED BY HE OWNER FOR ALL 501L NAIL THAN THE CURRENT 5HOTGRETE WALL EIGHT OR 10 FEET, 1. CENTRALIZERS SHALL BE CONSTRUCTED OF SCHEDULE 40 PVC, CASING SHALL BE CONTINUALLY MONITORED MAINTENANCE OF "HE NOT EXCEEDED BUT SHALL T BE LE55 THAN 10 FEET. THE BAR LOAD W O INSTALLATION AND TESTING AND FOR ALL 5HOTCRETE WORK. SUCH WHICHEVER 15 MORE, MA55 EXCAVATION MAY OCCUR AT ANY TIME, SHALL BE 5E0URELY ATTACHED TO HE NAIL BAR, SIZED TO -AD" WFFICIENT TO OFFSET HE EXTERNAL &ROUNDWATER/5011- DURING TESTING SHALL NOT EXCEED 60% OF THE STEEL ULTIMATE a INSPECTION SHALL INCLUDE OBSERVATION AND TESTING OF TEST BUT WITH SLOPES O STEEPER THAN IH:IV, UNLESS APPROVED POSITION THE NAIL BAR WITHIN I INCH OF THE CENTER OF THE PRESSURE. STRENGTH FOR GRADE 150 BARS OR -10% OF HE STEEL YIELD PANELS AND PLACEMENT OF REINFORCIN& STEEL AND SHOTCRETE. OTHERWISE BY THE ENGINEER. - DRILLHOLE, SIZED TO ALLOW TREMIE PIPE INSERTION TO THE STRENGTH FOR GRADE 60 AND GRADE 15 BARS. W C. MASS EXCAVATION OF DRILL BENCH FOR THE NEXT ROW BOTTOM OF THE DRILLHOLE, AND 51ZED TO ALLOW GROUT TO D. NAIL &ROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1500 P51 IN 5 DAYS AND 5000 P51 IN28 NAIL Z THE OF SOIL NAILS MAY OCCUR ANY TIME THE DAY AFTER SHOTCRETIN& FLOW FREELY UP THE DRILLHOLE. 2. NAIL &ROUT SHALL BE A NEAT CEMENT OR SAND -CEMENT DAYS. GROUT SHALL BE TESTED BY A TESTING AGENCY UNDER CONTRACT WITH THE D. HE DESIGN TEST LOAD (DTL) DURING TESTING SHALL BE DETERMINED BY MULTIPLYING HE BOND LENGTH OF HE NAIL TIMES Lu LL THE PRECEDING LIFT, PROVIDED SUCH EXCAVATION OCCURS O MIXTURE WITH A MINIMUM 5-PAY COMPRESSIVE STRENGTH OF OWNER IN ACCORDANCE WITH A51M CIOq / AASHTO T106 AT A HE D£516N PULLOUT RESISTANCE. VERIFICATION TEST NAILS SHALL r CLOSER THAN 5 FEET FROM THE FACE OF THE SHOTCRETE. 1500 P51 AND A MINIMUM26-DAY COMPRESSIVE STRENGTH OF FREQUENCY OF NO LESS THAN ONE TEST FOR EVERY 50 CUBIC BE INCREMENTALLY LOADED AND UNLOADED IN ACCORDANCE WITH S000 P51 PER ASTM GIOq / AA5HTO 1I06. YARDS OF GROUT PLACED OR ONCE PER WEEK, WHICHEVER 15 THE FOLLOWING SCHEDULE: D. MASS EXCAVATION BENEATH A PRECEDING, SHOTCRETE LIFT, S. CEMENT SHALL CONFORM TO ASTM 0150 / AASHTO M85, TYPE I. FIRST. LOAD HOLD TIME CLOSER THAN 5 FEET FROM THE SHOTCRETE WALL FAGS, SHALL NOT 4. FINE A66RE6ATE SHALL CONFORM TO A5TM C55 / AASHTO MG,. OCCUR UNTIL: (1) NAIL GROUT AND 5OTGRETE ON HE PRECEDING S. NAIL BARS SHALL CONFORM TO ASTM A615 / AASHTO M51, BONDED E. TEMPORARY UNLEN&TH5 SHALL BE PROVIDED FOR EACH LIFT SHALL HAVE REACHED 50% OF THEIR SPECIPIED 28-DAY GRADE 60 OR T5 OR ASTM AY22 / AASHTO M215, GRADE 150. TEST NAIL. THE TEST NAIL BAR SHALL BE ISOLATED FROM THE AL I MINUTE L 10 MINUTES COMPRESSIVE STRENGTHS; AND (]j INSTALLATION OF CONNECTION 6. BAR COUPLERS SHALL DEVELOP THE ULTIMATE TENSILE WALL FACING AND THE REACTION FRAME DURING TESTING. 0.50DL 10 MINUTES HARDWARE AND NAIL TESTING FOR THE PRECEDING LIFT ARE STRENGTH OF THE BAR AS CERTIFIED BY THE MANUFACTURER. SATISFACTORY TEST NAILS MAY BE INCORPORATED IN THE WORK 0.95DL 10 MINUTES COMPLETE AND ACCEPTABLE TO THE OWNER'S REPRESENTATIVE. MA55 EXCAVATION CLOSER THAN 5 FEET TO THE 5HOTCRETE FACE B. CEMENT SHALL BE ADEQUATELY STORED TO PREVENT MOISTURE PROVIDED THE TEMPORARY TEST UNBONDED LENGTH 15 FULLY GROUTED SUB5EOUFNT TO TESTING. LOODL 10 MINUTES 1.25DL 10 MINUTES BEET NUMBER MUST BE IN ACCORDANCE WITH THE DRILL BERM REQUIREMENTS DEGRADATION AND PARTIAL HYDRATION. CEMENT THAT HAS 115PIL 0 MINUTES DESCRIBED BELOW AND SHOWN ON THE PLANS, UNLESS APPROVED BECOME CAKED OR LUMPY SHALL NOT BE USED. 110 MINUTES OTHERWISE BY THE ENGINEER. 2.00 .00DL 110 MINUTES E. HE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED O TO ALIGN THE TESTING APPARATUS AND SHOULD NOT EXCEED ■ 0.0517TL. DIAL 6AUCE5 SHOULD BE ZEROED AFTER HE ALIGNMENT LOAD 15 APPLIED. L MAY 312014 RE, Reviewea dy: 'FIVE® AP BECK & ASSOCIATES, PLLC i1 F. EACH LOAD INCREMENT SHALL BE HELD FOR AT LEAST 10 MINUTES. D. THE JOINT BETWEEN THE WEEP PIPE AND THE GEOCOMPOSITE DRAIN F. 5HOTCRETE SHALL BE PROPORTIONED TO ATTAIN A COMPRESSIVE 1.4.3 DELIVERY AND APPLICATION '1.4.1 TOLERANCES Ln THE VERIFICATION TEST NAIL SHALL BE MONITORED FOR CREEP FOR STRIP, AND THE DISCHARGE END OF THE WEEP PIPE SHALL BOTH BE STRENGTH OF 2000 PSI IN 3 DAYS AND 4000 PSI IN 28 DAYS. 60 MINUTES AT THE 1.50 DTL LOAD INCREMENT. NAIL MOVEMENTS SEALED TO PREVENT 5HOTCRETE INTRUSION. DAMAGE OF THE THE AVERAGE COMPRESSIVE STRENGTH OF EACH SET OF THREE A. A GLEAN, DRY, OIL -FREE SUPPLY OF COMPRESSED AIR SUFFICIENT A. THE TOLERANCES FOR 51-10TCRETE FACINGS SHALL BE AS FOLLOWS: DURING THE CREEP PORTION OF THE TEST SHALL BE MEASURED AND GEOGOMP051TE DRAIN STRIP WHICH, IN THE OPINION OF THE GORES EXTRACTED FROM TEST PANELS OR HALL FACIE MUST BE - FOR MAINTAINING ADEQUATE NOZZLE VELOCITY FOR ALL PARTS OF o RECORDED AT 1,2, 5, 5, 6, 10,20, 30, SO, AND 60 MINUTES. OWNER'S REPRESENTATIVE, MAY CAUSE INTERRUPTION IN FLOW EQUAL TO OR EXCEED 85%, WITH NO INDIVIDUAL GORE LESS THAN THE WORK AND FOR SIMULTANEOUS OPERATION OF A BLOW PIPE I. THE VERTICAL LOCATION OF A HORIZONTAL SHOTGRETE JOINT SHALL REQUIRE INSTALLATION OF ADDITIONAL WEEP PIPES ABOVE T5% OF THE SPECIFIED COMPRESSIVE STRENGTH IN ACCORDANCE FOR GLEANING AWAY REBOUND SHALL BE MAINTAINED AT ALL SHALL BE WITHIN I FOOT OF THE ELEVATION SHOWN ON THE 5.6.3 PROOF TESTING OF PRODUCTION NAILS THE DAMAGED SECTION. WITH AGI 5062. TIMES. THE EQUIPMENT SHALL BE CAPABLE OF DELIVERING THE PLANS. PREMIXED MATERIAL ACCURATELY, UNIFORMLY, AND CONTINUOU5LY 2. THE SHOTCRETE WALL THICKNE55 SHALL BE NO LESS THAN A. PROOF TESTING SHALL BE PERFORMED ON APPROXIMATELY 5 '1. TEMPORARY SHOTCRETE 6. AGGREGATE AND CEMENT MAY BE BATCHED BY WEIGHT OR BY THROUGH THE DELIVERY HOSE. THAT SHOWN ON THE PLANS MINU5 0.5 INCHES. PERCENT OF THE PRODUCTION NAILS AS DETERMINED BY THE VOLUME IN ACCORDANCE WITH THE REQUIREMENTS OF A5TM C-14 / S. THE HORIZONTAL AND VERTICAL LOCATIONS OF REINFORCING OWNER'S REPRESENTATIVE. IF NAIL INSTALLATION METHODS ARE 1.1 GENERAL AASHTO MIST. MIXING EQUIPMENT SHALL BE CAPABLE OF B. THE 5HOTCRETE SHALL BE APPLIED FROM THE LOWER PART OF THE BARS SHALL BE WITHIN I INCH OF THE LOCATIONS SHOWN ON SU135TAN12ARD ON ANY PARTICULAR NAIL OR SERIES OF NAILS, THOROUGHLY MIXING THE MATERIALS IN SUFFICIENT QUANTITY TO WORK AREA UPWARDS TO PREVENT ACCUMULATION OF REBOUND ON THE PLANS. ADDITIONAL TESTS MAY BE REQUIRED, A. ALL 51-10TGRETE SHALL COMPLY WITH THE REQUIREMENTS OF AGI MAINTAIN PLACING CONTINUITY. READY -MIX SHOTCRETE SHALL BE UNCOVERED SURFACES. THICKNESS, METHODS OF SUPPORT, AIR 4. REINFORCING BAR LAP LENGTHS SHALL BE NO LESS THAN THAT 5062-95 EXCEPT AS SPECIFIED OTHERWI5E HEREIN. THE OWNER DELIVERED AND PLACED WITHIN 1-1/2 HOURS OF THE BATCH TIME PRESSURE, AND RATE OF PLACEMENT OF 5HOTCRETE SHALL BE SHOWN ON THE PLANS MINU5 I INCH. `* v B. THE UNBONDED LENGTH OF TEST NAILS SHALL BE AT LEAST 5 FEET SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO UNLE55 APPROVED OTHERWISE BY THE ENGINEER. CONTROLLED TO PREVENT SASSING OR SLOUGHING OF FRESHLY 5. REINFORCING BAR SPACING SHALL NOT EXCEED THAT SHOWN UNLESS APPROVED OTHERWISE BY THE ENGINEER. THE BOND LENGTH OF TEST NAILS SHALL BE DETERMINED BY THE OWNER'S GORE AND TEST SHOTCRETE PANELS AND INSPECT ALL 5HOTCRETE AND STEEL REINFORCEMENT PLACEMENT IN ACCORDANCE WITH AGI 1.3 TEST PANELS APPLIED SHOTGRETE. WHERE SHOTCRETE 15 USED TO FILL THE BIRD'S BEAK, THE NOZZLE SHALL BE POSITIONED INTO THE MOUTH ON THE PLANS PLUS I INCH. Q REPRESENTATIVE SUCH THAT THE ALLOWABLE BAR LOAD 15 NOT 506.49-44. OF THE DRILLHOLE TO COMPLETELY FILL THE VOID. REBOUND 8. NAIL HEAD CONNECTION HARDWARE EXCEEDED BUT SHALL NOT BE LE55 THAN 10 FEET. THE BAR LOAD A. IN GENERAL, PRECON5TRUCTION AND PRODUCTION 5HOTCRETE TEST SHALL NOT BE WORKED BACK INTO THE PLACEMENT NOR SHALL DURING TESTING SHALL NOT EXCEED 80% OF THE STEEL ULTIMATE B. ALL WORKER5, INCLUDING FOREMAN, NOZZLEMEN, FINISHERS AND PANELS SHALL BE REQUIRED. HOWEVER, DEPENDING ON THE THE REBOUND BE SALVAGED. REBOUND THAT DOES NOT FALL A. DEPENDING ON THE CONNECTION DETAIL SHOWN ON THE PLANS, THE STRENGTH FOR GRADE 150 BARS OR -10% OF THE STEEL YIELD DELIVERY EQUIPMENT OPERATORS, SHALL BE FULLY QUALIFIED TO AMOUNT OF 5HOTCRETE WALL REINFORCEMENT, THE ENGINEER MAY CLEAR OF THE WORKIN6 AREA SHALL BE REMOVED. THE NOZZLE NAIL HEAD CONNECTION HARDWARE MAY CONSIST OF ONE OR STRENGTH FOR GRADE 60 AND GRADE 'I5 BARS. PERFORM THE WORK. QUALIFICATION OF THE NOZZLEMEN SHALL BE BASED ON THE RESULTS OF TEST PANELS AS REQUIRED HEREIN, WAIVE THE REQUIREMENTS FOR A REINFORCED FRECON5TRUCTIONI TEST PANEL. FRECONSTRUCTION AND PRODUCTION TEST PANELS SHALL BE HELD AT A DISTANCE AND AT AN ANGLE APPROXIMATELY PERPENDICULAR TO THE WORKING FACE 50 THAT MORE OF THE FOLLOWING: EMBEDDED OR BEARING STEEL PLATES PER ASTM A-10-1 / AA5HTO M210, GRADE 36; NUTS 8 WASHERS PER N C. PROOF TEST NAILS SHALL BE INCREMENTALLY LOADED IN 025PTL UNLESS APPROVED OTHERWISE BY THE ENGINEER. SHALL NOT BE DISTURBED OR MOVED WITHIN THE FIRST24 HOURS REBOUND WILL BE MINIMAL AND COMPACTION WILL BE MAXIMIZED. AA5HTO M29I, GRADE B, HEXAGONAL FITTED WITH BEVELED i INGREMENT5 TO A MAXIMUM LOAD OF 1.50DTL IN ACCORDANCE WITH AFTER SHOOTING. TEST FANEL5 SHALL BE FIELD CURED UNDER THE NOZZLE SHOULD BE ROTATED STEADILY IN A SMALL CIRCULAR WASHER OR SPHERICAL SEAT TO PROVIDE UNIFORM BEARING; AND Z THE FOLLOWING SCHEDULE: G. AT LEAST 15 DAYS PRIOR TO INITIATING THE WORK, THE CONDITIONS 5IMILAR TO THOSE ANTICIPATED FOR THE WORK, PATTERN. HEADED STUDS PER ASTM A501 OR APPROVED EQUAL. CONTRACTOR SHALL SUBMIT THE FOLLOWING TO THE ENGINEER FOR SHOTCRETING AND GORING OF TEST PANELS SHALL BE PERFORMED o AL LOOM REVIEW: BY QUALIFIED PER50NNEL IN THE PRESENCE OF THE OWNER'S C. SHOTCRETE PLACEMENT SHALL BE BY THE BENCH SUNNING METHOD B. STEEL PLATE DIMENSIONS SHALL BE WITHIN 025 INCHES OF THAT 025DL 125DL REPRESENTATIVE. THE CONTRACTOR SHALL NOTIFY THE OWNER'S - WHEN THE THICKNESS OF THE 5HOTCRETE LAYER 15 6 INCHES OR SHOWN ON THE PLANS. HEADED STUDS SHALL BE LOCATED ON THE N OBODL LBODL I. WRITTEN DOCUMENTATION OF THE NOZZLEMEN5 QUALIFICATIONS REPRESENTATIVE NOT LESS THAN2 12AY5 PRIOR TO THE SHOOTING GREATER. THE GUNNING METHOD SHALL CONSIST OF BUILDING UP A PLATES WITHIN 025 INCHES OF THAT SHOWN ON THE PLANS. 0.15121- AND PROPOSED METHOD OF SHOTCRETE PLACEMENT. OF THE PRECON5TRUCTION TEST PANELS. THICK LAYER OF SHOTGRETE FROM THE BOTTOM OF THE LIFT AND D. THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED 2. 5140TGRETE MIX DESIGN INCLUDING: BRAND AND TYPE OF PORTLAND CEMENT; SOURCE, GRADATION, AND QUALITY OF B. EACH NOZZLEMAN SHALL FURNISH AT LEAST TWO PRECONSTRUGTION MAINTAINING THE TOP SURFACE AT APPROXIMATELY A 45-DEGREE SLOPE. Q. OPTICAL SURVEY: Ym TO ALIGN THE TESTING APPARATUS AND SHOULD NOT EXCEED 0.05DTL. DIAL SPJU6E5 SHOULD BE ZEROED AFTER THE ALIGNMENT AGGREGATES; MIX PROPORTIONS BY WEIGHT; PROPOSED ADMIXTURES AND THEIR MANUFACTURER DOSAGE, AND TEST PANELS FOR EACH PROPOSED MIXTURE BEING CONSIDERED AND FOR EACH SHOOTING POSITION ENCOUNTERED ON THE JOB. 1.4.4 VISUAL OBSERVATION PER THE REQUIREMENTS OF THE GEOTECHNICAL SPECIAL INSPECTOR, THE SHORING MONITORING PROGRAM SHALL CONSIST OF THE S LOAD 15 APPLIED. TECHNICAL LITERATURE; AND GOMPnE,51VE STRENGTH TEST PRECONSTRUCTION TEST PANELS SHALL BE MADE BY EACH FOLLOWING: Z a I E. DEPENDING ON PERFORMANCE, EITHER A 10 MINUTE OR 60 MINUTE RESULTS FROM THE SUPPLIER NO OLDER THAN 6 MONTHS VERIFYING THE 28-12AY COMPRESSIVE STRENGTH. APPLICATION GREW USING THE EQUIPMENT, MATERIALS, MIXTURE PROPORTIONS, AND PROCEDURES PROPOSED FOR THE JOB PRIOR A. A CLEARLY DEFINED PATTERN OF CONTINUOUS HORIZONTAL OR VERTICAL RIDGES OR DEPRE5510N5 AT THE REINFORCING PRE -CONSTRUCTION SURVEY (VIDEO OR PHOTOGRAPHIC SURVEY) OF CREEP TEST SHALL BE PERFORMED AT 1.50DTL. NAIL MOVEMENT 3. ONCE AVAILABLE, CERTIFIED MILL TE5T5 FOR ALL TO THE COMMENCEMENT OF WORK. ELEMENTS AFTER THEY ARE COVERED WILL BE CONSIDERED ADJACENT STREETS, UTILITIES AND BUILDINGS. y4A SHALL BE MEASURED AND RECORDED AT 1,2, 3, 5, 6, AND 10 MINUTES. REINFORCING STEEL FROM EACH HEAT 5PECIFYINS THE MINIMUM INDICATION OF INSUFFICIENT COVER OF REINFORCEMENT OR POOR WHERE THE NAIL MOVEMENT BETWEEN I MINUTE AND 10 MINUTES ULTIMATE STRENGTH, YIELD STRENGTH, ELONGATION, AND C. PRECON5TRUCTION TEST PANELS SHALL BE 50 INCHES X 30 INCHES APPLICATION AND PROBABLE VOID. IN THI5 CASE, THE WORK OPTICAL SURVEY OF MONITORING POINTS TO BE COMPLETED TWICE EXCEEDS 0.04 INCHES, THE MAXIMUM TEST LOAD SHALL BE COMPOSITION. (MINIMUM), IN ACCORDANCE WITH AGI 5062-QB AND THE FOLLOWING: SHALL BE IMMEDIATELY SUSPENDED AND THE WORK CAREFULLY WEEKLY DURING CONSTRUCTION, AND TWICE PER MONTH FOLLOWING MAINTAINED AN ADDITIONAL 50 MINUTES AND MOVEMENTS SHALL BE 4. SPECIFICATION AND DATA FOR REVIEW ON EQUIPMENT INSPECTED BY THE OWNER'S REPRESENTATIVE. THE CONTRACTOR COMPLETION OF THE EXCAVATION AND BEFORE THE INTERIOR RECORDED AT20, 30, 50, AND 60 MINUTES. PROPOSED FOR THE PROJECT INCLUDING 5HOTGRETIN6 AND I. ONE TEST PANEL SHALL BE THE MAXIMUM SHOTCRETE SHALL IMPLEMENT AND COMPLETE CORRECTIVE MEASURES PRIOR BUILDING FLOORS REACH THE GROUND SURFACE. MONITORING U Ln c COMPRESSED AIR EQUIPMENT, PROPOSED ACCESS THICKNE55 SHOWN ON THE PLANS AND SHALL INCLUDE THE TO RESUMING THE SHOTCRETE OPERATIONS. SHALL INCLUDE VERTICAL AND HORIZONTAL SURVEY 5.6.4 TEST NAIL ACCEPTANCE ARRANGEMENTS, AND CAPACITIES. MAXIMUM ANTICIPATED REINFORCING CONGESTION. CORE5 MEASUREMENTS TO AN ACCURACY OF 0.01 FEET. BASELINE a w o B. METHODS OF CONTROLLING THE LOCATION OF THE FINISH FACE EXTRACTED FROM THE REINFORCED TEST PANEL SHALL B. THE SHOTCRETING PROCEDURE MAY BE CORRECTED BY ADJUSTING READINGS OF ALL MONITORING POINTS ARE TO BE TAKEN PRIOR �D A. A TEST NAIL SHALL BE CONSIDERED ACCEPTABLE WHEN: AND DETERMINING 5HOTCRETE THICKNESS. DEMONSTRATE ENCAPSULATION OF THE REINFORCEMENT IN THE NOZZLE DISTANCE AND ORIENTATION PERPENDICULAR TO THE TO THE START OF CONSTRUCTION. ALL RESULT5 ARE TO BE SENT Q v a I. FOR VERIFICATION TESTS, A CREEP RATE LE55 THAN 0.05 12 MATERIALS ACCORDANCE WITH AGI 5062 EQUAL TO CORE &RADE2 OR BETTER. SURFACE, ADJUSTING THE WATER CONTENT OF THE SHOTCRETE MIX, OR OTHER MEANS ACCEPTABLE TO THE OWNER'S REPRESENTATIVE. TO THE 6EOTE1,HNICAL SPECIAL INSPECTOR AITHIN24 HOURS. A LICENSED SURVEYOR THE CONTRACTOR) SHOULD PERFORM Q E INCHES PER LOS CYCLE OF TIME BETWEEN THE & AND 60 MINUTE 2. ONE TEST PANEL SHALL BE UNREINFORCED, AT LEAST & INCHES ALL OVERSPRAY AND REBOUND SHALL BE REMOVED FROM THE (NOT THE MONITORING AT LEAST ONCE PER WEEK. Q $ N T READINGS 15 OBSERVED DURING CREEP TESTING, AND THE RATE A. ALL MATERIALS FOR SHOTCRETE SHALL CONFORM TO THE THICK, AND USED FOR COMPRESSIVE STRENGTH TESTING. SURFACE. ^� O1 15 LINEAR OR DEGREASING THROUGHOUT THE CREEP TEST LOAD FOLLOWING REQUIREMENTS: 3. THE SIDES OF THE TEST PANELS SHALL BE CHAMFERED AS A5 OPTICAL SURVEY POINTS SHOULD BE ESTABLISHED AT THE TOP OF = •Q 'e 3 HOLD PERIOD. 2. FOR PROOF TESTS, A CREEP RATE LE55 THAN 0.04 INCHES PER I. CEMENT SHALL CONFORM TO A5TM G150 / AA5HT0 M85, TYPE I. OUTWARD AT 45 DEGREES OVER THE FULL THICKNESS OF THE PANEL. C. SURFACE DEFECTS SHALL BE REPAIRED BOON POSSIBLE AFTER INITIAL PLACEMENT OF SHOTCRETE. ALL SHOTCRETE THAT THE SHORING WALL AROUND THE PERIMETER OF THE EXCAVATION. ESTABLISH MONITORING POINTS ON TOP OF EVERY OTHER PILE C o �v LOG CYCLE OF TIME BETWEEN THE I AND 10 MINUTE READINGS 15 2. FINE AGGREGATE SHALL CONFORM TO ASTM C55 / AASHTO Mb. LACKS UNIFORMITY, EXHIBITS SEGREGATION, SAGGING, (EAST WALL) AND AT20 FEET 5PAGING ALONG SOIL NAIL WALL5 3 if :n OBSERVED OR A CREEP RATE LESS THAN 0.08 INCHES PER LOG E. COARSE AGGREGATE SHALL CONFORM TO AA5HTO M-80, D. THE CONTRACTOR SHALL FURNISH AT LEAST ONE PRODUCTION TEST HONEYCOMBING, OR LAMINATION, OR CONTAINS ANY V0I125 OR (NORTH, SOUTH, AND WEST WALLS). MONITORING POINTS SHOULD BE CYCLE OF TIME BETWEEN THE 6 AND 60 MINUTE READINGS, AND GLAS5 B. PANEL OR, IN LIEU OF PRODUCTION TEST PANELS, SIX 5-INCH SAND POCKETS SHALL BE REMOVED AND REPLACED WITH FRESH ESTABLISHED ON EXISTING SETTLEMENT -SENSITIVE STRUCTURES THE CREEP RATE 15 LINEAR OR DEGREASING THROUGHOUT THE 4. WATER SHALL BE POTABLE, GLEAN, AND FREE FROM DIAMETER CORES FROM THE 5HOTCRETE FACE DURING THE FIRST SHOTCRETE BY THE CONTRACTOR TO THE SATISFACTION OF THE LOCATED CLOSER TO THE EXCAVATION THAN A HORIZONTAL 3 a CREEP TEST LOAD HOLD PERIOD. SUBSTANCES DELETERIOUS TO CONCRETE AND STEEL, OR THAT APPLICATION OF SHOTGRETE AND HENCEFORTH FOR EVERY FIFTH OWNER'S REPRESENTATIVE. DISTANCE EQUAL TO THE EXCAVATION DEPTH, PRIOR TO _ S. THE TOTAL MOVEMENT AT THE MAXIMUM TEST LOAD EXCEEDS WOULD CAUSE STAINING. APPLICATION OF 5HOTCRETE, OR EVERY 5000 SQUARE FEET, OR DEWATERING, EXCAVATION, AND INSTALLATION OF SHORING 50% OF THE THEORETICAL ELASTIC ELONGATION OF THE 5. ACCELERATOR SHALL BE THE FLUID TYPE, APPLIED AT NOZZLE, 50 CUBIC YARDS OF SHOTCRETE PLACED, WHICHEVER IS LESS. THE T.4.5 ATTACHMENT OF THE NAIL HEAD CONNECTION HARDWARE SYSTEMS. UNBONDED LENGTH. AND MEET THE REQUIREMENTS HEREIN. PRODUCTION TEST PANELS SHALL BE CONSTRUCTED APR 04 2014 4. A PULLOUT FAILURE DOES NOT OCCUR DURING TESTING. PULLOUT 6. WATER -REDUCER AND SUPER -PLASTICIZER SHALL CONFORM TO 511-ULTANEOUSLY WITH THE SHOTCRETE FACING INSTALLATION AT A. FOR BEARING PLATE GONNECTIONS, THE PLATE SHALL BE WET -SET SURVEY FREQUENCY CAN BE DEGREASED AFTER THE SHORING ` FAILURE 15 DEFINED AS THE LOAD AT WHICH ATTEMPTS TO A57M C494 / AASHTO M114, TYPE A, D, F, G. TIMES DESIGNATED BY THE OWNERS REPRESENTATIVE. THE WHILE THE 5HOTCRETE 15 PLASTIC, TO ASSURE FULL 5HOTCRETE SYSTEM HAS BEEN INSTALLED AND EXCAVATION 15 COMPLETE IF duC&DIIIG DERAMUENT DS INCREASE THE TEST LOAD SIMPLY RESULT IN CONTINUED PULLOUT 1. AIR -ENTRAINING AGENT SHALL CONFORM TO A5TM G260 / PRODUCTION TEST PANELS SHALL HAVE MINIMUM DIMENSIONS OF 18 BEARING BEHIND THE PLATE. HOWEVER, THE RETENTION NUT SHALL THE DATA INDICATES LITTLE OR NO ADDITIONAL MOVEMENT. olTy or- E011;0 _ MOVEMENT OF THE TEST NAIL. AA5HTO MI54. INCHES X 18 INCHES X 6 INCHES. ONLY BE HAND T16HTENED SUCH THAT FULL BEARING 15 ACHIEVED SURVEYING MUST CONTINUE UNTIL THE PERMANENT STRUCTURE 8. FLY ASH SHALL CONFORM TO ASTM 0618 / AA5HT0 142-15, TYPE WITHOUT EXCESSIVELY SQUEEZING FRESH 5HOTCRETE OUT FROM (INCLUDING FLOOR SLABS AS BRACES) 15 COMPLETE UP TO FINAL B. AT THE CONTRACTOR'S OPTION, 5UCCE5519UL PROOF TEST NAILS F OR 6, CEMENT REPLACEMENT UP TO 55% BY WEIGHT OF E. SHOTCRETE WILL BE ACCEPTED BASED ON THE28-DAY STRENGTH UNDER THE PLATE. AND STREET GRADES. J MEETING THE ABOVE TEST ACCEPTANCE CRITERIA MAY BE CEMENT. OF GORES TAKEN FROM THE PRODUCTION TEST PANELS. THE INCORPORATED A5 PRODUCTION NAILS PROVIDED THAT (I) THE 9. SILICA FUME SHALL CONFORM TO ASTM G1240, -10% MINIMUM FREQUENCY SPECIFIED FOR THE PRODUCTION TEST PANELS 15 1.4.6 CONSTRUCTION JOINTS ADDITIONAL SURVEY POINTS SHOULD BE ESTABLISHED ALONG THE J UNBONDED TEST LENGTH OF THE NAIL HOLE HAS NOT COLLAPSED SILICON DIOXIDE SOLIDS CONTENT, NOT TO EXCEED 1.2% BY APPROXIMATE. A GREATER NUMBER OF PANELS MAY BE REQUIRED A. JOINTS OURBLINE OF ADJACENT ROADWAYS, AND SPACED AT 20 FEET Z DURING TESTING, (2) THE MINIMUM REQUIRED HOLE DIAMETER HAS WEIGHT OF CEMENT. BY THE ENGINEER. CONSTRUCTION SHALL BE TAPERED TOWARD THE HORIZONTALLY. THESE POINTS NEED BE MONITORED IF SHORING BEEN MAINTAINED, AND (5) THE TEST NAIL LENGTH AND BAR SIZE ARE 10. WELDED WIRE FABRIC SHALL CONFORM TO ASTM AIDS / EXCAVATION FAGS OVER A MINIMUM DISTANCE EQUAL TO THE WALL MOVEMENTS REACH OS -INCHES. 0 EQUAL TO OR GREATER THAN THE SCHEDULED PRODUCTION NAIL AASHTO M55. F. AT LEAST 51X GORES WILL BE GUT FROM EACH PRECONSTRIIGTION THICKNESS OF THE 5HOTCRETE LAYER. THE SURFACE OF THE J LENGTH AND BAR SIZE. TEST NAILS MEETING THESE REQUIREMENTS 11, ALL REINFORCING STEEL SHALL CONFORM TO A5TM A615 / AND PRODUCTION TEST PANEL FOR COMPRESSIVE STRENGTH JOINTS SHALL BE ROUGH AND GLEANED OF ALL LAITANGE AND FOREI6N 5UBBTANCE5 PRIOR TO SHOTCRETE PLACEMENT. • THE GEOTECHNICAL ENGINEER SHALL REVIEW SURVEY DATA AND �/� SHALL BE COMPLETED BY SATISFACTORILY GROUTING THE UNBONDED AASHTO M31, GRADE 60. ALL REINFORCING STEEL DETAILS TESTING. CORES SHALL BE SOAKED IN WATER FOR AT LEAST 40 PROVIDE AN EVALUATION OF WALL PERFORMANCE ALONG WITH V TEST LENGTH. MAINTAINING THE TEMPORARY UNBONDED TEST LENGTH SHALL CONFORM TO AGI 515. HOURS IN AGGORDANGE WITH AA5HTO T24 OR AGI 5062. GORES SURVEY DATA ON AT LEAST A WEEKLY BASIS. m Z FOR SUBSEQUENT GROUTING IS THE CONTRACTOR'S RESPONSIBILITY. M. CURING COMPOUNDS SHALL CONFORM TO AA5HT0 MI48, TYPE ID SHALL BE AT LEAST B INCHES IN DIAMETER AND SHALL HAVE A 1.4.1 FINISHING AND CURING REQUIREMENTS Z OR TYPE2. MINIMUM LENGTH TO DIAMETER RATIO OF ONE. WHEN THE LENGTH OF IMMEDIATELY AND DIRECTLY NOTIFY THE GEOTECHNICAL AND LLB O G. THE ENGINEER SHALL EVALUATE THE RESULTS OF EACH VERIFICATION 15. FILM PROTECTION FOR CURING SHALL CONFORM TO AASHTO A GORE 15 LE55 THAN TWICE THE DIAMETER, APPLY THE A. TEMPORARY SHOTGRETE MAY BE LEFT WITH AN AB -SHOT GUN FINISH. STRUCTURAL ENGINEERS, AND WALL DESIGNER, IF 0.5-INCHES OF 0 TEST. NAIL INSTALLATION METHODS THAT DO NOT SATISFY THE NAIL Mill OR POLYETHYLENE FILM. CORRECTION FACTORS GIVEN IN A5TM C42 TO OBTAIN THE MOVEMENT OCCURS BETWEEN TWO CONSECUTIVE READINGS AND TESTING REQUIREMENTS SHALL BE CONSIDERED INADEQUATE. THE COMPRESSIVE STRENGTH OF INGORES. THREE GORES WHEN TOTAL MOVEMENTS REACH 0.5-INCHES. AT THAT AMOUNT OF CONTRACTOR SHALL PROPOSE ALTERNATIVE METHODS AND INSTALL B. 5HOTCRETE ADMIXTURES SHALL NOT BE USED UNLE55 APPROVED ADMIXTURES USED ENTRAIN AIR, SHALL BE TESTED AT B-DAY5, AND THREE GORES SHALL BE TESTED HOLES IN B. THERE ARE NO SPECIFIC CURING REQUIREMENTS FOR TEMPORARY 5HOTCRETE. MOVEMENT, THE ENGINEERS AND DE516NERB SHALL DETERMINE THE LL 1•. Q REPLACEMENT VERIFICATION TEST NAILS. BY THE ENGINEER. TO TO REDUCE AT28-DAY5 FOR COMPRE551YE STRENGTH. CORE THE - CAUSE OF P15FLAC-EMENT AND DEVELOP REMEDIAL MEA5URE5 i (' 0 WATER -CEMENT RATIO, TO RETARD OR ACCELERATE SETTING TIME, WALL SHALL BE FILLED WITH PATCHING MORTAR AFTER GLEANING SUFFICIENT TO LIMIT TOTAL WALL MOVEMENTS TO I INCH. ALL VJ D. THE ENGINEER MAY REQUIRE THAT THE CONTRACTOR REPLACE SOME OR TO ACCELERATE THE DEVELOPMENT OF STRENGTH, SHALL BE MIXED INTO SHOTGRETE AT THE RATE SPECIFIED AND THOROUGH DAMPENING. 1.4.8 WEATHER LIMITATIONS EARTHWORK AND CONSTRUCTION ACTIVITIES MUST BE DIRECTED V u- OR ALL OF THE PRODUCTION NAILS REPRESENTED BY INADEQUATE PROOF TESTS THOROUGHLY THE BY THE MANUFACTURER UNLESS SPECIFIED OTHERWISE. 1.4 EXECUTION OF PRODUCTION 5HOTCREM WORK A. SHOTCRETE SHALL NOT BE PLACED IN GOLD WEATHER UNLESS TOWARDS IMMEDIATE IMPLEMENTATION OF REMEDIAL MEASURES NECESSARY TO LIMIT TOTAL WALL MOVEMENTS TO WHAT HAS BEEN B — AC4ELERATIN6 ADDITIVES SHALL BE COMPATIBLE WITH THE ADEQUATELY PROTECTED WHEN THE AMBIENT TEMPERATURE 15 DEFINED AS ACCEPTABLE BY THE DESIGN TEAM AND SPOT Z ` 6. WALL DRAINAGE CEMENT USED, BE NON -CORROSIVE TO STEEL AND SHALL NOT 1.4.1 ALIGNMENT CONTROL BELOW 40 DEGREES F AND FALLING AND/OR WHEN THE SHOTCRETE INDICATED ABOVE). PROMOTE OTHER DETRIMENTAL EFFECTS SUCH AS CRACKING OR 15 LIKELY TO BE SUBJECTED TO FREEZING TEMPERATURES BEFORE 0 W A. THE WALL DRAINAGE NETWORK SHALL CONSIST OF GEOCOMP051TE EXCESSIVE SHRINKAGE. THE MAXIMUM ALLOWABLE CHLORIDE ION A. ALIGNMENT WIRES AND/OR THICKNESS CONTROL PINS SHALL BE REACHING A MINIMUM STRENGTH OF l50 PSI. GOLD WEATHER A li DRAIN STRIPS AND WEEP PIPES AS SHOWN ON THE PLANS. THE CONTENT OF ALL INGREDIENTS SHALL NOT EXCEED 0.10 PERCENT PER AA5HTO PROVIDED AS NECESSARY TO ESTABLISH AND MAINTAIN THE MINIMUM SHOWN ON PLANS. THE PROTECTION SHALL BE MAINTAINED UNTIL THE STRENGTH OF THE SHOTCRETE 15 GREATER THAN 150 PSI. GOLD WEATHER GEOCOMPOSITE DRAIN 5TRIP5 SHALL BE MIRADRAIN 6000 OR WHEN TESTED T260. 5HOTCRETE THICKNESS THE PROTECTION SHALL INCLUDE HEATING UNDER TENTS, BLANKETS OR Ld O^ AMERDRAIN 500. WEEP PIPES SHALL BE MINIMUM 4-INCH DIAMETER 50HEDULE 40 PVC G. MATERIALS SHALL BE DELIVERED, 5TORED AND HANDLED TO MAXIMUM DISTANCE BETWEEN THE WIRES AND/OR THICKNESS CONTROL PINS ON ANY SURFACE SHALL BE EQUAL TO THE VERTICAL OTHER MEANS ACCEPTABLE TO THE OWNER'S REPRESENTATIVE. PREVENT CONTAMINATION, SEGREGATION, CORROSION OR DAMAGE. NAIL SPACING. THE CONTRACTOR SHALL ENSURE THAT ALIGNMENT THE TEMPERATURE OF THE 5HOTCRETE, WHEN DEP051TED, SHALL BE B. 6EOGOMPOSITE DRAIN STRIPS SHALL BE PROVIDED IN ROLLS LIQUID ADMIXTURES SHALL BE STORED TO PREVENT EVAPORATION WIRES ARE TIGHT, TRUE TO LINE, AND PLACED TO ALLOW FURTHER NOT LESS THAN 50 DEGREES F NOR MORE THAN 80 DEGREES F. LV WRAPPED WITH A PROTECTIVE COVERING AND STORED IN A MANNER AND FREEZING. TIGHTENING. THE AIR IN CONTACT WITH 51-10TCRETE SURFACES SHALL BE MAINTAINED AT ABOVE 52 F FOR A Z W THAT PROTECT5 THE FABRIC. FROM MUD, DIRT, MST, AND DEBRIS. TEMPERATURES DEGREES PROTECTIVE WRAPPING SHALL NOT BE REMOVED UNTIL IMMEDIATELY D. AGGREGATES FOR 5HOTCRETE SHALL MEET THE STRENGTH AND 1.42 SURFACE PREPARATION MINIMUM OF 1 DAYS. BEFORE INSTALLATION. EXTENDED EXPOSURE TO ULTRAVIOLET LIGHT DURABILITY REQUIREMENT OF AA5HTO M50 AND SHALL MEET THE SHALL BE AVOIDED. FOLLOWING GRADATION REQUIREMENTS: A. PRIOR TO 5HOTCRETING THE UNGROUTED ZONE ABOVE THE NAIL B. SHOTGRETE APPLICATION SHALL ALSO BE SUSPENDED DURING HIGH C. THE GEOCOMP0517E DRAIN STRIPS SHALL BE AT LEAST 16 INCHES SIEVE PERCENT PASSING SIEVE PERCENT PASSING GROUT AT THE EXCAVATION GUT FACE BIRDS BEAK), THE CONTRACTOR SHALL REMOVE ALL L005E MATERIALS FROM THE MINUS AND HEAYT KAINS nHEN IN IHC VrINION Or IHE OnntRs REPRESENTATIVE THE QUALITY OF THE APPLICATION 15 NOT WIDE AND SHALL BE SECURED TO THE EXCAVATION FACE WITH THE SIZE BY WEIGHT 51ZE BY WEIGHT SURFACE OF THE GROUT. ACCEPTABLE, NEWLY -PLACED SHOTGRETE EXPOSED TO RAIN THAT 6EOTEXTILE SIDE AGAINST THE GROUND. DRAIN 5TRIP5 SHALL BE WASHES OUT CEMENT OR OTHERWISE MAKES THE SHOTCRETE 1/2 INCH 100 NO. 16 35-55 MADE CONTINUOUS BY USINS THE "SHINGLE" METHOD OF SPLICING WITH B. THE CONTRACTOR SHALL REMOVE ALL LOOSE MATERIALS AND UNACCEPTABLE TO THE OWNER'S REPRESENTATIVE SHALL BE A 16 INCH MINIMUM OVERLAP SUCH THAT THE FLOW OF WATER 15 NOT 3/& INCH 90-100 NO. 50 20-55 LOOSE DRIED SHOTCRETE FROM PREVIOUS PLACEMENT OPERATIONS REMOVED AND REPLACED. THE CONTRACTOR SHALL PROVIDE IMPEDED. NO. 4 10-85 NO. 50 820 AND FROM ALL RECEIVING SURFACES BY METHODS ACCEPTABLE ADEQUATELY SECURED POLYETHYLENE SHEETING OR EQUIVALENT NO. & 50-10 NO. 100 2-10 TO THE OWNER'S REPRE5ENTATIVE. THE REMOVAL SHALL BE WHEN ADVERSE EXPOSURE TO WEATHER 15 ANTICIPATED. _ E. CEMENT CONTENT SHALL BE AT LEAST 600 POUNDS PER OUBIC ACCOMPLISHED IN SUCH A MANNER AS NOT TO LOO5EN CKACK, OR SHATTER THE SURFACES TO RECEIVE THE SHOTCRETE. ANY SURFACE MATERIAL THAT, IN THE OPINION OF THE OWNER-5 SHtET NUMESER YARD. THE WATER/CEMENT RATIO SHALL NOT BE GREATER THAN REPRESENTATIVE, 15 50 LOOSENED OR DAMAGED SHALL BE 0.45. FOR WET -MIX SHOTCRETE EXPOSED TO FREEZING AND REMOVED TO SUFFICIENT DEPTH TO PROVIDE A BASE THAT IS THAWING, THE AIR CONTENT AT THE TRUCK SHALL BE BETWEEN 1 TO SUITABLE TO RECEIVE THE SHOTCRETE. MATERIAL THAT LOOSENS 10 PERCENT WHEN TESTED IN ACCORDANCE WITH ASTM C291 / A5' THE SHOTCRETE 15 APPLIED SHALL BE REMOVED. SHOTCRETE AASHTO TI52. SHALL NOT BE PLACED ON FROZEN SURFACES. . R - MAY 312014 RE Re�lawaa cy: BECK & ASSOCIATES, PLLC AP ZEIVED t 0 4 2013 BECK & ASSOCIATES, PLLC -OHP— ......OH? ;;F.a---UHF--i 7`t'rr.... ._CFP .c t ,It+`�.� -, ,� _"- II•� g� l .......' I / RELOCATE ° INSTALL PERMANENT CAP SAW,�UT'& REMOtiE' 'A POLE PER .01 : Otf.9f SD LINE ASPHALT ` I '✓. I , EMOVE IX CATCH BASIN,' ! & APPURTENANCES SAWCUT &T2EMOVE" SIDEWALK & PARKING -J� " t SALVAGE EX BARKING SIGNS l 4, EX ASPHALT '� `i > II �v i 7Gr' s RCS TO BE CLOSED \ REINSTALL PER `C3.01MAINTAIN E SOP SIGN I �•h;: , N t3 ~ + r, \FF DURING CO STRUCTION \. 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"7`:tv: - z 'Yt•+�yT! r t IX ASPHALT MP)�,� 7,�-•%..j„•x` -�" ;i•ri..1"'i'"„,�'7�,,�'J'•f-.t...�" .. 4 1, 7f 7 r \ I ✓: ` j •1 / r.a.,, r 7':u " .T `�. j J \ r, .. r.,t,„i'7 `}•-i. r-�'T 7 ^x •f- t"'1'i i r :� : `•,.£, r �.,1`. ` T l.,.t 4' is "" \ 1 �^ �, )` ..�T^ r {,. 7 -c •7 "4 + d.Y, `r'•-... tR s ) i / �/,.L •„ .a :/ t P _ r r f. �`T' i`, }.,/ r"'=f, Lt �`"r t,. r, y-�-,...;,, r f I Jj1� SIDEWALK & PARKING y,,. a �. ; �. l.X; N7�£ y T r %" i';-i , +...1• "" Gri ,, Y f- AREAS TO BE CLOSED i" :/• r 7 , •. .� f y`{ g l" r 1 r s\ r I" FII I •Z' r `A7 t.!,'P-f T t' 'rf's t �Y•' �`L�,7 <j >•s.„ f�`f18-20 MONTH DURATION i I rt'Zj 7' ' .: ` 11 I <. Fr�l.%��<-.1.,���f�T��,•/-l-L ,�"'f�'t-�173'1",.i.lt��Ti, ��Y.....;'"X.t'7Y.i�'_:r��•if z'jr�"„4�,f 10 1 d„7`l""r•�. tv� PROVIDE IN 4,000 I 1 (}� - � g�. ) -r"! /-p f- COWA0I..Now1: f , o GALLON STORAGE TANK I ® 1.�. <ZE✓ = azss I `. FOR SEDIMENT SETTLING. PUMP TO THIS LOCATION AS NECESSARY. PUMP OR M Lt•I V l: , /rj EX C NCRETE / 77 GRAVITY DRAIN Z --J l,. 7� NEAREST JOIN 1 SEDIMENT -FREE STORM I ) (� __ A WATER TO DOWNSTEAM 1 1 E , ; oH� M STORM SYSTEMi� P1 l' I SAWCUT\&'REMOVE 'I... SAVE &PROTECT EX ,.---' $ I W Ii �,, EX ASPHALT / BUILDING &LOADING DOCK TO REMAIN / W N tjwll I :U;s x21 II It SAWCUT & REMOVE EX I I 1 1 (I ASPHALT AS NEEDED TO I .-� , � �f l un,awlw c CONSTRUCT IMPROVEMENTS T k"' 1 ocy2n / .1. II` \ I@ I t ! \\ I 1 F'f' { U7 w , j j I l ........ L T x if QTEMPORARY SEDIMENT ',���..T . I • I __..__... j / ' e TRAP FOR CB (TYP) I { : ' -.�l ; CI, / !j l A i I SDG& TOP - J8. 13 lE 6" W J5,43 1` `K` -r•I I , I XA'A/ r I.,. — JZ rF 6" S 35 c5 I �"'I t 57-PS '!';;�. A r — . SDCD TOP ... 87 7 - 5 III II I\� A-:r �.. — g 4. 6" t 3.5.37 I ;; r {": - I\ aP+GFT- ?_ I MAIMOVIN) A2,A WjCB f0P 37557,n I£" J" N = 36.4,9 ..Ns u i HP g •A�',i I -. .. r rl I ( \ a - �_ ._ ONF- Otl su SOW TOP 38 47-{-r'_r) � �\ / !/ / /!! / 3 iE 4" NE 35. ,J / rl ,T� I ,. i 1 i / // /t 00.70P l if 6' A' -- 35.64 +N+ � I / if 12/py 2 lT', /t ! J W �4O.G7 ' AN"4f4?r MATCHLINE (MAIN STREET) ....... — — —..—_.. ... pP Cf 7lfrf .�. i .ir J MAI�NTNN EX1 SIDEWALK' FOR \ 'p I. AS19LE % AS LONG AS PO `SS .a \DURING / e9.97 \ \ BELL \\ 160' 1�Yt©� P CJ�L 8" 41 66 - 36 35 SDAiH ft^,!% 498 u 12" z5 S7 �, ti SD :-1 I SO SD - - - - SAWCUT &REMOVE t EX CONCRETE WALK t ; TO NEAREST JOINT •L REMOVE EX CURB I / SAWCUT & REMOVE EX ASPHALT - SoxrAu I VALLEY TO BE CLOSED ppNTR.1tCTo2io CCORAtNF}-t'Fi j` TO GENERAL PUBLIC % WY[HfcNCnIF11NCx I}ISQEL'(OR-t POLICE/I I FOR APPROXIMATELY - - - -1 WEEK DURATION F*Lc �. TjLp'SiF WULCF- I //REMOVE IX WALL AS NECEFRUCTSSARY TO 5 I CONSTRUCT BLDG I I I ' I I REMOVE & SALVAGE (1 EX WHEELSTOPS (TYP OF 9) I MAINTAIN EX CHAIN II I LINK FENCE DURING 1 CONSTRUCTION 1 r-sroa 4 �1 fit' v� � P'AY5 I ..... ..........------- - - - - - a RELOCATE EX OVERHEAD ELEC LINE AND POLES I TO EAST SIDE OF ALLEY. PROTECT EX UTILITY POLE AND ELEC LINES TO REMAIN UNTIL pu,0 Sti*LL 06TM1J \) I r S aRt OVERHEAD POWER IS RELOCATED. COORD W/ l a SAR/YCI. �QQM� yF SNOHOMISH COUNTY PUD AND SHORING WALL INSTALLATION (TYP) SAVE & PROTECT SOUTH 3 END OF EX RET WALL OUTSIDE NEW BLDG FOOTPRINT REMOVE MATCHLINE EX ASPHALT / DC8 TOP 48.93 1 19.97' S<>sN 368�_ I SDMH TOP = 38.J6 fE 8" E - 36.64 I IL- 6" N - ,3,546 I I �I 2 IP 6" W = 35.J1 I i T. 77. � SDMH TOP = J6.J0 � 1£ 12" S = J347 A CJ lE 6" E = UNKNOWN N------.... ----- - I firS, I SDG'D TOP = 46.04 CHF OHa �e-' cr- ... l ...S00 70ffl _ 4.5.0 t/ / t 1£ 12-? 42. 16 t / 1 J INSTALL TEMPORARYSEDIMENT TRAP FOR CB IN ALL CA"; _ I DOWN TO DAYTON ST I • I S0 7Op JZ26 S::CD /OF lE 12" N 29.74 IF 12' .S = 29.74 EQ Qz I�,) I Lij --,J ( . w q Q re".e• I � I (� I 3 (MAIN STREET) 20 0 10 20 40 Scale T-20' LEGEND — - - — PROPERTY LINE ,,..--2•'�---- .,.,,: IX CONTOUR (INDEX) IX CONTOUR / z / < < EX BUILDING '--- I PROPOSED BUILDING OUTLINE ,$c;7� SAWCUT LINE ASPHALT REMOVAL CONCRETE REMOVAL STABILIZED CONSTRUCTION ENTRANCE FILTER FABRIC FENCE & PERIMETER CONSTRUCTION FENCE ' wr4 ro A EX TREE TO REMAIN -r-r-r-r-�� EX CURB TO BE REMOVED -r----r--�--�- EX UTILITY TO BE REMOVED TEMPORARY SEDIMENT TRAP FOR CB UTILITY PROVIDERS: SANITARY SEWERS, STORM DRAINAGE, WATER: CITY OF EDMONDS PUBLIC WORKS DEPARTMENT 7110 210TH ST SW EDMONDS, WA 98026 PHONE: (425) 771-0235 POWER: NATURAL GAS: SNOHOMISH COUNTY PUD PUGET SOUND ENERGY 2320 CALIFORNIA ST 10885 NE 4TH ST MAILING ADDRESS: BELLEVl1E, WA 90004 PO BOX 1107 (888) 225-5773 EVERETT, WA 98206 (425) 670-3200 SCANNED JUN 18 20M SHEET INDEX C1.01 SITE DEMOLITION & TESC / C2.01 GRADING & DRAINAGE C3.01 PAMNG & UTILITIES C4.01 SITE NOTES & DETAILS REPLACE IX 12" C4.02 SITE NOTES & DETAILS SO PER C2.01 C4.03 SITE NOTES & DETAILS C4.04 SITE NOTES & DETAILS C4.05 DETENTION DETAILS & STORM DRAIN MAIN EXTENSION C541 -TATrVLe- 000AL Pu1N C54s '(Q,Y1 c UW*L,d thwL.IurU,[ti1� y6A` Copy " 5'MMAWATI Z SFIEPLMJ/1q6(WBefore Call 3 Working Days You DIG! > = Sy L9D roA1bINFPi21t5E, o ORt�}7 19PRIL 3, 2014 `:°�.' 1-800-424-5555 SIDS'"CIL iHW&U140074 r60,10tNel PfZMrt 0 btt2rIgdrj I -o. - 6NC V 5' CITY of EDMONDS Po S({n,P061 r.,, J...— -_ . APPROVED FOR CONSTRUCTION - SEf� hEVPriEt'f� pI,FItJS I _ (1,NC12DALFh6lLN'f%INt7�1'1 ) PE R x t?162DI4o3ao cr i aV1nQ ��i6'141� UN 16 StAL INS1P.<G[16rJ.) CITY�EN(IN� RING DIVISION DATE '11 SAIN 61 CITY OF EE HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: 6oyerscottl @gmail.com 911 W111111 Ave &IME 420 Seattle, WA 98104 p. 206.725.1211 1, 206.973.5344 engineering PIIC W 1pdEng1,EEd,g.mm PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC DATE aExsan 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS &5/23/14 PERMIT REVISIONS PaO.EDT ME— UP PR 1 MANAGER SEH macDl AecH'E" %tQECT lEul MFMMt SN UP 0.9WIED1 Sf V'�(ONAL 8� 10, V' FOR PERMI-F L THIS DOC NIENT HAS BEEN PREPARED 1-':aF? PERMIT APPLICATION AND IS SC1L3.T_CT 10 REVIEW AND MODIFIC3 ION Pa'Y C:OVERNMENTAL A0ENCIES DEMOLITION & TESC Pe 10001.00 DAIf JUNE 12, 2014 PRP[CT NETHIRN PANT SHEET NUUBE C 1 1 ■ ■ O ■ SET - - - - I L__ ---- \ - -C OHP--..._ONP -OHP-=OP-:; t ; 9� E = Or�i-: - P�J1G,R- IN FILET PIPE (SE) {`� '' ..-.,X �,, _....-SIALLPERMANENT Itr . CONNECT TO,,EX`SDMH IE 49.i02" SD E) IN .....gp _.,� ! .' CONNECT TO.� 12° SD RIN 49. ,� y[%- """ SD ..,, ---SL`-SU----ii) I r' LF 12" PVC SD,.® 6.5% I �- CURE BULB GRADIN _ - _- z EI4 E 39.87 (12" N) IN „r 1 < (l EX IE 39.77 (12" W) OUT/ IE FIELD�FY - - - �L SPRE • I 'i ' � _-� 28 OF 12 PVC SD ®6.6R \ i SOW mP \ 3J8:c.. S�05 CTYPEi�. . \ \ ' 49• ` C7 f 8 S \.SOM?i �P - 49.U3 \ ! OF p� PUBLIC R! --nJ•:,, sD p-- IE4195.(127 \FGaen \ .3685 8 h EiIE 12" A'\- 4,125 "•., I 0II - L==-s-4T rz::l :..: ' 1,,. ...:: �•,:k f ~ ..... -` I 1 F, . ' ... "W I J ... r \IIO.Q-:;"; .... ...._ _ _ .....( _ ii. 20 0 10 20 40 'II ( BLDG BELOW FG 45.90 as 4e.1 ✓ y' MATCH IX SIDEWALK 1 c a 46.10 \\ _ as I' ._..� F- F. 43.6930 t !rr , . , -r - IJ 1 !f soul ce TYPE 1 I Scale 1"=20' � II Ix� � I J %r ? jt �/ % 1j . J r i it )�� SStii! " - 45.05 / t I / r\/ y�.}_ LOG OVE. j L. [ ! III ` RIM 49.25 I I IMPERVIOUS SURFACE CHART \} -'\' j r{j' 'I IE 46.25 (12" SD) I I ca✓ 72" N 3:.27 \ 41 LF 12" PVC SD ®2.4% rt 72" S 3715 I t yf us - ( a r FG aaso5Y (SOIL NAIU WALL PER ( (}�1`� �nFG 411.633�DCO f ,'N b" 1 379i t f 1.36 �.x1 72 t 3.91 I i IL 43'51 i. SHORING DWGS 7 A FDC r i 13DN8 TYPE 1 6 46 " :`' , l \ 00 / 1 ( W SOUD COVER G (- 0• I i I / FG 44.29 �\INTFRIO I4" FD +. I I L3 (TYP). I ` \ ( 1 1 + RIM 49.85 94 I I FG 44.11 I t \ o , 2 FLOOR DRAINS u, 416 j ( ( j ( RIM 49.81 S01 WALL ' ' -° , -... ......... f _ j CONNECT TO .STORM DRAW .. ......... ........_ _ ____ _...- \ SHO N DWGS t/ \~ `\ -'_ jKWI` M DOOR •�\\ MATCH EX GRADE AT EASE FG a3.i3 \\ FG 49.8t(\ \!• :,. SIDE OF ALLEY (TYP) 1 ° .;... ! ill (/ I 1 " 1 \ \\ I \\ \\ (2) FLOOR DRAINSRIM 49.81 "COORDINATE W/ PLUMBING AI PA714 S N6f COJ D DESIGNER, FOR CONNECTION() OJYA-HAiJbINEt/�V�7 . \\\ FL 4271 I t \,`- A\ 1� It \\ \V CONNECT TO TO INTERNAL PLUMBING SANITARY SEWER' STh1'LL Af� (AN '( TO ( s StM i 1b l \ 30 t iR FRIE �tt�ARO� \ (3) FLOOR 'DRAINS 1% 1 i « 5 STOPWaC fV t( 4 I IN COURTYAR6 PER / 4 I (2) FLOOR DRAINS Line 7 Be Area (square feet) 1. Non -Regulated � � H ; Exempt Regulated -2. Replaced Illrl New (Post:1977) -� 3 -i I + 20,506 SF 4470 SF _.. 3. 4 Total Regulated ImperviousArea I = 24976 SF Miti anon re .Fred !finezc$ss o 2000s I r 5.: -Total Area Mitigated by Existing Stormwater Management System(sj 0 6, Regulated Area Not Yet Mitigated_ i 24,976 SF ,7. Area Proposed to be Mitigated by Low Impact Development`Techniques j 0 8.. .Area Proposed to be Mitigated through Conventional SWM,Techniques ' - 24976 SF 111?!1?; Ir„ �\ SEE A116H DWGS FOR COO IYARD \� GRADIN A2.02 \ I vRIM 49.52 \ I %, % i/ g RIM CONNECTiTO I I 11 _ 30.01 I FL 42.32 - p / r BLDG ABOVE ., \ m A CONNECT TO STORM f!' DRA 4 P I �'�) t 1111 ^ SANITARY SEWER' ALLEY X-SEC00144 \ d �I EARTHWORK LEGEND \ , BLDG CANOPY OVEkHANG I \ v v GRADING Z4o3 {.,, TOTAL CUT MATERIAL: 12,670 CY (TYP) v 1I `�.\ \ i.". I tQ I TOTAL FILL MATERIAL: 40 CY _ - - PROPERTY ONE i..... It ------._ .........,,..--�. \ \ ....... .-J.,.. ......... (2) FLOOR DRAINS p, *NOTE : QUANTITIES ABOVE ARE ESTIMATES FOR ..-• '"`23`""" -- EX CONTOUR(INDEX) \ / \ 1 \ RIM 49.61 CONNECT TO r SANITARY SEWER I t ,--,IMUNICIPAL `•V I W PERMITTING ONLY. CONTRACTOR IS TO COMPLETE THEIR OWN EARTHWORK ESTIMATE BASED ON - - -' `230_ _ EX CONTOUR \ RIM041$�IN I 1 \ \\ I1 1.®, Q W .THE CONTRACT DOCUMENTS. _ _ PROPOSED CONTOUR (INDEX) ( \ CONNECT N., \\ 1 I a`°, 231_ PROPOSED CONTOUR SANITARY SEWER•-., _ IMI-- SPOT ELEVATION FF 78.0 FINISHED FLOOR ELEVATION / EX BUILDING / PROPOSED BUILDING TIE IN BLDG ROOF DRAIN ' at Gr r , ......... SOLID WALL PIPE CONNECT SO \ 0 CONCRETE WALKWAY 20 LF 8" PVC SO @ 2R MIN i 4 - 0 - _ - 1 H ( ) ;., r ~{. - J THROUGH FOOTINGS" \ .... o � I THE TRENCH N0. LISTED IN THE TRENCH ql ASPHALT AC PAVEMENT ✓ if BLDG ABOVE h001 I7: PVC PIPE CONNECTION d 8' N'DRAIN SCHEDULE 1 DETENTION TANK SYSTEM = '41.2 "' �. T/ 3A O.Cd FROM DRAIN MAT TO FD\ 1 5 1 . y DRAIN SYSTEM KS100E. THE TRENCH DRAINS PAVEMENT RESTORATION I. i / 00 I I(TYp) \ \ ° ' SHALL BE AGO OR APPROVED EQUAL THE _ IE 37.00 (8� IF< w.4s ,I� 7 0• j " • ; • ; ,X t t l I - TRENCH DRAIN SCHEDULE INDICATES FROM t ? r %`ti r' ASPHALT GRIND AND OVERLAY UPSTREAM TO DOWNSTREAM. THE TRENCH 3D114 CB TYPE 2-60' I r T r 1 DRAIN SCHEDULE IS APPROXIMATE AND SHALL SITE WALL 1,Jp W FLOW CONTROL STRUCTURE I i _ Cpr ORDERING WITH THE ENGINEER PRIOR TO - ''tr3r I i ; TIE IN PAVEMENT' SWALE VERTICAL CURB TIE Rt BI�G`"&OOF DRAIN SOIL NAIL WALL PER II , I TO IX PAVEMENT SWALE \ • SHORING DWGS il- . CURB AND GUTTER II B:LF $ FVC S0 , 2% MIN MATCHLINE (MAIN STREET) TRENCH DRAIN __ -fir- IE 217.00.{8") i I . r `�'• ! 't I CATCH BASIN TYPE 1 SDBii CB TYPE 2-48' ` p t,6 n ` lsaCt. C ?E 12 to SJ.✓ti \ -i to \ „ STORM DRAINAGE PIPE RIM 40.42 ty,,J, ` I 1 \• L / ,v i !'fR rOP 48.93 1 1 \ \ I IE 31.42 (12" E IN I ' `V . I; .---- ..i_ _.�;:�� ........ ............ .......-_ ........ .<. �a 6 :=..4i.53 ..._ _....... ?£ to"S _ J06. \ „ ..._. I I r; '^E o CLEANOUT IE 31.42 (12° S; DUI' \ �; J jl FINAL GRADING OF LOADING DOCK ,.pill"".� \ r �'aa� I I 1 '• ` 29 LF 12 P�UC' SD ®(��7 f� & MODIFICATIONS OF EX PARKING -- ' ' ! t ` f /-- tI� '' PAVEMENT SWALE MATCH IX SIDEWALK LOT UNDER SEPARATE PERMIT I tl Ii I1_ yV r. $ 118 LF 12" PVC SD 0 0.5% II \ l8Q# C8 TYPE 2-48' l RIM 4I IE 30,83 12" N IN """� ...........' IE 30.83 12" S OUT E IE 35.36 12" E IN Z IE 35.641 (6" W) IN RECONNECT SO TO NEW SDMH S009 TOP = ,38. 13 ,F 6" W - ,f5.43 IE 6" S U SOC..4 TOP = :37.67 - .... 1 ..... _....... F .F .3"5=36. IC 6" £ 35.97 1 \J �. 1u � $DOU TOP = 37.55 \ i � 7 1E 3" i4 = 36, dg v ...-_ OHP 87 LF 12" PVC SO 0 0.5%--�- SOMII TOP - 38 47 21 ?E 4" NE 35.77 2 E" is 35.64 p. I£ 6' _ = 35.25 MATCHLINE a 41.57 I fl CONNECT FD TO STORM \ c I; _, t SEAT WALL PER ARCH DWGSI I\ \ I y \ . �I' CI t o e�' DRAIN. PUMP SYSTEM IN I i FL 41.34SOLDIER PILE 1 BSMT PER PLUMBING I I \ _-- - I I (2)-NOR DRAINS * SHORING WALL PER I i; p l DESIGNER FL atza n I ,1 •, 1 j \ r j I RIM 49.81 \ \ I SHORING DWGS � I I SECOND AVENUE, . 12"I P1 PUBLIC SD,MAIN P FII r 4 h'`• I i 1 14 LF 12 PVC SDt! I...N...0:57:.. INSTALL P MANEM PLUG 12 `'\ rti;-r'I (.. R11 OU' 11 I T IE 3543 (1Y\ W)- 0.2' 11 D0 TOP = QE.c4 ._ \ /�'�I. `11_........._'t-•�-� I\ �T ;£ 6" N£ = 4..89 ti I I INSTALL PE�2MfJEJ,4T h�LUG N, INLET P�LE (NORTH . '1t __._ i (1' ;' Y )l _ .... I r Hvo� P - l�\ orr•: \\ ollr (�\ y 11C8 TOW45.90 ` / f 7✓ /f f! S!; 1 P �4 47 ph 7/ ?t 1z" E� 42.10 !t 1 f t I£ 12 W 40.67 i f y' ,! fell%%t/.qr`PFF% 0 TRENCH DRAIN SCHEDULE TRENCH DRAIN TRENCH NO. QUANTITY - A �xsl t2 a IN-UNE CB 94609 1 - L - { \) SOW TOP = ;8.36'"-_._- I` 8" E 36.64 ( I / 35.46 It" 6'" W ::: -15.31 I SDIK CB TYPE 2-48' \ I i RIM 38.30 IE 30.39 (12" N IN IE 30.39 (12" S) OUT IE 35.2t (6° NE) Q) I 6 I LU I w Q `J4 I i o 130 LF 12 I SO ® 0.5 PVC SOM,q ,TOP - .37.26 lE 12' N 29.74 rE 12" .S 2974 CONNECT TO� I EX S IE 29.74DMH 12° SD) i � o 1. SIDE SEWER PIPE � I�SEWER CLEANOUT s .IL SIDE SEWER CONNECTION / FIRE HYDRANT ECONNECT TO SDMH E 35.21 (6' NE) -p WATER SERVICE LINES WATER METER / WATER SERVICE ONES FIRE SERVICE LINE O SO CB TYPE 2 C_ ] DETENTION PIPE Call 3 Working Days Before You DIG! �s u" EsUB 1-800-424-5606 JUN 16 2014 I BUILDING DEPARTMENTU DMONDS CITY of EDMONDS APPROVED FOR CONSTRUCTION <YV1 �vv141P (if. CI Y ENUIINEERING DIVISION DATE HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com Ave Sulte 420 MSea tle, WA Seattle, WA 98104 p. 206.725.1211 f. 206.973,5344 engineering PIIC w .Ipd.9I.ern9.mm PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC DATE R =N 1/23/14 PERMIT SET Z�,4/3/14 PERMIT REVISIONS &,5/23/14 PERMIT REVISIONS PROJECT OIflECTLe UP PROJECR "HUGER SEH PROJECT FRLN 1ECi PROJECT TEAM MEMBER SN UP M[WIIM SE C�4p4w r� S70NAL/tp. V- FOR PERMIT ONLY THIS DOCUMENT HAS SEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJEG 1' 10 REVIEW AND MOI'31FICATION 2Y GOVERNMENTAL A0ENCIES GRADING & DRAINAGE PRI na 10001.00 JUNE 12, 2014 PROTECT NE- PRTI SHEET I—— C2.01 SET - REESTABLISH CROSSWALK &``-- F43 STOPBAR PER COE STD DET E3.2 / I GAS LINE CONNECTION / COORD W/ PSE- I B CURB BULB 5 REINSTALL STOP & STREET SIGNS PER COE o>•-..D.EL.NO E8-4i:{=...- - - - - - --ter .._....... 1 ... i ,u 1 CURB AND GUTTER PER I H COE STD DX NO E2$'4ai? KP - 45D5 M 12" N 37.27 QCONCREIE SIDEWALK;•PE _ 3715 I t i/ r,3 COE STD DTL NO FZ43if 37.91 I 1" IRRIGATION DCVA PER----------_1 � I� ii Q3 COE STD DIET NO E7.7 13 CONNECT TO EX 12" 5 CALCULATED IE 35.7t FIELD VERIFY IE PRIOR TO 5. CONSTRUCTION \ 4 7 UTILITY TRENCH ASPHALT PATCH 1 e3 PER COE 51D DTL NO E2.3 & E4.2 �� \ n2" DOM W METER PER COE STD DTL NO E7.6.1�- I1CONFIRM P WATER SVC SIZE W/PLUMBING I t L DESIGNER PRIOR TO ORDERING SVC POTHOLE PRIOR TO WATER MAIN TAP TO I . CONFIRM LOCATION OF GAS MAIN I t BEGIN 15' YELLOW PAINTED t'I CURB NORTH 1 QWALL-MOUNTED FDC PER COE STD DTL I \ I•I r;+ NO E7.19 (SIM) \ Q4" FIRE SERVICE LINE PER COE STD DTL NO I 4ln E7.19 (SIM) W/ WET TAP CONNECTION TO MAIN i CONFIRM FIRE SVC SIZE W/SPRINKLER DESIGNER PRIOR TO ORDERING SVC 1 _ �24' WIDE CONCRETE DRIVEWAY I l 1 i END 68' YELLOW PAINTED CURB SOUTH / \ POTHOLE PRIOR TO WATER \ •'�/ MAIN TAP TO CONFIRM LOCATION OF GAS MAIN < 1 FIRE HYDRANT ASSEMBLY 1 � ca�a4 PER COE STD DTL NO E7.1 !I \ ' , I li \ w\ 41:)CURB AND GUTTER PER ^ '� Q-9 COE SID DTL NO E2.8 BEGIN 68' YELLOW PAINTED CURB NORTH � 22' WIDE CONCRETE DRIVEWAY BEGIN 15' YELLOW PAINTED CURB SOUTH DG I,DRmtit, a 0611l- OWq"" • MT'4 4r9 Ij%joN \51• r ; C0012D\NIllo, wa \11rA1 00'. ; �J..I 1 1' I GRIND & OVERLAY 'I FROM CL OF 2ND AVE TO \ EDGE OF PARKING LANE SDCE Tor = 38.73 1E 6" W /£ 6" ,S 35.95 5OC6 TOP 37.87 , .- ... ?E .3" S _ '36.13 Ei 7F 66'E - 35.97 I, `ljiJ SbCB TOP 3755 c 1E 3" N 36.49 \ e „ w , INSTALL EZ2 VALVE INUNE VALVE INSERTION COORD W/ COEI - POTHOLE GAS LINE PRIOR TO INSTALIA 91, O I E VERIFY SUFFICIENT SPACE FOR EQUIP SDMN rOr' 37 { i' a 'g 7E 4 NE = ,.5. p. 2 7£ 8" N S.S., 5 T 3 1E 8" S 35.7a'S / ':>r.....:).jF:: .... fn:IP �- Cli. - ... ........ LL F D. ,/ .. ii) - �-'SD •.. ... _ SI .......... -SD_ RELOCATED UTILITY POLE BEGIN .45�YELLOW / `" TILDY TRENCH ASPHALT PATCH 4 7 GOORDPAINTED, CURB WEST / I AER COE STD DyL/NO E2.3 & E4.2 / \\ 3rA�`(3NGRETE SIDEWALK PER '0�(N 1 /PROVIDER(5) /� _ %.F sv05"t RELL. S TREE \P ONE & CABLE CONNECTIONS \ \ ' SLR1 r r - �477 "'•' TiP 8. 16' CQNCREIE DRIVEWAY �I �`4 1NJ®E f�11�$LlC R/ SERWCE PROM •4- $^-'\ + 8 16F �� 7 ! '3. ti^E• 1E 8 r6p SfiSiH 7PP - 4983� �. ... \ 80 4 WHffE PAIN STRIPING .sr CONC VERRCAI.�RB PER REINSTALL SAIVA,GED \, \ I COE STD DTL NO" E2S0 I�jq I PARKIN SIGft.- .... ......... ...... CCrrLP:f71 SjEikV.Y 'I ......... / ...........-........................ .... _ _ PLA ER STRIP WIDTH RESTORE YELLOW CURB - r x,BLDG BELOW -' PAINT EAST OF DRIVEWAY --6- !r N it it I I (\ • 1 ,,. a , ! t I f " / / CH IX SIDEWALK /!j ,! , t( •9.7e". �----T=-----------' �Inc.Aern� t F� ----I_ F� 436 I 11��It FFE WAWACONCRETE a) \\ i TRANSFORMER. 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AGENCIES PAVING �& UTILITIES 10001.00 DATE JUNE 12, 2014 PRD.ECi NE1NVflR PANT -ET N1011 C3.01 SET Erosion and. Sedimentation Control (ESC) Notes: 1. CONSTRUCTION ACCESS ROUTE: CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVEUNG OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. STABILIZATION OF EXPOSED AREAS: ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30. 3. PROTECTION OF ADJACENT PROPERTIES: ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. 5. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED. 6. UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF -UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS; B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; E. DAILY CLEANUP AND STREET MAINTENANCE. 7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS: ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW. B. DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING LIMITS AND/OR ANY EASEMENTS, SETBACKS, SENSITIVE/CRITICAL AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES. 9. SEDIMENT TRAPPING: PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. 10. CUT AND ALL SLOPES: CUT AND ALL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC NOTE NO. 2. 11. CONTROLLING OFF -SITE EROSION: PROPERTIES AND WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE. 12.STABIUZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS. 13. STORM DRAIN INLET PROTECTION: ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 14.REMOVAL OF TEMPORARY BMPS: ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS RESULTING FROM REMOVAL SHALL BEPERMANENTLY STABILIZED. 15. DEWATERING CONSTRUCTION SITES: DEWATERING SYSTEMS SHALL DISCHARGE INTO AN APPROVED SEDIMENT FILTRATION OR SETTLING FACILITY 16. CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER. 17. FINANCIAL LIABILITY: PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. [ORD. 3792, 2010]. I&ALL SITE WORK MUST COMPLY WITH CITY OF EDMONDS DEVELOPMENT CODE 19.THE TEMPORARY EROSION AND SEDIMENTATION CONTROL SYSTEM SHALL BE INSTALLED AND INSPECTED BY THE ENGINEERING INSPECTOR PRIOR TO ALL OTHER CONSTRUCTION 20.AS CONSTRUCTION PROGRESSES AND SEASONAL CONDITIONS DICTATE, THE EROSION CONTROL FACILITIES SHALL BE MAINTAINED AND/OR ALTERED AS REQUIRED BY THE CITY TO ENSURE EFFECTIVE AND FUNCTIONAL EROSION/SEDIMENTATION CONTROL 21.TEMPORARY SILTATION PONDS AND ALL TEMPORARY SILTATION CONTROLS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND / OR CONSTRUCTION IS COMPLETED, PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL, AND THE POTENTIAL FOR EROSION HAS PASSED. 22.ALL DISTURBED LAND AREAS SHALL BE STABILIZED AS REQUIRED BY THE CRY OF EDMONDS AS NOTED ELSEWHERE IN THIS PLAN SET. 23.WHERE POSSIBLE NATURAL VEGETATION WILL BE MAINTAINED FOR SILT CONTROL 24.STOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND ADEQUATELY PROTECTED BY TEMPORARY SEEDING AND MULCHING. HYDROSEED PREFERRED. 25.THE PUBLIC ROW SHALL BE KEPT CLEAN. TRACKING OF MUD AND/OR DEBRIS FROM THE SITE WILL RESULT IN WORK STOPPAGE. r11 Tef C`nnfrnl Alnfo THE CONTRACTOR SHALL USE THE FOLLOWING MEASURES TO CONTROL DUST DURING CONSTRUCTION. 1. ALL TRUCKS LEAVING SITE WILL BE COVERED WITH ROLLOVER TARP. 2. USE WATER SPRAY ON DEBRIS AS NEEDED WHEN LOADING TRUCKS. 3. COVER PILES OF DEBRIS AS NEEDED DUE TO WEATHER CONDITIONS. Construction Sequence 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXr. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. 3. CALL FOR UTILITY LOCATES. 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANYAREASOF VEGETATION OUTSIDE THE CONSTRUCTION ZONE. 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. 6. DEMOLISH EXISTING STRUCTURES 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES 8. CLEAR, GRUB & ROUGH GRADE SITE. REVEGEFATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE D15WROANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) 9. POTHOLE ALL UTILITIES PRIOR TO CONSTRUCTION OF TEMPORARY SHORING WALLS. 10. INSTALL SHORING AROUND ALL SIDES OF EXCAVATION, AND EXCAVATE FOR BUILDING FOUNDATION. 11. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS. 12. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGERTION OF ENTIRE SITE. 13, ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. Excavation, Grading, and Fill: 1. EXCAVATION, FILL, AND GRADING SHALL CONFORM TO THE 2006 INTERNATIONAL BUILDING CODE AND CITY REQUIREMENTS. WORK SHALL PROCEED TO THE FINISHED SURFACES AT THE ELEVATIONS AND CONTOURS SHOWN ON THE DRAWINGS. 2. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF LOCATIONS AND TO AVOID DAMAGE TO ANY ADDITIONAL UTILITIES NOT SHOWN. IF CONFLICTS WITH EXISTING UBLBIES ARISE DURING CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE ENGINEER AND ANY CHANGES REQUIRED SHALL BE APPROVED BY THE ENGINEER PRIOR TO COMMENCEMENT OF RELATED CONSTRUCTION ON THE PROJECT. 3. MATERIALS EXCAVATED IN AREAS REQUIRING CUT GRADING MAY BE USED AS ALL IF THEY MEET THE REQUIREMENTS FOR FILL MATERIAL OUTLINED BELOW. NO BOULDERS, CONCRETE OR ASPHALT CHUNKS GREATER THAN 4" IN ITS LARGEST DIMENSION MAY BE USED. SUCH MATERIAL SHALL BE DISPOSED OF OFF -SITE LEGALLY. 4. AFTER CLEARING & GRUBBING IS COMPLETE, THE GROUND SURFACE SHALL BE PREPARED AS FOLLOWS: A. ALL AREAS TO BE SURFACED WITH PAVEMENT, CONCRETE, WALKS OR STEPS, AND BUILDING SLABS SHALL HAVE THE TOP 12" OF EXISTING SOILS SCARIFIED AND RECOMPACTED TO AT LEAST 95% OF THE MAXIMUM DENSITY DETERMINED BY ASTM D-1557 (MODIFIED 'PROCTOR). B. PRIOR TO RECOMPACTION OF THE SCARIFIED MATERIAL ALL AREAS SHALL BE PROOF ROLLED IN THE PRESENCE OF THE GEOTECHNICAL ENGINEER OF THE OWNER'S CHOICE. ANY AREAS DEEMED UNSUITABLE BY THE GEOTECHNICAL ENGINEER SHALL BE OVEREXCAVATED AND REPLACED WITH COMPACTED FILL MATERIAL AT AN AGREED UNIT PRICE BASED ON TRUCK MEASURE OF REPLACEMENT FILL. 5. IMPORTED FILL SHALL BE FREE -DRAINING GRANULAR MATERIAL WITHOUT ORGANICS, AND SHALL CONFORM TO WSDOT SECTION 9-03.10 FOR GRAVEL BASE, 9-03.14 FOR GRAVEL BORROW, OR ALTERNATE MATERIAL APPROVED BY THE ENGINEER IN WRITING PRIOR TO ITS USE. ALL SHALL HAVE NO MORE THAN 5% PASSING THE 1200 SIEVE, 6. SUBMIT SAMPLES OF PROPOSED FILL MATERIAL FOR TESTING FOR THE DETERMINATION OF THE OPTIMUM MOISTURE - DENSITY RELATIONSHIP PER ASTM D-1557 (MODIFIED PROCTOR), PRIOR TO ANY FILLING OR OVEREXCAVATION AND REPLACEMENT. 7. PLACE ALL IN 10" THICK MAXIMUM LIFTS (LOOSE) AND COMPACT TO 95% OF THE MAXIMUM DRY DENSITY PER ASTM D-1557 (MODIFIED PROCTOR). 8, COMPACT ALL FILL USING SUITABLE COMPACTION EQUIPMENT. 9. ADD MOISTURE TO THE SOILS OR SCARIFY TO DRY SOILS AS NECESSARY TO ACHIEVE SPECIFIED COMPACTION. 10. CONTRACTOR IS RESPONSIBLE FOR SOIL AND COMPACTION TESTING IN CONFORMANCE WITH THESE SPECIFICATIONS. 11.SOILS MAY ALSO BE TESTED BY OWNER. 12.CONTRACTOR SHALL STRIP AND RE -COMPACT ALL SOILS NOT MEETING SPECIFIED COMPACTION AT NO ADDITIONAL COS TO OWNER. 13. FOR PLACEMENT OF BALLAST, GRAVEL BASE, AND/OR CRUSHED SURFACING BENEATH ASPHALT CONCRETE PAVING (ACP), REFER TO THE TYPICAL PAVEMENT SECTION. General Notes 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2014 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSDE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTIUTIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILTTES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL LRTLIDES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 1B. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTTON CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES -AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS, CONTRACTOR SHALL NOT RELOCATE OR EUMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILOIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKRWNG. 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTIUTY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION Storm Drainage Notes: 1. UNLESS OTHERWISE NOTED, ALL STORM DRAINAGE (SD) PIPE SHALL BE CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP) WITH SMOOTH INTERIOR. CPEP SHALL BE ADS N-12 OR HANCOR HI-1 OR EQUAL AS APPROVED BY THE CITY PRIOR TO CONSTRUCTION. WHERE OTHER PIPE IS INDICATED, R SHALL BE REINFORCED CONCRETE PIPE (RCP), ASTM C-14 (24" DIAMETER AND LARGER TO BE REINFORCED ASTM C-76), OR CORRUGATED METAL PIPE (CMP). CMP TO BE GALVANIZED STEEL WITH TREATMENT 1 ASPHALT COATING OR BETTER. ALL RCP AND CMP SHALL HAVE RUBBER GASKETS. MINIMUM COVERAGE REQUIREMENTS FOR PIPE SHALL BE PER MANUFACTURER'S REQUIREMENTS. 2. ALL PIPE SHALL BE PLACED ON STABLE EARTH, OR IF THE EXISTING FOUNDATION IS UNSATISFACTORY, THE CONTRACTOR SHALL OVER EXCAVATE AND BACKFlLL WITH A GRAVEL MATERIAL AS NECESSARY TO SUPPORT THE PIPE. 3. PIPE BACKFlLL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE OR PIPE -ARCH IN LAYERS WITH A LOOSE AVERAGE DEPTH OF 6", MAXIMUM DEPTH 8", THOROUGHLY TAMPING EACH LAYER. THESE COMPACTED LAYERS MUST EXTEND FOR ONE DIAMETER ON EACH SIDE OF THE PIPE OR TO THE SIDE OF THE TRENCH. MATERIALS TO COMPLETE THE FILL OVER PIPE SHALL BE AS SHOWN ON THE PLANS AND INDICATED IN THESE AND THE REFERENCED SPECIFICATIONS. 4. ALL GRATES (INLET AND CATCH BASIN) SHALL MATCH PAVEMENT/CURB ELEVATIONS. 5. ALL CATCH BASINS SHALL CONFORM TO WSDOT STANDARD TYPE 1, UNLESS OTHERWISE NOTED. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET, AND CATCH BASIN FRAMES AND GRATES JUST PRIOR TO POURING OF CURBS AND PAVING. 7. ALL CATCH BASINS WITH A DEPTH OVER 5.0 FEET TO THE FLOW LINE SHALL BE A TYPE 2 CB. 8. ALL MANHOLES AND CATCH BASINS SHALL HAVE LOCKING LIDS. 9. STANDARD POLYPROPYLENE LADDER STEPS SHALL BE PROVIDED IN ALL CATCH BASINS/MANHOLES EXCEEDING 5 FEET IN DEPTH. 10. CATCH BASINS SHALL HAVE STANDARD CAST IRON FRAME AND GRATES. 11. ALL STORM DRAIN WORK MUST BE STAKED FOR LINE AND GRADE PRIOR TO STARTING CONSTRUCTION. 12.STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED PRIOR TO CITY OF EDMONDS ACCEPTANCE. 13. PRIOR TO ANY SITE WORK PERTAINING TO DRAINAGE, THE CONTRACTOR SHALL CONTACT THE CITY OF EDMONDS TO SCHEDULE AN INSPECTION. ICTHE DRAINAGE SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH THE APPROVED PLAN. 15. ONE SET OF APPROVED DRAINAGE PLANS SHALL BE ON -SITE AT ALL TIMES FOR DRAINAGE INSPECTION. 16.1,10 PART OF THE DRAINAGE SYSTEM SHALL BE COVERED, CONCEALED, OR PUT INTO USE UNTIL IT HAS BEEN TESTED, INSPECTED, AND ACCEPTED BY THE CITY. 17. STENCIL STORM DRAIN GRATES 'DUMP NO WASTE, DRAINS TO STREAM" I&CONTRACTOR IS CAUTIONED THAT POTENTIAL CONFLICTS WITH EXISTING UNDERGROUND UTILITIES AND STRUCTURES EXIST. PROPOSED CATCH BASIN LOCATIONS ARE PROVIDED BASED ON AVAILABLE INFORMATION AND MAY REQUIRE MINOR ADJUSTMENTS. CONTRACTOR SHALL NOTIFY OWNER OF CONFLICTS ENCOUNTERED. DETENTION SYSTEM, CATCH BASINS, FRAMES, GRATES, MATERIALS AND INSTALLATION METHODS SHALL COMPLY WITH CITY OF EDMONDS DESIGN AND CONSTRUCTION STANDARDS. HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com M911 Weatem Ave Suite 420 Seattle WA 96104 P. 206.725.1211 f. 206.973.5344 engineering PIIC xwwJpEer4nmdn9.mTA PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC DArz rsxswN 1/23/14 PERMIT SET Z�4/3/14 PERMIT REVISIONS 05/23/14 PERMIT REVISIONS P-T DREDTDR LJP PR V maHAUR SEH PROJECT PRCHe PRQEtf 1EM1 A[A[♦m SN UP enwTacT -pY a RAoje F``hSlONAL CT7 tQi V' w FOR PERMIT ONLY THIS DOC. NIENT HAS SEEN rP'?EPZiD F .R 'ERN41T APPLICATION AND IS NiC BJlEr I 1.0 REVIEW AND PAOD1FICATLON BY WV'ERNM NTAL AGENCIES SITE NOTES & DETAILS PROJECT ND. 00 101.00 JUNE 12, 2014 PROJECT NEiWDRR PATH RESUB JUN 16 2014 SHET ­ER C4.0 SET SIDEWALK BY OTHERS -_a 1 4 wmynl v�y cv � vwnu,v wmersaw mc, w nigms neserveo ml. mcumm4 ona w am. mn amgn muy na a m.eq 6 .i.•Ir u nil-.gery ;:n.n tu.:.hn Uri. U'�nun Cri.r.vns I.;. U'4m10 Gif�ii r•c. a..-b:r.. . I., �. - r PROJECT NAME: NEW EDMONDS POST OFFICE - PROJECT NO: SKETCH NO: 13081-0107 SSK-001 E n G 1 n E E Fi 5® DATE: CONSTRUCTION FIELD SKETCH: 100 MONTGOMERYST SUITE 1150 05/20/2014 SAN FRANCISCO, CALIFORNIA 104 V PHONE: (415) 781-1505 - FAX: (415) 781.2718 BY. WESSITE: www.dri•engineers.com JA (--IVIL. / STRUCTURAL 1Anui_mm_clrk_nm aw )n_w.,_IA 1•00 Du L..L....-. FLAG POLE BY OTHERS -STEEL SLEEVE BY OTHERS -DRY SAND J ,y r7-i—rrr — CORRUGATED GALV FOUNDATION TUBE BY OTHERS .STEEL BASER BY OTHERS f 30" 0 x 30"DP FTG W/ ��- �54; �4 HOOPS 4 VERTS & -- 100....E I1...11 25' MIN. RADIUS . •' • .�Ip000...G QUARRY SPALLS 2 4" MIN DIA :OOOOOOOOOOOl10.Y. _ 0....00..........000OOOOb_ �IOO.....t....0000.1......1...0.10000b_ 8"-12 MIN. DEPTH ai�i�iii�iO.i�i�i�ao� ->000000n. U...00..000O....00O..00O..Ob_ . 1�1I•�.--.-.-.��...VL:.001.....0.7000.10001...0..O..b_ `pV.70._.011000000000......00i�1_I _ 00..0001100....0000.E p_ `..VJ000000000..00Oi 11 -ar_aooaooa.. _.. PROVIDE FULL WIDTH OF INGRESS/ EGRESS AREA CONTRACTOR SHALL MAINTAIN TEMPORARY DURING THE CONSTRUCTIONPERIOD. INSPECTIONCTY REQUIRED ON -• • • •• BEFOREMlEASURES •• �7 �o t• STANARD DETAIL _tea- �C'• -- '®' STABILIZED CONSTRUCTION 7/24/01 �A'0 V 0�00�� ' 00 I FILTER SOCK WITH OVER FLOW HOLES CATCH BASIN STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL E1.1.1). THIS APPUCAITON SHALL BE MAINTAINED AT ALL TIMES \ DURING CONSTRUCTION PERIOD. CITY INSPECTION REQUIRED ON ALL EROSI MEASURES BRE EFOWORK CAN BEGIN. C. I.TY-- REVISIONS D. E.E.G10/OB/0: D. GEBERT 05/19/01 7890-1990 D. GEBERT 05 05/01 STANDARD DETAIL TEMPORARY SEDIMENT TRAP FORCATCH BASINS 7/24/01 S A' NTS - N9. E1.3 REVISED 4/01 /03 REVISED 05/19/05 NTS REVISED 05/05/06: REMOVED GRAVEL PERIMETER FILTER FROM CB AND REDREW ISO VIEW NTS COE STD DETAIL E1,2 - STABILIZED CONSTRUCTION ENTRANCE COE STD DETAIL E1.3 - TEMPORARY SEDIMENT TRAP FOR CATCH BASINS 2 SEE SHORING DWGS FOR SHORING WALL - SOLDIER PILE (SHOWN) OR SOIL NAIL PER PLAN SEE STRUCTURAL DWGS FOR FOUNDATION WALL GEOCOMPOSITE DRAINAGE BOARD & WATERPROOFING PER SHORING DWG CONNECT 2" SIDE OUTLET W/ 2" SCHEDULE 40 PVC PIPE TO FD SPACING PER DRAINAGE PLAN EXPANSION JOINT CAPILLARY BREAK & VAPOR BARRIER PER STRUCTURAL &ARCH DWGS V. a; , �; •`r�'`Y'� .ii / `,� 4" SCHEDULE 40 PERFORATED PVC PIPE / GEOTEXTILE FABRIC OVER WATER STOP• t TOP OF GRAVEL AS REO'D SEE STRUCTURAL II . a •. �4 ! BY GEOTECH • DWGS I >v' Sl;c;%��,�' ;� .ob NOT DISTUR '4 L �, FOOTING BEARING ZONE '7{y��i GRAVEL BACKFILL FOR DRYWELL I II I II 12' PER WDSOT STD SPEC 9-03.12(5) NTS C DRAIN MAT CONNECTION & INTERIOR FOOTING DRAIN DETAIL �/1 `COMPACTED SUBGRADE ACO KS100 TRENCH DRAIN SYSTEM OR APPROVED EQUAL TUTS TRENCH DRAIN L JOINTS IN FILTER FABRIC SHALL BE SPLICED 2"x2" BY 14 Ca. WIRE OR AT POSTS, USE STAPLES, WIRE RINGS, OR EQUIVALENT, IF STANDARD EQUIVALENT TO ATTACH FABRIC TO POSTS. STRENGTH FABRIC USED FILTER FABRIC 2"x2" BY 14 Ga. WIRE 2 OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED I I MINIMUM 4"z4"� I I TRENCH 12"�Mlw I I BACKFILL TRENCH WITH I INAAVE WASHED GRAVEL 2"x4" WOOD POSTS, STEEL FENCE POSTS, III-T1I II II - I— —ICI 1—I I I1 REBAR, OR EQUIVALENT 6' MAX MINIMUM POST SPACING MAY BE 4"A" INCREASED TO 8' IF WIRE TRENCH BACKING IS USED 2"xe WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT - FILTER FABRIC FENCE 3 �I I cl 8" THER I OPLASTIC STOP BAR z PY)I�AL T CONTRO INTERSECTIONS ]I NL STRIPES SHALL START AND BE CENTERED ON THE ROAD I 4v[ AD CENTERLINE. STRIPESSHALL ALSO BE CENTERED ON ALANE DELINEATORS OF MULTILANE ROADS. 4' (TYPICAL) 1 CLTMPIR�SL�ACE BETWEEN STRIPES 5.5 0.. V X 8' THERMOPLASTIC STRIPES (TYPICAL) V CLEAR SPASE BETWEEN STRIPE AND CURB (TYPICAL NOTE: WHEN THERMOPLASTIC CROSSWALKS ARE PUKED ADJACENT TO OR ON STATE HIGHWAYS THE LAYOUT PATTERN SHALL MATCH THE IXISTING STATE LAYCSUT. CITY REPRESEMATNE TO VERIFY LAYOUT. •• DIMENSION MAY VARY DEPENDING ON ROAD WIDTH COORDINATE A EPRESENTATIVAI SPACING WITH CITY E Y CITY OF EDMONDS �D. ,,,,,E STANDARD DETAILBERT 10/8/03 CROSSWALK DETAIL 7g90-1990 �� 7/24/01� NTS oWo xc. E3.2 NTS Al COE STD DETAIL E3.2 - CROSSWALK DETAIL 2' SQUARE IF CLEANOUT IS IN CONCRETE PAVED SURFACE, PROVIDE THICKENED EDGE & POUR CONCRETE MONOLITHIC FINISHED GRADE 12" 12"0 D.I. PIPE - P °\�i� ' -- P/L 'ACONCRETE FIBER JOINT FlLLER Tl J CAST IRON COVER AND RING MARKED COMPACTED "FDCO" FOR FOOTING DRAINS AND 16' ALLEY R/W SUBGRADE 45' BEND "SDOO FOR STORM LINES r DIA PER PLAN VARIES REMOVABLE CAP PROPOSED BUILDING -- FLOW ,( _ _ SEE PLAN FORS I.E. AND DIA PAVED AREAS SET FLUSH W/FINISHED LANDSCAPE GRADE HOPE VALVE BOX REMOVABLE CAP SIZED FOR ADEQUATE 6"-8" ACCESS i T ! % Ile �' I LTLR FABRIC 2" PEA GRAVEL IK.0 45' BEND DIA PER PLAN IX VARIES FLOW SEE PLAN FOR — — - I.E. AND DIA LANDSCAPED AREAS CLEANOUT 7 ASPHALT CONCRETE PAVEMENT ; ` 7 MATCH IX VARIES 2% - 6%'�! JUN 16 2014 g BUILDING DEPAINI TM_, CITY OfN wi4 G ALLEY X-SECTON A -A GRADING HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com 911 Western Ave Suite 420 M M Seattle, WA 98104 P. 206.725.1211 f. 206.973,5344 engineering PIIC www.IPEEROinaEnRO.Eam PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC DATE REwsox 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS 05/23/14 PERMIT REVISIONS a PR�;DIRECTOR PMANACPn SEH P-T ARCNNECT PROJECT TEAM MEYEES SN Lip ARcxnECT x 00, 0, J. p� N ox NN,, F�SrONAL CTT� (C•� VV' FOR PERMIT ONLY THIS DOC NIENT HAS BEEN PRi PZ Ei FOR PERRRIT APPLICATION AND IS SUBJ__i711 TO REVIEW AND MODIFICA"tON BY C;t)1"EHNMENTAL AC.ENC!E:S SITE NOTES & DETAILS PROJECT NO. 10001.00 �JUNE 12, 2014 PROJECT NETHORH PA. SHEET NUMBE Cd • ' 02 SET P/L 1/2" LIP I DRNEWAY 2' VARIES 304 6 RAMP TO PARKING GARAGE SAW -CUT, TACK COAT AND j17% MATCH EX ASPHALT GRADE -----------"°°FINISHED GRADE 12• EXISTING ASPHALT FULL DEPTH 6" CEMENT CONCRETTE CL 4000 13 aOoCTA o� 2?� Oa/ EX UNDISTURBED PAVEMENT EXPANSION JOINT .06 C .tip' •o < <> > SUB -BASE MUST BE SIDEWALK BEYOND 6" CRUSHED SURFACING BASE o,06 �'a a D?, l)�o COMPACTED TO 95% MAX. DENSITYPER ASTM D1557 COURSE COMPACTED TO 95% MAX DENSITY •�� >� SECTION A -A 3" HMA CLASS 1/2" ASPHALT CONCRETE PAVEMENT SUBGRADE COMPACTED 6" CRUSHED SURFACING BASE COURSE TO FIRM AND PER WSDOT SECTION 9-03.9(3), J � ' , � �� CONDITION UNYIELDING COMPACT TO 95% MAX DENSITY E @ (il'11�'611 /-•P ' FULL DEPTH ( EXPANSION JOINT 12' GRAVEL BORROW PER WSOOT SECTION 1 y- A E 9-03.14(1), COMPACT TO 95% MAX DENSITY OR EX SUBGRADE MOISTURE CONDITIONED COMPACTED TO 95% MAX DENSITY PER ASTM D1557 a E i I t p ~ ~ \ \ NOTES: IN °. I'� E \1 / 1. IF EX PAVEMENT SECTION IS THICKER, MATCH EX SECTION. OTHERWISE CONSTRUCT SECTION _ i SHOWN. ! 2. SAW -CUT FULL DEPTH WHERE NEW PAVEMENT ABUTS EXISTING AND APPLY TACK COAT. ' \ p 3. PLACE ASPHALT IN ACCORDANCE WITH WSDOT APWA SECTION 5-04. O I 25" IQ 1/ A 4. PROOF ROLL AND REMOVE ANY SOFT SPOTS. REPLACE REMOVED MATERIAL WITH GRAVEL BORROW. CONTRACTOR SHALL TEST AND VERIFY SUBGRADE MEETS COMPACTION REQUIREMENTS PRIOR TO Ln PAVING. NOTE: NORTH DRIVEWAY ON SECOND AVENUE NORTH SHOWN. FULL DEPTH SOUTH DRVEWAY AND ALLEY DRIVEWAY SIMILAR EXPANSION JOINT NTS CONCRETE DRIVEWAY ASPHALT PAVEMENT 2 CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR 18" STANDARD 24" ARTERIAL 5/8" MINUS CSTC NOTES: 1. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 2. EXPANSION JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS. 3. EXPANSION JOINTS SHALL BE EVERY 10 FEET A5 FEET. 4.ND EXPANSIONDUMMY JOINTS OINTS SHALL HAVE 1NSTRUCTION) JOINTS /2 EVERY 5/8" WIDE PREMOLDED JOINT FILLER. 5. CONCRETE SHALL BE CUSS 3- 3GOOPSI. 6. FINISH SHALL BE LIGHT BROOM. 7. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS 8. ALL SIDEWALKS POURED BEHIND CURB IN DRIVEWAY AREAS SHALL BE 6" THICK COVER 2" OF CSTC WITH SUBGRADE COMPACTED TO 957. MAXIMUM DENSITY. REwsIONs I STANDARD DETAIL D. GEBERT 4/27/115STANDARD TYPE "A" CURBIGUTTER DETAIL D. GEBERT 4/2/07 Est. 1890 °ATE 7/24/01 5C"`i NTS owo xo. 8z.e CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR EXPANSION JOINT 10 DUMMY JOINT q• MIN. 10' O.C. 5' O.0 SAW CUT ACP A MIN. OF 2' FROM PLAN GUTTER. EUGE OF FULL DEPTH 1/2" EXPANSION JOINT MATERIAL 5' TO 10' UNDISTURBED EARTH OR SECTION \COMPACTED NATIVE MATERIAL 2' MIN. UNLESS OTHERWISE SPECIFIED SAW CUT BY ENGINEER 2"- 5/8" MINUS CSTC NOTE: 1. CONCRETE SHALL BE CLASS 3- 3000PS1 .2. CONCRETE SHALL BE BROOM FINISHED 3. SIDEWALK THICKNESS SHALL BE 5-1/2". 4. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6" THICK. 5. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK 6. CONCRETE SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 7. SAW CUT AND REMOVE ACP PAVEMENT A MIN. OF 2' FROM GUTTER FACE TO INSURE ADEQUATE COMPACTION OF ACP AND GUTTER SUBGRADE _REVISIONS STANDARD DETAIL D. GEBERT i 4/27/Os CONCRETE SIDEWALK D. GEBERT 04/2/07 Esl. 1890 DATE 7/24/01 uAIE TUTS E2.13 TOOLED OR SAWCUT CONTRACTION JOINT 0 1 O.C. 3/i6"xt 1/2" PREMOLDED CAM MASTIC JOINT STRIP BROOM FINISH COMPACTED 4" MIN CONCRETE SIDEWALK 4" MIN CRUSHED SURFACING TOP COURSE NOTE: MINIMUM CONCRETE 3000 P.S.I. (5 1/2 SACK). PLACE TOOL JOINTS 0 V O.C. PLACE 1/2" FELT EXPANSION FIBER BOARD FULL DEPTH WHERE ADJACENT TO OTHER PAVING. ON -SITE CONCRETE WALKWAY 3 MAXIMUM TRENCH PAY WIDTH (SEE TABLE BELOW) - - _ SEE STANDARD DETAIL E2.3 BANK RUN GRAVEL FOR TRENCH BACKFILL orz (1-1/4" MINUS) CSBC 0o PER COE MOD 9-03.19 OR SUITABLE a� EXCAVATED MATERIAL o� AS APPROVED BY CITY ENGINEER (SEE NOTE 2 BELOW) 6" MIN � � / � / / PROVIDE CDF BACKFILL w // / i AT MAIN ST. CROSSING o i / i EDGING MATERIAL (5/8" MINUS) a i / i / CRUSHED PER COE MOD 6" MIN / / i/ �i / 9-03.16.A.2 (SEE NOTE 2 I I BELOW) 8" MIN B" MIN SEE NOTE 1 NOTE: 1. MAXIMUM WIDTH OF TRENCH AT TOP PIPE • 36" FOR PIPE UP TO AND INCLUDING 12" NOMINAL DIAMETER • I.D. PLUS 18" FOR PIPE LARGER THAN 12" NOMINAL DIAMETER 2. REFER TO CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF WSDOT STANDARD SPECIFICATIONS. FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION. 3. TRENCH BACKFILL SHALL MEET A MINIMUM COMPACTON OF 95% DENSITY PER ASTM D 1557. REVISIONS STANDARD DETAIL D. 6ERr o7/ze/os TYPICAL TRENCH SECTION D.GEBERT 04 02 07 R. ENGUSH 10/04/11 WTE 7/24/01 SCALE NTS OW4 N0. E4.2 ESI. 169D TABLE 1: MAX. TRENCH PATCH PAY WIDTH TRENCH DEPTH MAX PAY WIDTH 1' - 4' 40" 4' - 10' 60" 10' - 20' 72" FINAL JOINT SHALL BE A NEAT HMA CLASS 1/2" STRAIGHT LINE AND ALL EXPOSED PG 58-22 EDGES SHALL BE TACKED NEATLY WITH WSDOT STANDARD SPECIFICATIONS (SEE NOTE 5) 5-04.3(5)A APPROVED TACK OR CAVA APPROVED EQUAL. SLOPE EXCAVATION 1�1 �1 TO AVOID UNDERMINING EXISTING EXISTING HMA PAVEMENT. EXISTING - MATERIAL d cd d . Qd G. III IIII O a: 1-1/4" MINUS' 1 TRENCH WIDTH CSBC PER WSDOT 9-03.9(3) IMPORT OR NATIVE MATERIAL (SEE NOTES 3&4) BACKFILL SHALL BE COMPACTED TO 95% MAXIMUM DENSITY (SEE NOTE 2) NOTES: 1. SEE CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF THE CURRENT WSDOT STANDARD SPECIFICATIONS FOR BACKFILUNG REQUIREMENTS. 2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANIES DOCUMENTING THAT THE BACKFILL MEETS A MINIMUM OF 95% DENSITY PER ASTM D 1557. 3. CSBC DEPTH SHALL BE A MINIMUM 6" OR MATCH EXISTING WHICHEVER IS GREATER. WHEN MATCHING EXISTING CSBC DEPTH GREATER THEN 6", THEN CSBC SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 6". 4. IF TRENCH WIDTH EXCEEDS 6 FEET IN WIDTH, THE TOP 2" OF CSBC SHALL BE REPLACED WITH A SEPARATE 2" LIFT OF 5/8" MINUS CSTC PER WSDOT 9-03.9(3). 5. HMA DEPTH SHALL BE A MINIMUM OF 4" THICK. UNLESS APPROVED BY THE ENGINEER, ANY DEPTH GREATER THAN 4" SHALL MATCH EXISTING. UNLESS APPROVED BY THE ENGINEER, THE HMA SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 2". 6. FINAL PAVEMENT JOINTS SHALL BE NEATLY AND UNIFORMLY SEALED WITH WSDOT STANDARD SPECIFICATIONS APPROVED JOINT SEALANT OR APPROVED EQUAL. STANDARD DETAIL D. GEBERT 7/29/05 TYPICAL HMA AND UTILITY PATCH 0. GEBERT 04/2 07 *,'"D R. ENGLISH 10/04/11 oATa 7/24/01 SCALE TUTS we No. E2.3 COE STD DETAIL E2.3 - TYPICAL HMA AND UTILITY PATCH i /Y Y 4" FYPANCIDN .IDIM NATFRIAI AND SECURELY"STAKED."M' '� "" "" �,wMc 2. EXPANSION JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS. 3. EXPANSION JOINTS SHALL BE EVERY 10 FEET AND DUMMY JOINTS EVERY 5 FEET. 4. EXPANSION JOINTS SHALL HAVE 1/2" TO 5/8" WIDE PREMOLDED JOINT FILLER. 5. CONCRETE SHALL BE CLASS 3- 3000PSI. 6. FINISH SHALL BE LIGHT BROOM. 7. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 8. ALL SIDEWALKS POURED BEHIND CURB IN DRIVEWAY AREAS SHALL BE 6" THICK OVER 2" OF CSTC WITH SUBGRADE COMPACTED TO 95% MAXIMUM DENSITY. THIS TYPE OF CURB SHALL ONLY BE USED TO REPLACE EXISTING VERTICAL CURBING REVISIONS STANDARD DETAIL D. GEBERT 4/27/05 CONC. VERTICAL CURB Esf. 1890 D. GEBERT 5/18/01 °ALE 7/24/01 SCALE TUTS OWG N°. E2.10 HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: Ooyerscottl @gmail.com N M 913 Western Ave Suite 420 M Seattle, WA 98104 p. 206.725.1211 f. 206.973.6344 engineering pllc www IPJBN91RBBxR9.cORl PgOJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC aEMscN 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS 05/23/14 PERMIT REVISIONS PRoxcr xaEcioR WP PRUffCi MpNACER S�EH P nRcx rtcT PRP£Ci IEPM MFMBEIt SN L.JPFOR PERMIT MG111ECT SF "le z F�SIONAL 6�0� T0•'� -\ THIS DC1CL,'Is1ENT 1'faS BEEN PREPARED F(`sFR PERMIT diPPLICAtTQN AND IS tiL7i3.1Er;T 10 REVIEW hrvT) Mo01F1CAT. ION BY Ln€)1'I«FiNi;'1Ct(TAI_ fILiENL%1taS SITE NOTES & DETAILS PR 1E0001.00 BAJUNE 12, 2014 PR".ECi XERXIgx PANT SXEEi NUMBER C4.03 SET REVISED 04/27/05 REVISED 4/2/07 II TUTSREVISED 5 COE STD DETAIL E2.8 - STANDARD TYPE AI1 CURB/GUTTER 5 REVISED 8/17/06COE STD DETAIL E2.13 - CONCRETE SIDEWALKTUTS b COE STD DETAIL E4.2 - TYPICAL TRENCH SECTION 7 REVISED 04/127/05 R SUB o REVISED 5/18 06 JuNis2u o COE STD DETAIL E2.10 - CONIC VEUi t AtEHIIIRANT 80 (FOR FUTURE DEVELOPMENT) SEWER STUB SHALL BE LOCATED 10' INSIDE PROPERTY LINE & STAKED. PLACE 2X4 AT END OF SIDE SEWER STUB AND CUT TO LENGTH TO ENSURE 3 FEET EXTENDS ABOVE GRADE. PAINT TOP 18 INCHES WHITE. IN 3 INCH HIGH LETTERS, STENCIL THE NUMBER OF EVEN FEET FROM GROUND ELEVATION TO THE SEWER STUB INVERT. 8 GAUGE WIRE TO BE DOUBLE WRAPPED AROUND PIPE AND 2x4 STAKE AT OR ABOVE FINISHED GRADE. Z CASTIRON LOCKING LID 10' LAMPHOLE COVER (EAST JORDAN IRON WORKS CO.) t(MODEL #: 00366108) o 1 la zZ 1r 'a 6" WYE AND 45' BEND 'a 6" LATERAL RUN TO HAVE 6" TEE r. SLOPE OF 2%. MIN. TO tR 50% MAX. POSSIBLE SEWER MAIN LOCATION \� CONNECTION AT \ MAIN SHALL BE RUBBER JOINT BISCUIT PLUG OR \ \ AT 45' ANGLE )THEIR APPROVED WATERTIGHT PLUG \� OR GREATER POSSIBLE N 0 T E: - 22.5' OR SEWER MAIN LOCATION 1. WHEN TAPPING INTO EXISTING MAIN 4V BEND AN INSERTA-TEE SHALL BE USED. PLACEMENT OF TEE SHALL DEPEND-/ ON DEPTH OF SEWER MAIN. AS A MINIMUM, THE TEE SHALL BE PLACED AT A 45 DEGREE ANGLE. 2. IF CONNECTING SIDE SEWER TO EXIST CONCRETE LATERAL, A CONCRETE/PVC ADAPTER SHALL BE USED AND SECURED PER MFGR'S INSTRUCTIONS. a � D REVISIONS STANDARD DETAIL D. GEBERT 01/25/04 TYPICAL SEWER LATERAL D. GEBERT 05/06/05 7890-1990 D. GEBERT 4/2/07 MTE 7/24/01 Sn.,w Mrs "x" No, E6A REVISED: 01/06/05 TO EDMONDS STD DETAILS SANITARY SEWER FOLDER REVISED: 4/2/07- ADDED DIMENSION OF 10 BETWEEN PROPERTY LINE AND SEWER STUB, ALIGNED TITLE BLOCK TO CORRECT PROPORTIONS, NIS COE STD DETAIL E6.4 - TYPICAL SEWER LATERAL LIAIEEED 25 MPH 2'K2" UNISTRUT POST UNISTRUT SLEEVE CONCRETE A.• DErAIL •A' K -} sEE DETAIL 'A' TYPICAL POST INSTALLATION a 2' MIN SIGNS IN SIDEWALK STOP 2' MIN STOP i� Z N t INSTALLATION BEHIND SIDEWALK STANDARD STOP SIGN SHALL BE 30"X30" INSTALLATION BETWEEN PER MUTCD #R1-1. CURB AND SIDEWALK OTHER SIGNS PER MUTCD AS APPROVED BY CITY TRAFFIC ENGINEER Y :'C'ITY..: Fl:---E.QMCNQ. s1olNs STANDARD DETAIL D. GEBERT 10/6/03 TRAFFIC STREET SIGNS D. GEBERT 4/2/07 7890-1990 DAME 7/24/01 scALc Nn owO xo. E8.4 MOUNT HYDRANT CY WET TAP CONNECTION TO MAIN AS SHOWN PER PUN PLUMB PROVIDE 3' MINIMUM CLEARANCE C3.01. 18-8 TYPE 304 W/ CPS CAST STAINLESS AROUND HYDRANT \ STEEL FLANGED END W ANSI 150 POUND DRILLING, STAINLESS STEEL TAPPING SLEEVE W/ FULL CIRCUMFERENTIAL GASKET SEAL, JCM 452 OR APPROVED EQUIVALENT & TAPPING VALVE (FLFMJ) MIN. 6" BEHIND BACK OF SIDEWALK DOUBLE SIDED BLUE 4" STORZ ADAPTER RAISED PAVEMENT MARKERS o ALIGN VALVE BOX EARS i PARALLEL WITH THE WATER e UNE IT SERVES 4' MIN - 6" MAX I 3'x 3'x3.5"THICK 4" CONCRETE PAD AROUND HYDRANT �? FINISH GRADE 1 Cy1-1/2" WASHE CAST IRON ROCK. 1' MIN ABOVE FL z NJ 6' R.W. ADJUSTO GRAIN HOLES AND AROUND HYDRANT TO GATE VALVE RESTRAINED JOINTS VALVE BOX 10 MIL PLASTIC BOTTOM OF DITCH ONE. MEGA -LUG OR EOUA BETWEEN BLOCK COVER TOP AND SIDES FROM HYDRANT TO & TAPPING WITH MIRAR 16ON OR APPROVED EQUAL. -1 i - �1 r•.. SLEEVE „_ UNDISTURBED EARTH i CFUNGEO J CONNECTION GORE. 1Xa' GORE. BUX. HYDRANT CONNECTION PIPE TO 7 BE DUCTILE IRON CLASS 52. ANY 12'x1211 INTERMEDIATE JOINTS TO BE GONG. BLK. RESTRAINED NOTFS- 1. HYDRANTS AND ALL MATERIALS TO BE IN ACCORDANCE WITH CITY OF EDMONDS APPROVED MATERIAL MODIFICATIONS LISTINGS. 2 CONSTRUCT ORRANTS SET IN CONCRETE THICK OUIREOSN NJ L'7(ETE PAANNSIONOUSTRIP HYDRANT PIPE. HYDRANT BARREL. IN ADDITION, THE INSTALLATION OF THE HYDRANT ON PRIVATE PROPERTY SHALL EQUAL OR IXCEED STANDARDS SET FORTH FOR THE INSTALLATION OF FUGUE FIRE HYDRANTS IN THE CITY OF EDMONDS. 3. tD. 4YDRANTSSTHPUMPER ENOZZLEMWRM 4 3T0 ZICOUICKECOIRfWNG�ADRIPTTHE(2) 2-1/2' HOSE NOZZLES AND 4. PUMPER SPORT SHALL FACE THE STREET OR ROADWAY FOR FIRE ENGINE AGGRESS. 5. THREE F00T MINIMUM LEVEL CLEARANCE SHALL BE MAINTAINED AROUND HYDRANT WHEN PLACING LANDSCAPING. 6. FIRE HYDRANTS SHALL BE PAINTED SAFETY YELLOW BRAND: KELLY MOORE (1700-63 SUNBURST YELLOW) 7. RAISED PAVEMENT MARKER TO BE PLACED 4" FROM PAVEMENT CA OR PAINTED LINE ON HYDRANT SIDE OF ROAD. O. STANDARD DETAIL D. GEBERT 6/16/03 FIRE HYDRANT ASSEMBLY D. GEBERT 4/2/07 ESk 1BSO R. ENGLISH 10/04/11 �� 7/24/01 SCALE Mrs OWD No. E7.1 Nrs MODIFIED COE STD DETAIL E7.1 -FIRE HYDRANT ASSEMBLY 2 �.�19.96f�.9.Lf9.9.B%,6.d./.9.7f9,d.�.9fJ.�.9.9.Qf9.96fD.8.r�.9/f.6f9,dd� a//.dd/1/Yd//.YHiD'!/9.9SH9iD'/Y/liD'/Y/J.9NY9A56'9A'd9i0d9dd9.0"HiD: IOP VIEW NO.I.F. 12rSNUr OFF' Vertical Installation �] ""NOUNS -no n PN41C OR CEMENT ME1FA BOX SIDE VIEW 1. P➢F-ED DOUBLE CHECK WJME 0.9 MMM Y TO LAY HORIZONTAL MiM GFOUNB 2 DESIGNED FOR 8- SPHONAEE AND BACK PRESSURE TEST OGKS TO ETHER FACE OUTWARDS OR UPWARDS FROM ASSEMBLY. 4 NL TEST COCKS MUST eE PROVIDED WTH PVC N.M.. OBAVEL 0' MIN) 101­11 FLUSH OR TO INSTAtunaN OF r FLOW PRFVE , e. THE _A CAN SE INSONLID IABOVE OR BELOW TIE GRG..S FROVDEO AIL CLFAVNCES E MET. SM._TD _,NO. W. MUST WE MOTECrtO FRONF F'REQMG wxOmoH4. TIE BOOK FLOW FEEA BUILDING ASSEMBLY MUST BE A INSIIA.- SPATE APSIROMEDTN&N MODEL B0. IF INSTALLED IF 12 A IESS MO TIE OCVA SBNL BE IF ANSI NO HIONER TUN S FEET FROM FLOOR 10 C/L OF ISSY AND A N. OF t2 IxCH13 FROM FLOOR TO BOTTOM OF KSA 3 IN r IN A MEWIIGL CONEDUAp H>�. ASW. MUST BE A MINIMUM OF 12 INCHES MOM FLOOR, AND NO HIOHETT THAN S fFET IRON fLWR MCA/SLZpOFUp/2 SHUT VKME .ONLY ASSY. MINTNT APPROVAL FROM WA➢OHT.E d4CKROW A�69 MBLY�RiESZER. THR� R3T0�0� M� BBAE 9RENT TO NEHCIIY OF �MONBS�WAhR OMSION C: I T� REVISIONS STANDARD DETAIL D. GEBERT 6/,B/o, RESIDENTIAL DOUBLE CHECK VALVE ASSEMBLY VA D. DESERT a/2/07 (STANDARD D.C.VJL 2" AND SMALLER) 78g0-1990 "As 7/24/01 scut NTs owo xo. E7.7 REVISED: 8/17/06- ADDED DIMENSION TO SPEED OMIT SIGN, MODIFIED HATCHWORK AND DETAIL, CLEANED UP DRAWING a/z/Fn c,wrow aoP" FwwuM evivxeF euu e',o ,a• NT' COE STD DETAIL E8.4 - TRAFFIC STREET SIGNS 5 COE STD DETAIL E7.7 - RESIDENTIAL DOUBLE CHECK VALVE ASSEMBLY (DCVA) 6 WET TAP CONNECTION TO MAIN AS SHOWN PER PLAN C3.01. 18-8 TYPE 304 W/ CF8 CAST STAINLESS STEEL FLANGED END W/ ANSI 150 POUND DRILLING, STAINLESS STEEL TAPPING SLEEVE W/ FULL CIRCUMFERENTIAL GASKET SEAL, JCM 452 OR APPROVED EQUIVALENT & TAPPING VALVE (FLxMJ) LJ..I z 2" DOMESTIC SERVICE J (COPPER OR HI-MOL POLY) (D, P.) TINE (MIN) Of W D_ 0 IY a_ DEPTH TO MEET CLEARANCE REOTS CUR A . A.7'-10' SIDEWALK SEE DETAIL E7.8 . I IS ..,.. PROPERTY LINE / RO 3' FDC Q DADA / 0 I NOTE (FOR SLOGS WITHOUT SETBACKS) I 3' 1. THE FDC SHALL BE LOCATED \ ON THE EXTERIOR WALL OF THE BUILDING / OR IN A LANDSCAPED AREA AT NO TIME \ SHALL THE FDC BE LOCATED IN THE PUBLIC SIDEWALK. 2. THE DCDA SHALL BE LOCATED ON THE INTERIOR WALL OR IN A ROOM ADJACENT TO THE RIGHT-OF-WAY / WHERE IT TIES INTO THE CITY MAIN. 3. THE FDC SHALL HAVE A 3' MINIMUM CLEARANCE BETWEEN AND AROUND IT. 4. THE SENSUS RADIO READ REMOTE READER SHALL BE REMOTE READER PLACED ON THE EXTERIOR WALL OF THE BUILDING 4' ABOVE GRADE. 5. THE FDC SHALL BE 4' PIPE AND HAVE A 22' BEND WITH 4" STORZ ADAPTER ON THE END. 6. THE WATER METER SHALL BE LOCATED AT THE PROPERTY LINE WHENEVER POSSIBLE LOCATION OTHER THAN THE PROPERTY LINE, SHALL BE DETERMINED BY THE CITY INSPECTOR. 'F:: EQt�A--a- D S, Islovs DRE STANDARD DETAIL D. DESERT 07/12/05 FIRE LINE AND 2"DOMESTIC SERVICE CONNECTIONS PLAN NEW) D. DESERT 4/2/07 MWETBACKBUSINESSICOMMERCIAL ZO�E .a DATE DATE 03/24/05 1- INS, -1 No. E7.19 07/11 O5: ADDED REMOTE READER GRAPHIC AND REVISED NOTE 84. 4 2/ ): AOD SIDEWALK/CURB H 11. PROPERTY LINE TEXT. MODTFED WNTER UNF To - THAT IT ,S IIunFR 1-1K nun 11- MODIFIED COE STD DETAIL E7.19 - WATER CONNECTION 3 x RWW,roaWAT I I .E 01"MU o»�Po -1-I- I I ! 4xEw. nwW MI DF w � / I�wMH I B � xsraue ON xercx aas �e w,"cixw ,e orMus oc v`nun`r wru ascca�N H� "�w`�NM ovw �83D wax wml xnx EXTERIOR PLAN VIEW INSTALL SENSUS RADIOREAD g SENSOR MODEL 51OR MXU GENERAL NOTES: 1. ACCESSES BY LW. HATCH: TYPE 'D" ( HD-10 PEDESTRIAN LOAD; H-30 TRAFFIC LOAD) WITH SIDE OUTLET GUTTER DRAIN. 2. VAULTCUTER COVER GUTR DRAIN SHALL CONNECT TO A DRY WELL OR CATCH BASIN. 3. DCOA MUST BE TESTED BY A CERTIFIED BACKFLDW ASSEMBLY TESTER. 4. ALL TEST COCKS MUST BE PROVIDED WNH PCV PWGS. & A CITY APPROVED VALVE IS REQUIRED BETWEEN THE SUPPLY MAIN AND THE VAULT. INDOOR VERTICAL INSTALLA, 6. VAULT SHALL BE PLACED ON PRNATE PROPERTY AT PROPERTY UNE. ). FOR COMMERCIAL BUILDINGS THAT HAVE NO SET BACK REQUIREMENTS, THE DCDA CAN BE MWNIED ON THE TO THE ROW WHERE THE LINE TES INTO THE MAIN. (SEE DETAIL E 7.1 E) WALL ADJACENT VAI 11T CI]FC METER SIZE AND TYPE APPROXIMATE EQUIP DIMENSIONS MINIMUM INSIDE VAULT DIMENSIONS (IXCLUDES SIAMESE CONNECTION) A B 1C D LENGTH WIDTH HEIGHT 4' X 3/4" 2'-9" V_1' 0'-6' 4'-3 10'-0" 5'-0' 6' 6" 6' X 3/4" S_9" 1'-2- S--6" 11'-0" 6'-0. 6'-6" 8" X 3/4" 4'-5" V-4" 1 0'-9' 6' 4- 12'-0- 6'-0" 6'-6" 10' X 1" 6'-0" 1 V-S' 1 0'-11" 8'-6- 14'-6" 7'-0" 6'-6" C.- I:T. .:::O::..E'D s STANDARD DETAIL D. GEBERT 6/16/03 DOUBLE CHECK DETECTOR ASSEMBLY (DCDA)PLAN D. GEBERT 10/6/03 COMMERCIALIMULTI°FAMIL -1 '.'0990 D. GEBERT 4/2/0] OAIE 7/24/01 SCALE NTS II No. ETS REVISED: 4/2/07- ADDED TEXT NOTES 6 & 7, DIMENSION, PN CONNECTIONS, AND NEW HEIGHTS IN CHART MODIFIED COE STD DETAIL E7.8 - DOUBLE DETECTOR ASSEMBLY (DCDA) PLAN 7 GROUND/ROADWAY L GROUND/ROADWAY/FINISH GRADE II 6' II Q pLI I I ©II II ® II II u OS U ® © (� 1 22' MAX O } 5 4 O NOTE SERMCE TAP TO MAIN SNNL BE MGIED AND NOT EXCEED 22 DEGREES 1. 2" DO TAP) DOUBLE STRAP SADDLE EQUAL TO ROMAC 10. E IISTING2^METERSETTER: STYLE 202'S EQUAL TO VBB87-12HB-1177 . 2. 2" BRASS IP BALL CORP NEW 2" METER SETTER IWOH HIGH BYPASSI' EQUAL TO FORD VBH87-12H8-1177 3. 2 - 2" BRASS STREET ELLS FOR SWING JOINT 11. METER BOX MID STATES PLASTIC METER BOX (MSBCF 17z3Oxl8) WITH MSCBC 173013 4. COPPER TYPE K SOFT PIPE (2' ) 12, 2' TYPE "H" HARD COPPER 5. 2" MIFT X CTS GRIP Prism 13. SCHEDULE 40 2" PVC CAP OR PLUG REMOVED WHEN S. 2" FIFT X CTS GRIP FITTING CONNECTION MADE TO CUSTOMER 7. BACK SIDE OF METER BOX SHALL BE SET AT THE 14. 4"X4'X8" CONCRETE BLOCK SUPPORTS PROPERTY UNE. N01EL METER BOXES SHALL NOT BE PLACED IN 15. 2" RESILIENT WEDGE GATE VALVE (FIP X FIR) WITH 2- DRIVEWAY AREAS. AWWA OPERATING NUT 8. 2" BRASS Sr ELL 16. 2 PIECE VALVE BOX - TOP SECTION TO BE RICH 940 9. METER SPACER TO BE SUPPLIED AND INSTALLED BY STYLE 18" WITH REGULAR BASE SECTION. LENGTH TO FIT. THE CONTRACTOR. SPACER MUST HAVE A MINIMUM OF 8 - %4' HOLES DRILLED IN SPACER BODY. 17. WATER SERVICE TO BUILDING INSTALLED AND MM- PROPERTY OWNER RESPONSIBLE FOR CONNECTED TO SERVICE BY OWNER/CONTRACTOR, PURCHASING 1-1/2" OR 2' METER THROUGH THE CITY. CITY WILL INSTALL METER AFTER PURCHASE.. IF 1-1/2" METER IS USED CITY WILL SUPPLY REDUCERS TOCONNECT METER. ,- C.-Ty :.:::0. ::.. E D: i 1 C REVIs1oNs STANDARD DETAIL D. GEeERr ,0/6/03 2"WATER SERVICE - FOR 1-1/2" OR 2" METER D. GEBERT 4 /2,/07 INSTALLATION ESk 1890 R, ENGUSH 10/04/11 �� 7/24/01 SCALE NIS "x" N0. E7.6.1 COE STD DETAIL E7.6.1 - 2" WATER SERVICE IBELL W�\ J ;J TL 44.27 5 1C R -. - L ; e 83% I. FG 44T, 7s.-MAX LA DRAWINBS / R / 8TREET_5 SUMH 70P~--,44.77 /1-- 12 " N .- FL44;- 12" bV = 3P.5I i� 4<.. . �_tta2 \\LLANDSCAPE PLANTING ,REQUIREMENTS PER LA DRAWINGS IT ( 7 FFE \41 li R 8,:, wa1 `LYA �T Tr�� pp pp a y JUN 16 2014 W BUILDING DEPARTMENT C1 CITY OF EDMONDS 23 ED CURB BULB DETAIL o HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com 911 Western Ave Suite 420 1 M M Seattle, WA 98104 p. 206.725.1211 f. 206.973,5344 engineering pIIC wwwJpCenglneerng.wm PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC DATE REMSION 1/23/14 PERMIT SET Z�4/3/14 PERMIT REVISIONS 05/23/14 PERMIT REVISIONS PflO.Etl ONECiw UP PRBECT MANAGER SEH Fao,Ea ARpRIEOr PROJECT 1EAN NEABB2 SN '5iE UP ARaITCT tigJ.p YA A .fgOs 6 w4tr FFSJ'IONAL SYY� tp. V OR PERMIT ONLY THIS DOC.-NIENT HAS SEEN Ai� PREPED FOR PERMIT APPLICA NON AND IS SUB1ji .L; i i0 REVIEW AND fvlOD(I-ICAFION 2Y CaQ EMNh1 tTAL A(at TIDIES SITE NOTES & DETAILS PROJECT N0. 10001.00 11 DAJUNE 12, 2014 PRBECT NEIWORI PATH SHEET NUMBER C4.04 SET 72" DIA CMP PER PLAN GRAVEL BACKFILL FOR PIPE 12" MIN ZONE BEDDING PER WSDOT 9-03.12(3) COMPACTED TO ...... W'190% MIN STANDARD DENSITY 6" MIN. ROUGHLY SHAPE BEDDING TO FIT BOTTOM OF PIPE. 4" PERF FOOTING DRAINS _'-SUBGRADE COMPACTED TO IE PER PLAN FIRM & UNYIELDING CONDITION NOTE: PIPE ZONE BEDDING TO BE INSTALLED IN LIFTS TO PREVENT UNEVEN LOADING. LIFTS SHALL NOT EXCEED 8" IN HEIGHT AND SHOULD BE DONE IN A CONTROLLED MANNER. 11" ACCESS RISER 24" SOLID LOCKING LID & LADDER RUNGS FROM FLOOR TO ACCESS 12" OUTLEr PIPE 12'i RISER SOLID COVER - RECTANGULAR NOTCH WEIR CREST EL 36.32 WEIR LENGTH 1.0' OVERFLOW EL 37.07 12" DIA PVC PIPE RISER PIPE SUPPORTS (2 MIN.): 3" x .090" ALUMINUM W/ 5/8" T STAINLESS BOLTS CONTROL DEVICE ASSEMBLY TO BE REMOVABLE FROM INSIDE FLOW CONTROL STRUCTURE OUTLET PIPE IE 31.57 EL 30.57 NIS DETENTION PIPE BEDDING PLAN VIEW II CO TYPE 2-60" INSTALL 1 - 2eO MH ACCESS SO THAT THE LIFT GATE IS WSIBLE AND THE STEPS ARE CLEAR AND DIRECTLY ACCESSIBLE --POLYPROPYLENE LADDER STEPS -FRAME & LADDER OR STEPS OFFSET r2" VENT PIPE WS. e e e _ _CONNECTOR Ni 1.5' MIN PIPE IE 31.07 CATCH BASIN TYPE 2 NOT TO SCALE RESTRICTOR PLATE -� W/ 1-7/8"0, PLATE BOLTED TO FLANGE, 60' OR DRILLED CAP. j I 45-. _ _ .. .... 45 EX/PROPOSED GRADE% 3 40-. .. .: 3 m .:.. .. Z5 .:. .... .:... , .... .... W. ZS.. �® CENTER OF STORM .DRAIN. -.------ 40 ---------------� --- _ --------------- ------ -- - 35- 4`] ... o...... - 35 - i SD ®0.5% 87LF12"SD®0.5% 118LF12"S000.5% - O - - I I 130 LF 12" 30-�- 774......... ....... _ -30 14Wr - CONNECT TO EX SDMH 8DMH MATCH IE SD :CB TYPE 48' SD $2 CB TYPE 2 48' SD $3 CITYPE - 25- .. . STA 10+00, 4.5 ITT ..... ... ... .. .. ... .. ..:. .STA 11+30.11, 4.5 .RT .... ... .. ..... ... ....9A 12+1&82, 4.5 RT. .. .. ... . . . STA 13+34.45, 4:5. RT. ... .......- 25 _ _ RIM 7(12° N� IN IE 29.74 RIM 38.30 IE 30.39. 12" N IN : :RIM 38.49 - IE 30.83 (12' N IN - RIM 40.42 IE 31.42 (12° E) IN _ EX IE 29.74 (12 S) OUT IE 30.39 (12" S) OUT 1E 30.83 (12" S; OUT - IE 31.42(12" S) OUT IE 35.2t 6" NE IN ]E 35.36 (6' E) IN _ 20-.........:..........:................ .IE 3.... .. IN .......:..........:....... .:..........:...- 20 15 1 1 1 1 1 - 15 0 10 20 40 Scale 1"=20' H 1'=5'V .45 ........... ...:.........:.........:........... TORELOADING ....45: P/L :EX GROUND ® C/L PIPE DOCK FG " SDCO 10' MIN ; _ - - - _ - DCO :40_ _-._.r.--- ----- \- 40 2" VENT PIPE MIN 2.5' 36" ACSPCOVER ... (2) 22 LF 72' DIA } (A.1B:.. 35 ' To 72' DIA HEADER ACSP LIDI DETENTION:PIPE • 0.02 so : ` 0 f----------- T----------- :.........:.........:.........:. ....... BOTTOM OF PIPE 31 .07 (72 . . SIZED TO RT NOTE OUTER DIAMETER gTACH SCREEN TO PVC CROSS W// 6 1 METAL SCREWS-2 PER STRAP bR $D $4 C8 TYPE 2-60' : 4" PERFORATED ; UNDERDRAIN USE STAINLESS STEEL PIPE C[WP W/ FLOW CONTROL STRUCTURE 4 - 9"x1"x12" GA. .25 I q - 25 12" GAILY. STRIPS TACK :.........:.........:...0.... .........:.............................. . WELD TO WIRE MESH. J- 0.5"xO.5'xi6" G4 GALV. WIRE MESH : 0 5: 10 20 SOUD 12 GA GALV. TACK WELD WIRE MESH 20 . BOTTOM PLATE TO BOTTOM PLATE ...:20.................:... ... FLOW CONTROL SCREEN Scale 1e=10' H 1"=5'V NTS 1 "=10'H:1 "=5V FLOW CONTROL STRUCTURE DETENTION PIPE PROFILE 7 AS NOTED SECOND AVENUE 12 PUBLIC STORM MAIN PROFILE IE 31.57 VRESU�k E% JUN 16 2014 BUILDING DEPARTMENT CITY OF EDMONDS 1"=10' DETENTION SYSTEM PLAN HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com N M M 911 Ave Suite 420 Seattle, WA WA 96104 P. 206.725.1211 1. 206.973.5344 engineering PIIC-.IPdegi-kog m PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC 1/23114 PERMIT SET 04/3/14 PERMIT REVISIONS 05/23/14 PERMIT REVISIONS PROJECT OwEnuR Lip PROJECT MANAGER SEH SN C Eqt UP PoYmIIECi SE $ A, p 15 5 FOR PERMIT ONLY THIS DOCL MENT HAS BEEN PREPARED FOR PERMIT APPLICAT ON AAILD IS StJBJECT -10 REVIEW AIND INIODIFICADON BY00VERNME ITALAGENCIES DETENTION DETAILS & STORM DRAIN MAIN EXTENSION PROJECT NO. 10001.00 PAJUNE 12, 2014 PRO.ECT ME- PANT SNEER xUMRER C4.05 SET T VSDOT/.City of Edmonds sow@ 1 Work on selvder pries. Ar10 tNA't�(s>lu� �y,9N�T�IsS Flagg6rs(SpoR2rs JC Urtihsrm�,O(tis�r` iG �cro 1'�AID WUP-U- SIE4roS 3tMu, SE �LfBC.irl7 -(}ryD11614kM.'( �v `m �+ o . 1 � F1$�RRIYt� -(12{q�1C LONTf�L PLHiJ rvl�w q ffjIUVA- p9-11VL Tb � (IN61 WML 10 MA1(j b'l ot $ JV- 31mWAAAL Gt.mf vc4m, .5110 w" Cws>r10 t91FI AO, CtusS NMV" S16114*6+e, Itr VJf* VT STIIPW CR0.5SINiIS - FCAte, A 3II0gWftLK- GASEn 6 5llatJ�+�� pr CI,va1 sLo RESUB ZI 16 2014 OUILDINO OEPARXENT 011Y OP EOMONDS CITY of EDMONDS APPROVED FOR CONSTRUCTION SING D ION Alt,�L-& CIiY�E IN ERING DIVISION DA E� HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com 911 Western Ave Suite 420 I M Seattle, WA 98104 p. 206.725.1211 f. 206.973.5344 engineering pIIC.-Apdengineeng.wm PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC 1/23/14 PERMIT SET Z�4/3/14 PERMIT REVISIONS Zi,5/23/14 PERMIT REVISIONS PRO.eCT gRECtte R oZPMPNRLm SSEH� r c xnECT PRPECT TFAY MFAYSA SN CxECx UP NtLHnECi SE FOR PERMIT ONLY THIS DQCU1iv1EfqT HAS SEEN PREPARED r n PERMIT APPLICATION AND IS hUBJEC I M REVIEIV AND P ODIFICATION BY 00VERNMENTAL AGENCIES TRAFFIC CONTROL PLAN eR 16l 61.00 JUNE 12, 2014 PRQ 1 NESYWPx PATH SHEET NUMBER 1 C5.0 ■ SET 6R�0.14ciA Ahead W2f1-i SOnFl.an Red dh®d _ _ ! bYaaS ag1�pR A5 adV¢201A 12 NC P!&1 g31gR7T38j�j�im 4M M U{ t! Vd213Jai SP$Crit1 QTitiC1(r�'i.i�$iTQP I 11 TTT... tYtl 65 IPI wxt Yaot k: 2.,�1 $Ignam'e9afcA0`B104Mgsg,itleM ._ 63 s iwa7 1 sw/rcadlg;ii.elmexPai[eesl s.Ctianneladevksam2a'cart arWSIDQTaimft'wa3a'uura� a� OrWQ irMquired I 4Nbffyias I' ont, are^COu'a sxeR �. .2epafiGretOu maFEiiakCpW,sW.x �aaa ?. r 5pol�stb 855t50dKve9asa}+tt8i1 . l ePWlaee;PdQPAR41111011g1a 721iraaYa1 ;W4RarM 9,q'S&et Plata>ehDt'; rafi';hmr!Sng aigns tt[rEsap}aged'klEat:Yt4'recnaa�}-iXOL.PJ9j= 1aeirakxt�tk��T. manmr�cn�iaB�tzrar2nmmpte�ureanagq�s: — 'The prep,FsartP6stiaRc corwiflan mat .rmrepeserzahsn w to 45 eeir(9 appwi for ImplemmMimAlipirmild rtualcomarrarntttaTE fief s[nt jst�lrcOoWa.""gslaw,uxyerriirwren[aKhAitiymgre rmvrDDa tun �a� a�s.W., CONSTRUCTION HAUL ROUTE - McConnell / Shuster Review (3112114) general comment# 2 NEW EDMONDSPOST PROJECT SITE OFFICE HAUL ROUTE IN OR OUT https://www.googic con lmaps/,@47.8081424,-122.17,321)6,1`Ba?hl=m O� Cn nZ m G) z 0 JUN 16 201(e BUILDING DEPAWMENT CITY OF EDMDNDS CITY of EDMONDS APPROVED FOR CONSTRUCTION g - — �l g 1yi4 CITE E G. ING DIVISION ELJ HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 1"6r285.0935' email: 6eyerscottli@gmail.com r Western All Suite 420 Seaft WA 98104 10911 p. 206.725.1211 1.206.973.5344 engirieerng`pllc WWW.�VEEC9RIR2lIIIA.COIR PROJECIR.-; ..,.... _A. New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC DAM Rf�lEtpl:. 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS 05/23/14RERMIT REVISIONS PRWEti pRECi� UP PRO.ftl MANAGER SEH Pnoccr AR«irzcr PROA•cr ¢ue MEMe« SN tltl IX UP FOR PERMIT ONLY rr ' . THIS DOCUMENT HAS BEEN PREPARED FOR P&M}T. tiPPLICISISONAND I S(7,S,J--cfO REVIEW AND MC.WlFIQjM0N1 sYLO EFINME`JFALAGE?dCF_q' IfRE TRAFFIC CONTROL & TRUCK HAUL ROUTE PLAN `" PR i o001.00 .AN JUNE 12, 2014 " PRoxcr nERwa« PARx C5.02 SET zY OHP OHP- BELL STREET a3 NU. -SD SD SD a 01 SOkI! Mp . 4aa -__-----' E 12 MP E-,J1J4 K IYMPW..NT4 E4's-3a9 , mce ma. 4an E 6' S . 4331 i�l .E 6'E- 41/.63LL 60' WIDE PUBLIC RIGHT OF WAY 2SW9( i0P . NAJ ____------------- 11 1- ______ _ --lS 60�'59'05"Ell �� a� ti (12X) 1 (120') Ctrs ff.15 W. a•E-msr N. 9► `v O .X..J (Q t O ��3� � �I ASMNf1SURE,ICF SL0W..M. Ee'w-xza E 6'S. aw = LOP - J7.n EYs-Jaa E a•E-3197 MW MP -. 376A EJ•N-JM9 SM W-MV Ee'N:J114 E6•s.3129 ) S wW . Ja64+ E 12• N - Ja1B E 12'-s.3a96 11 i W _ 3i GEC X L =y sP � 2 -- �� 20') �N�1 x \ IN M OF (120') Nil I 3 of i I i I SD- come fa1a9A 0 SD SD / SD -50 17i'i - ' E12'MP E-d41 > r E 4Y MW w • .1 IYIi 8E'LOdrED) e e• M;.P s- as2 -_______ I ELL STREET �A3 ► 31'�9 SD SD SD -SO SD SD--�^� 193'.t - l51 f -SD-SD-SD - _ Sa191 A. F Y MP E - JaJ4 E'.s w. JaN E 11'IK'+'E=17J7 ► E4•S. Jag 1121 I I i � BASIS OF BEARING: MONUMENT£D CE7NTMINE OF THIRD AVENUE NORTH AS SHOWN BEM SOUTH.25' 58' DO WEST. METBOD OF SURVEY - DIRECT 09SERVAWN - FIELD RUN TRAVERSE, RAW CLOSURE OF 1.21,000, COMPASS RULE ALVI15TE0 INSTRUMENTATION: LEXX R09017C TOTAL STATION 129 SURVEY ACCURACY MEETS OR ENCEEDS WAC, J32-130-090 VERTICAL DATUM. NAND 1988 BENCIIMAM. WSDOT MONUMENT N0. 190 PUBLLSHE4 ELEYATOIN OF 11.448 mnm OR 37.559 1JSSF NORTHING 91817.709M,EASTM Y84119.637MI SCALE FAGTOR.' Q99995629 M.I.G LOC470 AT CEMERUNE SUNSET AWE. WEST OF fXMISE NO.. 210'SUNSET AW. LEGAL DESCMTION• JO 0 30 60 LOTS 7 THROUGH 12 INCLUSIVE; BLOCK 7 ACCORDING TO THE PLAT OF EDMONDS, VOL 1 OF PLATS PAGES 26 AND 27 1,630, GENERAL NOTES.• 1. THIS. DRAWING DOES NOT PURPORT TO SHOW ALL fXIS17NG AGREEMENTS, EASEMENTS, .ETC. RECORDED OR UNRECORDED. THE OWNER ACCEPIS RESPONS6I1.17Y FOR ANY EASEMENTS OR AGREi'MEM5 REGARDLESS OF THEIR APPEARANCE OR NON APPEARANCE ON THIS DRAWING. 2.. CLIENT MD NOT PROWDE US WITH A CURRENT RTLE'.REPORT THE LEGAL DESCRIPTKTN WAS TAKEN FROM A COPY OF CLtAVS RECORDED DEED, ANY CHANGES OR REVISIONS TO THE LEGAL DESCRIPTION SINCE THE RECORDED DEED ARE NOT REfYECTED ON ING DRAWING -.. 3. THIS TOPOCR4PH/C SURVEY DOES NDT PURPORT ToREPRESENTA BOUNDARY SURVEY THEREFORE DOES NOT SHOW ALL MATTERS THAT MAY AFFECT TALE, INGRESS, EGRESS, EASEMENTS ZONING,, RESTRICTIONS OR CONDITIONS OF RETARD: - 4. SURVEY MAP UPDATED ON 101221IJ TO SHOW STORM DRAINS SMU07URES FELD LOCATED ON 10/18/13 AS SHOWN WEST OF PROTECT SITE REFERENCES: 1. SURVEY PREPARED BY DOUGLAS 04SMEW DATED MARCH 2O11, JOB W. 11-1015-014. 2. THE PLAT OF EDMOAM SNOHOWSH COUNTY, WA AUD17OR FILE NO. 188408255001 - 3 EDMONDS SUNSET VIEW A CONDOMMUM SNOHOMISH COUNTY, WA AUDITOR RL£ NO.. 901t085005 (9 BENCHMARK '- FOUND 4'X4' CONC. MONUMENT PROPERTY LINE IN CAS' W/3/8° BRASS PLIMa gplACg7 pROPER7Y LINE MONUMENT. NOT LOCATED EX/SRNG ROW. �. THIS SURVEY O S£T R£&4y- R.O.W. CENTERLINE ISNO. 3 937G * FOUND PK NAIL AND WASHER ' 0 ERHM POWER e FOUND RE84R & CAPAS NOTED WATER LINE STORM DRAIN O Qp SET LINE STAKE POWER TPANSFORMER SANITARY SEWER -LS- - FIRE HMMT -X- FENCE LINE M WATER VALVE Q .SANITARY MANHOLE s fNNCREIE �. ❑ CATCH WIN RED (M) STORM. MANtOLE - � jp) PLAT . PLAT YARD DRAIN POWER POLE EDGE OP VfGETAIM M C,AS VALVE - MAILBOX ER WATER METER ROCKERY - 19, IRRIGAHON. CONTROL ' ` BWAAILVE' 1J - COMMON OWNERSHIP DECIDUOUS TREE A ALDER _„�{Ls SPOT GRADE E2EVA770N M MAPLE 1`T''� CONFEROUS TREE C CEDAR c FlRn„nr SD I -�::_ SD OHP --- — WH��LD, INC ► mat T-P - rite i PY 12'N•3117 1 E f2's - 3715 W.a•E. r7,f Aver 515 B 116TH AVE SE BELLEVUE, WA 98003 I I ( �. I I `�....�.•r' FAX 425.455.0505- ' WSI JOB NO. 213-006-01 TOPOGRAPHIC SURVE LOTS 7 THROUGH 12 INCLUS/Vtr BLOCK 7 ACCORDING TO THE PLAT OF EDMONDS VOL 1 OF PLATS PAGES 26 AND. 27. NE 114 OF THE SE 114 OF SECTION 2J,- TOWNSHIP 27 NORTH RANGE 3 LAST, WILIAMEAE MERIVAN ' CITY OF EDMONOS, SNOHOMISH COUNTY WASHINGION LEY xM tRESU APR 04 2014 F3UILDINa DEPAEDMONDSRTMENT CITY Of ND. DAIS PEN90N e PIMV wxf.CTgt SB PPDZCi xwAm, SB vxpEDT-xian2cr SB vxoEcr tEar xwazx rncrx 11DE PRUKDT ND. 10001.00 DAIS AUGUST 12, 2013 PRQECT NETWN( PAM 213-006.01 TOPO.DWG SNFET NIINPcF 1 OF 1 SET u EXTERIOR WALLS GA FILE NO. WP 8109 PROPRIEETARYt GYPSUM WALLBOARD, GYPSUM SHEATHING, FIBER -CEMENT SIDING, WOOD STUDS EXTERIOR as I layer 518'" proprietary type X gypsum sleathing applied parallel to 2 x 4 wood studs e, With 1 3/4" galvanized roofing nails 4"o.c. at vertical faints and 7" o.c. at intermediate and top and bottom plates. Joints at gypsum sheathing may be left untreated: Face layer% opdetary fiber -cement siding fastened through sheathing to studs. 3112" unfaced glass :lotion fit in stud space:. INTERIOR SIDE: One layer 518" proprietary. type X gy wallboard, water-resisi�ta gypsum backing beard, or gypsum veneer base applied pare t right an studs with 6d coated nails, -1 7/8" Iong, 0.0915" shank, 1/4' heads D BEARING) PROPRUETARY GYPS ARID --% Certain -reed Gypsum,. Inc, 518" PrDRoom Type Gypsum Panels 518" ProRocTrn Type X Gypsum Sheathing Lafarge North America Inc_ 516" FirecheckiiP National Gypsum Cc 518" Gold Bond@ Brand FIRE -SHIELD Gypsum Wallboard 5/8" Gold BondO Brand FIRE -SHIELD Gypsum Sheathing AeC0 Gypsum 518" FLAME CURI30 Type X Temple-Inland Forest Products Corporation 518" Type TG•C TContact the manufacturer for more detailed information on proprietary products. RATING: nnnnlaiGRs• FIRE 1 HOUR (RATED FROM INSIDE) A SUBSTITUTE 2 X 10 FRAMING FIRE UL DESIGN NO. U356 B R-VA R-21 C U-VAI 0.054 D 1IWOOD FRAME EXT - SIDING 5 RAINSCREEN 1 HOUR FIRE Thickness: 51/8" Approx. Weight; 9 psf !Fire Test: See WI' 3510 (t1L R3601.47, -48, 9-17-65, UL Design U309) SEE PARTITION TYPE'22' A5.03A Design # GA File k JT� J \. UL tJ428 P 3 Qt� k '6vtaV at ;T Link to ,.PDF file Link to .DWG file Link to .DWG/Text file 1" (25.4 mm) x 24 fire -Shield Shaftline.r installed between flanges of 2-1/2" steel I -studs, C-H studs, or C-T studs 24" o.c. Base layer 1/2" (12.7 mm) Fire -Shield C Gypsum Board applied horizontally to studs onside opposite sha-itliner panel with 1 " type Sscrews 24" o.c. Face layer 1/2" Fire -Shield C Gypsum Board applied vertically with 1-518" type 5 screws 12" o.c, Joints staggered, between layers. Sound test with 1-1/2" mineral wool or fiberglass insulation in stud cavity = STC 47 NG(,_2616); FIRE 2 HOUR A FIRE GA FILE NO. WP 7051 B STC 47 C D 19 12 HOUR SHAFT WALL - MTL STUD PATINn• nnnroneoe. ENT SIDING PER ELEVATION MINERAL FIBER BATT INSULATION 'ARTITION TYPE W FOR TIONAL INFORMATION FRAMING FIRE 1 HOUR (RATED FROM INSIDE) A FIRE UL DESIGN NO. U356 B R-VA R-21 C U-VAI 0.054 D 12 IWOOD FRAME EXT - SIDING (all RAINSCREEN SEE ALSO DETAIL 9/A5.4A FOR ADDITIONAL INFORMATION ENT SIDING PER ELEVATION C 1 1/2" PT FURRING STRIP @ 16" O/ 3" VERT SAF STRIP MINERAL FIBER BATT INSULATION FRAMING P1 ARTITION TYPE '8' 3 % (W/ADDITIONAL PROJECT SPECIFIC INFORMATION) ° p. °d. a _2" 'Z' GIRTS @ 16" O.C. d j ° CONCRETE REVEAL PER ELEVATIONS 2" RIGID (R-13) POLYISO INSULATION CONCRETE WALL ° (1) LAYER 1/2" TYPE'X' GWB o: SEE PARTITION TYPE'5' FOR ° ADDITIONAL INFORMATION w VARIES - SEE STRUC 8" MIN RATING: MODIFIERS: 1, 2 & 3 HOUR (SEE PLANS) A CONCRETE ONLY - DELETE Z GIRTS, INSUL & GWB IBC 2012 - TABLE 721.1(2) 4-1.1 M B 2 X 4 FURR, 3" INSUL, DRAINAGE MAT, WP MEMBRANE 12.1 C 2 X 4 FURR, 3" INSUL, GWB 0.083 D 10 (CONCRETE WALL W/METAL STUD FURRING WALLS AND INTERIOR PARTITIONS, NONCOMBUSTIBLE GA FILE NO. WP 1072 GENERIC 1 14R7UR 45 to 49 STC GYPSUM WALLBOARD, STEEL STUDS FIRE SOUND One layer US" type X Mauro wallboard or gypsum veneer base applied parallel or at right anglesto each side of 3 5/8" steel studs 24" o.c. with I' Type S drywall screws 8" o.c: at vertical Joints and 12" o.o. atiloor and telling runners and intermediate studs. Joints slagrJerad 24" on each side and on opposite sides, Sound tested with 3 112".glass fiber frlclIon tit In stud space, (NLB) RATINr. . rennincDc. FIRE 1 HOUR A ADD 1/2" PLYWOOD AT POST OFFICE DEMISING WALL FIRE GA FILE NO. WP 1072 B SUBSTITUTE F METAL STUDS STC 14549 C DELETE INSULATION D 6" METAL STUDS / R-22INSULATION Thickness: 4 718" Limiting Height: Refer to Section IV Approx. Weight 6 psf Fire Test: See WP 1200 TM WP-45, 6-19.68; OSU T-1770, 8.61; ULC 79T484;79T500,]9T497,. B-12.81, ULC Design W415) Sound Test: NRCC 81 B-NV, 2-3-81 CITY OF EDMONDS BUn DING PLANS EXAMINER it lgavt5ab HALLER W f.LA— ARCHITECTS LLC / 5EM65L2 911 Western Avenue Suite301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscotti@gmail.com EMULSIFIED ASPHALT MIRROR DRAIN LAGGING WHERE OCCURS CONCRETE WALL SEE PARTITION TYPES' FOR ADDITIONAL INFORMATION _ LyAnitS - Stt J I KU%� RATING- � MIN Hnnincoc. FIRE 1, 2 & 3 HOUR (SEE PLANS) A DELETE SHORING FIRE IBC 2012 - TABLE 721.1(2) 4-1.1 B ADD INSULATION I GWB PER PARTITION TYPE 10 STC NA C SUBSTITUTE 10" THICK CMU FOR CONCRETE D SAME AS'B' BUT DELETE SHORING IM SHORED CONCRETE FOUNDATION WALL 3 5/8" MTL STUDS @ 16" O.C. MAX ACOUSTICAL BATT INSULATION FIRE TREATED 1/2" PLYWOOD AT POST OFFICE DEMISING WALL (ALLOWABLE PER FIRE RESISTANCE MANUAL GENERAL EXPLANATORY NOTE 22) NOTE: TOP AND BOTTOM TRACK TO BE CAULKED TO CONCRETE SLAB. EXTEND WALL CONSTRUCTION TO CONCRETE SLAB U.N.O. CITY COPY REVISION !UN 05 2015 auCITNOF EDMONDSNT PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC The undersigned has provided building enclosure documents that in my professional judgment are appropriate to satisfy the requirements of RCW 64.55.005 through 64.55.090. w`£x ns ``aN � o n T2 NAI WTE �m 1/23/14 PERMIT SET A14/3/14 PERMIT REVISIONS Z�5/23/14 PERMIT REVISIONS LL5/21/15 CA REVISIONS 1 PflOrCT tlREC111R SB PRPECT M" A- u ­ SB DT —1-1 8117 REGISTERED ARCHI T SCOTT A. B STATE OF WASHINGTON nnF WALL ASSEMBLIES PRPECf X0. 10001.00 JULY 1, 2014 P—T NEMnRX I —I 1 L PARTITION TYPE '13' I A5.01 SET (W/ADDITIONAL PROJECT SPECIFIC INFORMATION) L131 METAL PARTITION 'DATE 12etis� HALLER 1 1 t 1726-0 2 F�oo� ARCHITECTS LLC A3.12 A3.14 A4,07 A3.01 A3.112911 Western Avenue Sulte 301 SeaWA 98104 A B C TPTARWALL E F G H LEVE 1-->3 TELR20 2350935 PARTY WALL ALL PARTY WAPARTY WALL PARTY WALL t small: 6oyerscottl ppmall.com 26-61/4" 24'-8114" 25'-0114" 26.01/2" 26.0114" 3T-33/4"13'-4" IT-10112" 1V-6" 5 3/4" 13'-2 3/4" IT-510'-8" 1 1/1v 27.2 3/4" 11'-9" 8" t 5 I I A5.40 I DECK PARTITI N REQ'D PER GO.03 t ._..... ... ... ...... .......................... ...... I PROPERTY LINE 1 z_ r __ _ __ _ ----- - - I� �JJL��� ���� J : + -�-- - --� - PROJECT Iw New Edmonds ---}--- ---� o Post Office a AAAV AX----------------------------- - Io O ------ a LOCATION: • 130 Second Ave N Edmonds, WA I N UNIT UNIT I UNIT I I I . '` PREPARED FOR: 1 3a1 302303 1 II Edmonds 2020 LLC ® UNIT UNIT UNIT I UNIT I t O I I I 304 305 306 307 y -------- I ® I I ® ® L • I -- i -- I i--- -- ® 1 '❑ • I I I z o a a O --� O I I E2 � a AG ® 0 ® z O HIG IDEWALL 1.._ AG AI - AH -I SPRI KLER w 1 FEC MLu 0,11E RENYpI N UP U P Al AI �" ¢0 1 /23/14 PERMIT SET 1 I -- --- ✓/+ + * FE * PER SUBS IEW, 3.1 0 A3,13 6-0" 1 -13/4" 1 ,PER SUBSEQUENT REVIEW, R _ 1 � ■•u■■■■�iiiii iiE�uuu■ •' _ N 14 4/3/14PERMITREVISIONS - - I - ' PROVIDE 2-HR' 05/23/14 PERMIT REVISIONS ........ •■ ■•■•• ■ REQUIRED TO MAINTAIN RATED WALL PER ��„ �e 1T1-f ~ ■ - - 3.2 D R REM ED A3.13 '1STEELWINDOWWIFUSIBLELINKAS ■ STA1� \\ - -_ RA�TBDC(xVCRETE 7 1 NFO MSET :f i ■ ■ /�� AA'DNS R 1. i ■ I IBC 2012 SECTION 1019.2. SEE A10.02 ■ 01/9/16 CA REVISIONS N AB ■ I �WINDOWSCHEDULEFORADDITIONALINFO. -■ N _ ____ _s I A3.02 Y .. II M I �` I,� ■ UP 11 I 11 TYF 3_` 24 - Ue-.,.,.r,r.,...y,1 10 P _ 1 Pwoi Y E" AB ■■■ �■. < A5.05 _ SB _ � PRQECT YA4AWi N " SB ® FEC I - - A3.13 PEQEtt Ae nEc J i J PR0.EBCi 1F YgpEq 4 I 3 55 UNIT ® v --, 1 ❑ • c DT a I I• 4 C ❑ O AA 8117 REGISTERED ARCH T ® ® UNIT UNIT UNIT i UNIT ` 1 STATE OOFF WASHINGTON ROVIDE 2-HR RATE I 313 312 311 310 0 CONCRETE SLAB_ I UNIT 309 N I UNIT 31.4 (V I I I - •� tl AB AB AA AA I AA AA AB L • - I JAN 112015 t AA r+> BUILDING DEPARTMENT 5 CITY OF EDMONDS N 4 R I I P OPERT LINE � I 6_0" �'-6- 11T-1 1/2" 'Y 11'-0114" 1114" 11'4114" 1114" 11'-0114" 1114" FLOOR PLAN 17'-1112" 6" 3'6" RU )CD PLAN A�I'I2iiVEll 46.6114" 24'-7" 24'-7" 24'-7" I 2T-7" 44'-93/4' CITY 01 EDMONDS BUILDING DIVISI N LEVEL 3 I 188'-8" O.A. REFER TO UNITIPLANS FOR ADDITIONAL DIMENSIONS I PLANS E MINER Pxoscl YY 200'-0" 10001.00 PARTY WALL PARTY WALL PARTY WALL PARTY WALL DATE DA- JULY 1,2014 HO. A B.8 C.8 D.8 E.7 F.7 Fi PxE xoN PAIY A3.12 A3.14 A3.02 A3.12 A3.14 2-HR SHAFTASSEMBLY - - - - - A3.11 APPROVED N FLOOR SLAB IS 1-HR RATED U.N.O. 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TY - 10" ■uR�2T13%4,■■■ ■� ■■■■■ A5.05 15'4112" I c'1 I A3.13 St3■schx � � - - - - - - - • PR0.ECT NINIWI N 4 UNIT c; 2 SIB ® I O I FEC - -1F 408 A3.13 wa ha • - I PSB PRucr M h.1u xnEsa a V I UNIT ❑DT ' --� • I I I � 3 415 4 - - I I - - I I • •- I I• - - iv - , 4 ® 8117 AA ❑ / ® 0 O ❑ O 2 I REGISTERED ARC III T Q 0 UNIT UNIT UNIT UNIT 413 1 1 412 1 411 410 ® = I scGTT A. B R O UNIT r; STATE OF WASHINGTON 409 w UNIT I I � 414 i I I I I I J AA AS AB AA AA I AA AA AS L �• 1 _ Tj I I JAN 112015 N N N I PF OPER LINE 5 eu.l rty pr°.EPNZLENT I 3Q nnc 1T-11/2"I 1V-41/4" 11/4" 1V-4114" 1114" 11'-4 1114" 1/4" 1T•7112" '-6" T-6" FLOOR PLAN 45'-61/4" 24'-7" 24'4" 24'-7" I 24'-7" 44'-9314" ItEV� ED PLAN APPROVEDLEVEL 4 I 18S-8" O.A. REFER TO UNIT PLANS FORADDITIONAL DIMENSIONS I CI Y O EDMONDS BUILDING DIVISION PLANS E MINER PRc,Ecrxa 200'•0" 10001.00 PARTY WALL PARTY WALL PARTY WALL PARTY WALL DATE � M. B.8 C.8 D.8 E.7 F.7 H A JULY 1, 2014 2 2 PIpECT xRrwaa Pxm 1 1 2 A3.12 A3.14 A3.02 A3.12 A3.14 2-HR SHAFT ASSEMBLY - �_, _ ,_, _ FLOOR SLAB IS 1-HR RATED U.N.O. N SEE SHEETSA6.01-A6.04,A8.01-A8.22&A9.05-A9.06FOR , �w""R•" 1 FOURTH FLOOR PLAN ADDITIONAL PLAN CALL OUTS FOR WALL TYPES A2.04 2■O 1/8" = V-011 SET 0 4 8 16 " j2�yisED HALLER C 1 II rI II , II II -I , II II II 2 II 2 II o A5.42 ' 21 L-ooP- p��ARCHITECTS LLC A3.12 A3.14 A4.06 A4.07 A4.05A3.12 A3.14 A3.�VeL 911 Western Avenue Suite 301 Seattle, WA 98104 D TEL 206.235.0935FARTY WALL GARTY WALL GARTY WALL email: boyerscottl@gmail.com 25-6/4T-v-13/4" 24-81/4" 25-014' 25-01/2" 263/4" 16-7314" 16-71/2' 16-7112" 16'-51/4" 13'-101/2" 5-8" 34T-234' 431410'•31/4" 10'-7 3/4" 19-7 314' 1 T-5112"310114" T-B0" 8433 PENDINGPERMIT ---w-------wwww----w---- wwww-w--- Q.w®w Ew SUBMITTAL FOR POST Kam0 OFFICE LOADING DOCK I 23 - N KN®X BOX I"3 II II 1 23 II II PROPERTY LINE A I II 8" 6 - //- - - - - - //wDN DN I w� PROJECT: N ew Edmonds V � ROOM �I I II II o Post Office i 4 LOCATION: / 1' 114 11 II I II II o_ ROVIDE HEAT N e 130 Second Ave N MAINTAIN MIN a n 11 Edmonds, WA 23 40 DEGREE TEMP ® e DN I DN DN DN B " o N PREPARED FOR: 41.36' 41.36' 41.36' 41.36' R ` o 00 D o ® D Edmonds 2020 LLC 1 / I � �• � 1,; I i i ,% I 23, - wwww-wwww-- ----wwww-- ----wwww- - A3.11 jI a a ------ ��/�CORRID UNIT UNIT __ 11 I > � -- -- 0 -----,01 ----- -- - - 104----- FfOST ppICE / a // / I - I G DOCK / / I / /• v I4• 'I I I UP UP I 1 1 I UP I Ncv NKr PE / . / / 1:01 UF / 10 • I 3 / REMOVABLE{tRIDO// �" /' i /i I / 5 I, - ST ® ❑ BOLLARDS• 1LL • - /.... -- �,' .'4 -dr'• 11B wa -K. AFF, TRANSFORMER / i / L ,i/ % ✓ i _G I 6'-8" NIT 101 NIT 102 NIT 10 31 3/14 PERMIT SET / • . i i I - q 04/3/14 PERMIT REVISIONS L .i. i I o N ; ; A3.13 j/ i :%// / / 4 . m1m m M. ®1® --- --- - - - &5/23/14 PERMIT REVISIONS <% D 3.2 7 1 NFO MSET 2 3.3 - - - 10 I - ELEV I B I ------ f---, 1 1 o .r .. ,. I: I I i i A3.13 / / / - ELECTRICAL t 1 I 13B J t• AIR21 i i i F---i 2 �10/10(14 CA REVISIONS 106 UP 106 FEC it I ' 4. I ,/ r. I ! i m i --- ----+___ I I A3.02 +40.51' I i 3HAUT / t I N I I I b I I I A.013SE- i IELLEOVBABTYO PR-T nm7I04051' 108 I F --- A I A3.13 10 18 I I 19 \ 11 108 I I 1 I_ i F---i __� rn µ"�R - - - -1. �.I�� a _ i SBTN EDGE OF SLAB ti r-- L-- --� r- -� I /1 \ 0�--- 2 SB `------�-- i I. wwww \ ............. ..... 105 r--�: 1 \ \ 3 I I \ \ I \ STORAGE , A3.13 PRoam wai ¢c FEC 105 i I 11 SB fl \ _ \\ LJ J \ I LJ 1 1 10 I i 13 --- I - I - - I - - 3 PRwm ux x em \I \ I I �{ \ I \ A6.02-.1.--x�W,,:,'iK...�--Rl......x,�x®®a4"Re DT \ \ I I \\ \ 1 I MAINTAIN 8"VERTICAL ° "' _ ___ ___ __ CLEARAN FOR VAN. SEE B� 1STAIR 3 11 ALSm 2/A3.� 21A3.14 & 11A4.01- d� PARKING I I 40.51' \ \ \\ \ o 19 I \\ \ 121 I I I \\ \ I \ 1 \ I I \ \ \ I-- ®®- c-®wwww--a-m--xnRu-e- 10 0 8117 REGISTERED \ \ ARCHI T \\ \\ I I \\ \ \ \\ 118 3 2 3 \\ \ I I \\FEC \ 1 \ A4.08 1 2 ': 3 4 \5 \ 6 7 18 I 9 10 \11 \\ 12 13 \14 \ 15 16 17 O STORAGE Q N SCOTT A. B R 118 c STATE OF WASHINGTON N i I I I 10 U 1I0ITY 11'-0" N 10 I I I I I I 1 RESUS ICOMPAC COMPACT COMPACT COMPACT ! PACT COMPACT OMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT FEB 06 2015 I I ... - ,:....... .. ..:._. :.. ..,o.. , .::. ...: ....' .. - BUa.DINO DEPARZMEN7 PROPERTY LI E clTv o= E° aowoe ACCESSIBLE PARKING I I I 11 I I I I 1 I n a FLOOR PLAN TOTAL 20 PARKING STALLS I -TE71-18-ED )PLAN APPROVED LEVEL 1 PER IBC 2012 TABLE 1106.1: RECI D ACCESSIBLE 45-61/4" 24.7" 24'4" 24'-7" I 24.7" 44'-9 3/4" CITY OF E MONDS BUILDING DIVISION I I ' SPACES FOR 1-25 PROVIDED =1 SPACE. 188'-B" PLANS EXAt ER P-T Na PER IBC 20121106.5: "AT LEAST ONE SHALL BE A I20V-0" 10001.00 VAN -ACCESSIBLE PARKING SPACE". DATE �y7�� RnTR JULY 1, 2014 PER ICC A117.1-2009 502.E VERTICAL CLEARANCE A B.8 C.8 D.8 E-7 F.7 H PP T ""N°KK - SHALL BE 98" AT THE VAN PARKING SPACE, 1 1 1 A312 A314 2-HR SHAFT ASSEMBLY -• - •-•...•- A3.11 APPR VFD ACCESS AISLE & VEHICULAR ROUTE SERVING THE A3.12 A3.14 A3.02 FLOOR SLAB IS 1-HR RATED U.N.O. F ' D A PARKING SPACE. 3 z 1s I �¢ NuxRIX FIRST FLOOR PLAN. SEE SHEETS A6.01-A6.04,A8.01-A8.22&A9.05-A9.O6FOR 1 ADDITIONAL PLAN CALL OUTS FOR WALL TYPES A2.0 SET 0 4 8 16 CITY COPY HALLER ARCHITECTS LLC — — I V APPROVE , F 7 $ 1I DEP d 1 f FIRST FLOOR SLAB EDGE PLAN - - 0 4 8 16 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: 6oyerscott1 @Omail.com PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC M1E RENAQR 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS 05/23/14 PERMIT REVISIONS 7 1 NF M SET �10/10/14 CA REVISIONS PR— xI .- _ SB I fMANAGER PRGiCt AAWxEGt SB pDT ,EAR xERRER WECN ARCNIRAf 8117 REGISTERED ARCHI T SCOTT A. 8 R STATE OF WASHINGTON NNW P��q��_ RiES4LJ3 FEB 06 2015 aUCSTY OF EDING D ZO 4M N7 nnc FLOOR PLAN LEVEL 1 SLAB EDGE M-77 Z 10001.00 M. JULY1,2014 pROEcr xEmGRx parx — Ai ■ O 1 A SET 1 1 1 1 1 2 2 A3.12 A3.14 A4.06 T A4.05 A3.01 A3.12 A3.14 A B C D E F TPARTY WALL 25-61/4" 24-8114" 26-0114" 25'-0112" 25'0 3/4" 16-7 3/4" 15'-7 Z 3'-31/2 4112"9' 11" 1 I I I I A5.42 2 A3.11 G.6 PARTY WALL PARTY WALL g a - 8 k1j� II II LJi UNUSED/ENCLOSED _ __ >\ —/ ___ \// -- SPACE fll / �' \ / / \ 20 ON ON �J \\\ /i 1 I _ _ _ 2 - - - - OPEN TO BE W - - - - - 1 01 102 1 10 g FEC II II 226 UN- IT 206 �-- 70 N'" 1 8 3 ............mm©oA...m . I - I I I `I n EXTERIOR "' o AI � Al p © UP COURTYARD 224 U� JP o I A3.13 ( +53.87' 2 � M '-1 314" I I C L - - - - - - - - - -- -- I I 9'•8114" 2 D ..® . ...D.I ®m® � m 0 I 1IF STA; 07 ,. -® o nm (�ELEV . I® A IR 8 EXTERIOR 3 I---. UP A6.0 COURTYARD A3.01 I +49.89' V I i v 223 n -- - I h - / ® ELEVATOR - 3 BOLT ON DECK— (LEVEL 2 ONLY) I a I � I I I I I I I I I +49.89' I I I BOLT ON DECK — (LEVEL 2 ONLY) I UNIT o{ r if , �❑� r IOTA „ ® LO a 0 -PUBLIC A 17'-1 r SECOND FLOOR PLAN 1 /8" = 1'-01' l 0 4 8 16 O I O ' O ED:CORRIDO � 219 UNIT UNIT UNIT I // UNIT 2131 212 211 210 --------- --------_ --------- I I I ROOM e ® e 1 223 1 AA ' 223A 1114" 1V-41/4" 11/4' 11'41/4" I 11144 1V41/4" N rl3/4" 14'-101/2" 24'-7" 24'-7" 1 24'-T 44'-9 3 188'-8" O.A. REFER TO UNIT PLANS FO ADDITIONAL DIMENSIONS 200'-0" PARTY WALL PARTY WALL PARTY WALL PARTY WALL C.8 D.8 E.7 F.7 1 2 2 A3.02 A3.12 A3.14 2-HR SHAFT ASSEMBLY -^- -^- - FLOOR SLAB IS 1-HR RATED U.N.O. SEE SHEETS A6.01 - A6.04, A8.01- A8.22 & A9.05 - A9.06 FOR ADDITIONAL PLAN CALL OUTS FOR WALL TYPES 1/2" PROPERTY UNIT 104 Al 1 I I I UNIT 207 I e rPR0171DE'ZfjR7 MTFU-UVNbK T�j®LA6� � 011 ONE m fT177'PRT7N '-N! UNIT 209 0 1 CITY OF FLANb LA H DATE 2 HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: hoyersco0l@gmail.com - I VCVv CUr I IUI IUJ Post Office LOCATION: 130 Second Ave N Edmonds, WA A3.11 PREPARED FOR: Edmonds 2020 LLC - 2 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS ,&5/23/14 PERMIT REVISIONS PR— oiKEclw SB PflOJECf MANAL9I SB I-T ANCNNECT SB P OMECl iFAIA MFMBE9 DT ECK 4 Q3 5 ARGIIEM 8117 REGISTERED ARCH! T SCOTT A. B R STATE OF WASHINGTON FEB 06 2015 a.", °EotAiRONosNT FLOOR PLAN LEVEL 2 IN BU APPROVED DING DIV4SION 7�27�/f Pfl0.EGi N0. 10001.00 "AUULY 1, 2014 PRGECi NEiYA1RK PAIN SHEET NUMBfft A2.02 SET B I C D E I T I 7 I T I 7 I I I p�^ 9-8 1/4" 1 1 10'- 1 " _ N I V-51/4" I I I I 6" 1'-11/2 81/4" o � m N v 8114" 6" o N 6„ V-11/2 _ 0 3'-1" 22'-9112" c c 6'ii 2 0 2 in v m Q yI o> N I -049 89' I a o I I I I ? CONCRETE WALL - ADD CONCRETE WALL 6" PER STRUC 7^ 6" 16" 6" ' 6" TOUNDERSIDE OF SLAB ABOVE 6 I i th `- 1" tp^ g a o u� A5.29 N 10" C CRETE WALL 6" 6" `�,� 09 A5.29 0 aO 12 A5.21 04 A5.21 49, 9' 12 A5.21 49.89' P STRUC 3 a;. ..; - - - - - - v - - - 8' 2114" - 2 511 3'-7" a [a] 10 g 4114". ' 02 ,, 8'-10114" V-41/4" 14'-5 3/4" 01 A5.09 9 A9.03 rn 5'-0" 03 T � 3.2 ' 6" ry 14'4 314" / „ 4,-6 ' m I : Q o o u� 10 R 9' 2114" to 314" 7" -T 09 10 A529 A5.29 0 "' ' ` A5 08 h CONCRETE ARTIAL ".• 50.39' 13'- 1/" 49.89` 15-01/4" 41/4" ONCRETE EIGHT WAI L 48.7T 48�72' 1 2' 5112" I 6" 31 2 '-1 1 48.72' "' BASE TYP M 08 18' 61/4" 4989' 11' 4" T-21/4" 4"WIDECONCRETE - �' 112" A c c �' CURB TYP 10 N 12 6" ' ' l 01 A521 2' 4 6' 49. A5.21 v 1 A9.03 13'-31/2" 0' N 50.39' c I VW DE CONCRETE 12 1'-3 3/4" 04 V 4 4'3 3l4" ^ 02 " N CURB TYP A5.21 A5.21 SIM N EXTENDED 4 i 4 I 4� 969 I CONCRETE DECK DELETEDATTHESE b? 4 10 0 ip SIM (2) UNITS. FUTURE o 6" A5.09 9' 0" 10 8114" 6'-33/4" T-2314" 8'-1314" A5.09 PHASE 2 SLAB TO 15'-6114" 9'-5314" x' . 2'S 1/7 CONNECT @ GRID 'N EM IE, D I N 50.3V 5'3" 20'-11" A5.21 to 49.89' N N 07 I SIM 12 N I W � I SIM 12 W SIM I 2 49.89' to N s 0 12 � M A5.06 C7 A5.21 6 to SIM lh O) d' A5.21 p" W N 04 a NJ a rn A5.21 8'-10" m " A5.21 \ A5.21 2�1/2' `= 02 0Y SIM - 03 - 03 CONCRETE M A5.06 A5.06 A5.06 , A5.06 RETAINING WALL A5.06 N iV fV fp CV 1314" 1314" 4^ 4'-5" 13/4" 12'-91/2" 4314" 1 314" 2'-51/2" 17'-71/2" 25'-51/4" 1V-4314" 13%01/2" 11-43/4" IT-21/4" 1V434' 13'-01/2" 24'-7' 25-2314" 17%11/2" 2'S1/2" I N ARPP 3 rl�f SECOND FLOOR SLAB EDGE PLAN 0 4 8 16 HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscott1@0mail.com PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC owre xcxsox 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS Zi,5/23/14 PERMIT REVISIONS 7 1 NFgBM SET 010/10/14 CA REVISIONS SB Paare_cr utiuuan SBr --T SB .- PDT a117 REGISTERED ARCHI T SCOTT A. B R STATE OF WASHINGTON QfI FEB 0 6 2015 �C1TY C:OEDK ' ENT M FLOOR PLAN LEVEL 2 SLAB EDGE C ct N0. P"10001.00 DULY 1, 2014 are i"o"re Pam A2 ■ O2A SET HALLER ARCHITECTS LLC TY I= JVV +46.46' AVERAGE GRADE WEST ELEVATION 1 /8" = 1'-0" 0 4 8 16 ELEVATION / SECTION KEYNOTES 1.01 FIBER CEMENT LAP SIDING 4.'"EXPOSURE 1.02 PREFINISHED FIBER CEMENT PANEL 1.03 METAL REGLET 1.04 FIBER CEMENT TRIM BOARD 1.05 STUCCO 1.06 TILE O/ WP MEMBRANE 2.01 CONCRETE DECK 2.02 CONCRETE 2.03 CONCRETE REVEAL 2.04 GFRC CLAD EAVE 2.05 STONE VENEER 2.06A BRICK TYPE W 2.06B BRICKTYPE'B' 2.07 STRUCTURAL FOAM 2.08 PRECAST CONCRETE 3.01 PTO STEEL GUARDRAIL W/ S.S. CABLES 3.02 PTD MTL CAP FLASHING 3.03 PTD STL CANOPY 3.04 STEEL / WOOD DECK PARTITION 3.05 PTD STL W/ WOOD TRELLIS 3.06 PTD STEEL SUNSHADE ASSEMBLY 4.01 ALUMINUM STOREFRONT 4.02 VINYL WINDOW 4.03 PTD MTL LOUVER 4.04 PTD MTL EXHAUST VENT SOUTH ELEVATION T 2 3 3.3 4 1.04 P 1.01 ELEVATOR OVERRUN L L 1.03 BEYOND MNEI -MUM ALLOWABLE HEIGHT 13.02 1'02 4'02 �R076 R OF INSUL _- III IT- E] I n \ I 1 / AB - - AB A _ AC -AA AC AC L EVEL 4 T.O. PT SLAB BEYOND LJ _- -- -. -- - 2.01 - ❑❑ ❑ /10 X\ AB AB AC AC = AA AC AC 3.05 6 PEN i LEVEL 3 SW T.O. PT SLAB I I AB AB AC AC = = AC AC +55.18, . _- - _--Y h 2.06 \\\ OP(N - - AVERAGEGRADE 46.46 2.02 + / \ POST OFFICE SLAB - --_ 2.O6B - - -- - - +49.86' NE 1 2.O6A 13'-1" BOLT ON DECKS +44.82' NW I : L - 05 _ _ _ - _ FUTURE PHASE 2 CONCRETE +50.07' SE `Q �`•14 -- -1 _ 109A03/4" SLAB +41.06 SW +46.46' AVERAGE GRADE - - ------------------------------------J DRIVEWAY RAMP BEYOND 12 10 FIRE SEPARATION DISTANCE & DEGREE OF OPENING A5.15 A5.15 PROTECTION: GREEN SCREEN ASSEMBLY TOTAL OPENING AREA = 649 SF PER LANDSCAPE OVERALL WALL AREA = 3389 SF 649 SF 13389 SF = 19.2% OPENING TO WALL RATIO 19.2% < 25% MAX. ALLOWABLE - SEE A1.01 "I Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC DA¢ RExsan - 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS 05/23/14 PERMIT REVISIONS 7 1 FORM SET �10/10/14 CA REVISIONS PRD.ECi OIRELMdi .LOWABLE HEIGHT SB ISUL P "w,NNA�RR - - SEB NRa rzcT RSB XLBR PDT OAK dEd( ,i. LEVEL T.O. PT SLAB +67..10'4 3 T.O. PT SLAB ARcwrtcr B117 8R 'L5V�E39 ARCHI[ TD SCOTT A. B R STATE OF WASHINGTON +EVEL 2 T�LAB _ --,j� AVERAGE GRADE - RFESU FEB 0 6 2015 T.O.PT SLAB (� P.0_PARKING -+4(T.51 BUILDING DEPAF-I.ME 6NT CITY OF ED:lAN0 BASEMENT ELEVATIONS --+EVELBA O WEST/SOUTH PRD.ECT ND. 10001.00 REVISED PLAN APPROVED D A CITY OF EDMONDS BUILDING DIVISION JULY 1, 2014 PRQECT NETMKIK PATH PLANS EXAMINER,, 7-/ DATE z7M- s+a, xuuem 1/8" = 1'-0" 0 4 8 16 A3.01 SET BUILDING DOOR SCHEDULE 1. ALL UNIT ENTRY DOORS SHALL HAVE A 20 MIN SMOKE AND DRAFT ASSEMBLY, A U.L. APPROVED SELF -CLOSER, MAXIMUM 450 ENDPOINT RATING, MIN. 112" THROUGH VIEWPORT. DOORS SHALL HAVE A MIN. 28 STC RATING. 2. ALL RATED DOORS SHALL HAVE IBC APPROVED JAMBS AND SHALL BEAR A U.L. WITH APPROPRIATE RATINGS INDICATED. 3. ALL DOOR GLASS SHALL BE TEMPERED SAFETY GLASS MEETING FEDERAL GLAZING STANDARDS. 4. INTERIOR DOORS FROM HABITABLE SPACES SHALL BE UNDERCUT 3/4" TO PROVIDE FRESH AIR CIRCULATION BETWEEN SPACES IN UNITS. 5. EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. 6. DOOR THRESHOLDS MUST NOT EXCEED 1/2' IN HEIGHT PER ICC ANSI A117.1 SECTION 404.2.4. 7. MAXIMUM DIMENSION OF GLAZING IN FIRE DOORS SHALL NOT EXCEED 100 SQ. IN. WITH A MINIMUM DIMENSION OF 4 8. ALL DOORS MUST BE OPERABLE BY WRIST OR ARM PRESSURE PER ICCIANSI A117.1 SECTION 404.2.6. 9. MAXIMUM DOOR OPENING PRESSURES ARE LIMITED TO 10.0 LBS AT EXTERIOR DOORS AND 5.0 LEIS AT INTERIOR DOORS PER ANSI At 17.1 SECTION 404.2.8. 10. PROVIDE WEATHER STRIPPING AT ALL EXTERIOR DOORS. 11. U-FACTORS FOR GLAZING AND DOORS SHALL BE DETERMINED, CERTIFIED AND LABELED IN ACCORDANCE WITH NFRC 100 & 200 BY A CERTIFIED INDEPENDENT AGENCY, LICENSED BY THE NATIONAL FENESTRATION COUNCIL (NFRC). 12. ALL DOORS TO BE 1314" THICK U.N.O. 13. SEE SHEET GO.02 FOR ABBREVIATIONS DEFINED. GENERAL NOTES SCWD /GL SCWDIGL LEAF WIDTH AL = ALUMINUM STOREFRONT F = FLUSH L = LIGHT SOLID MTL PANEL OPEN GRILL TYP TYP VARIES L OHSD = OVERHEAD SECTIONAL BUILDING DOOR ELEVATIONS � 141= 1'-0" OBSERVATION Y-91 PORT ON EQ. EQ. RESIDENTIAL UNIT ENTRY DOORS (01) ONLY. Ir, PROVIDE TWO AT ACCESSIBLE c UNITS. MOUNT ' � SECOND AT 44" AFF. _ PP = PRESSED PANELTYP G, RESIDENTIAL 4 1 /4" = 1'-0" VISION PANEL (100 SQ. INCHES OR LESS) DOOR # ROOM NAME LEAF FRAME FIRE IHARDWARE DETAILS KEY NOTES SIZE (WxH) TYPE MAIL FIN. LITE MAT'L FIN. RELITE RATG GRP PANIC CLOSR HEAD JAMB THRESH. SHGC VT U-VALUE ST1-B STAIR T-TXT-0" F HM PTO HM PTD 90MIN X ST2-B STAIR2 3'4"X7'-0" F HM PTD HM PTD 90MIN X B102 SPRINKLER RISER ROOM T-TXT-0" F HM PTD HM PTD X B103 ELEVATOR LOBBY T-0"X7'4" F HM PTD HM PTD X B104 ELEVATOR MACH Y-6"X7'-0" F HM PTD HM PTD 90MIN X 8107 GARAGE DOOR 27-V X T-W ST14 STAIR T-VXT-0" F HM PTD HM PTD 90MIN X ST2-1 STAIR T4rX7'4r F HM PTD HM PTD 90MIN X ST34 STAIR 3'-O'XT-V F HM PTD HM PTD 90MIN X 105 STORAGE ROOM 3'-0"XT-0" F HM PTD HM PTD 6 X 106 ELECTRICAL T-0"X7'-0" F. HM PTD HM PTD 180MIN V 3 X 107 UTILITY 3'-OffXT-V F HM PTD HM PTD 90MIN X 108 ELEVATOR LOBBY I T-0'X7'-0" F HM PTD HM PTD X 109 CORRIDOR I 3'-0"X7'4" F HM PTD HM PTD 20 MIN X 110 UNIT 101 STORAGE T-O" X 7'-0" F HM PTD HM PTD 20 MIN X PROVIDE 20 MIN. SMOKE & DRAFT ASSEMBLY 111 UNIT 102 STORAGE T-0"XT-0" F HM PTD HM PTD 20 MIN X PROVIDE 20 MIN. SMOKE & DRAFT ASSEMBLY 112 UNIT 103 STORAGE T-V X 7'•0" F HM PTD HM PTD 20 MIN X PROVIDE 20 MIN. SMOKE & DRAFT ASSEMBLY 113 GARAGE DOOR 23'-4" X 8'-2" 114 SPRINKLER RISER ROOM (2p'•0"XT-O" F HM PTD HM PTD X 115 POST OFFICE VESTIBULE 3'-0"XT-O" F HM PTD HM PTD 60MIN X 0.34 116 POST OFFICE T-0" X 9-2 1/2" AL AL PTD AL PTD X 0.65 STOREFRONT SYSTEM 117 EXHAUST SHAFT T-0" X 7'•0" F HM PTD HM PTD MwX 116 STORAGE ROOM 3'-0" X 7'-0" F HM PTD HM PTD 60 MIN X 119 POST OFFICE CORRIDOR 4'•0" X 7'-0 F HM PTD HM PTD ST1-2 STAIR 1 P HM PTD 90 MIN X 3'-0" X 7'-0" F HM TD X ST3.2 STAIR 3'-0"X7'-0" F HM PTD HMETD 90MIN X 18 R ENTI LO BY 2 '-0" X 7' CWD I L WD STN WD X X 219 CORRI 0" -0" 221 ELEVATOR LOBBY 3'-0" X 7'-0" SCWD I GL WD STN WD X X 222 MECHANICAL T-0"XT-V F WD PTD HM 90MIN X 223 TRASH 3'-0'X7'-0" F HM PTD HM 60MIN X 223A TRASH 12'-0"XT-0' OHSD HM PTD HM 225 EXIT PASSAGEWAY 225 3'-0"XT-W F HM PTD HM PTD 90MIN X X 225A EXIT PASSAGEWAY 225 T-0" X T-0" F HM PTD HM PTD X X 226 HALLWAY T-0" X 7'-0" F HM PTD HM PTD 20 MIN X ST1-3 STAIR 3'-0"X7'-0" F HM PTD HM PTD 90MIN X ST2-3 STAIR 2 3'-O" X T-0" F HM PTD HM PTD 90 MIN X ST14 STAIR 1 3'-0'XT-0' F HM PTD HM PTD 90MIN X ST24 I STAIR 2 T-0" X T-0" F HM PTD HM PTD 90 MIN X UNIT DOOR SCHEDULE DOOR # ROOM NAME LEAF FRAME FIRE HARDWARE DETAILS KEY NOTES SIZE (WxH) TYPE MATL FIN. LITE MATL FIN, RELITE RAT'G GRP PANIC CLOSR HEAD JAMB THRESH. SHGC VT U-VALUE 01 RESIDENTIAL UNIT Y-O" X 6-8" PP SCWD PTD MTL PTD 20 MIN X 0.135 TYPICAL UNIT ENTRY DOOR -PROVIDE 20 MIN. SMOKE & DRAFT ASSEMBLIES AT DOORS SERVING CORRIDORS 01A RESIDENTIAL UNITS 214&215 T-O"X6'-8" PP HM PTD MTL PTD 90MIN X UNIT ENTRY DOORS 0 CORRIDOR 225 01B RESIDENTIAL UNITS 101,102 & 103 Y'-10" X 6'-W PP HM PTD MTL PTD 20 MIN X BEDROOM EMERGENCY ESCAPE & RESCUE DOOR 02 RESIDENTIAL UNIT 2'-10"XV-8" PP SCWD PTD WD PTD INTERIORUNIT DOOR 03 RESIDENTIAL UNIT 2'-0"X6'-V PP SCWD PTD WD PTD INTERIOR UNIT CLOSET DOOR 04 RESIDENTIAL UNIT 22'-0"X6-8" PP SCWD PTD WD PTD INTERIOR UNIT CLOSET DOOR 05 RESIDENTIAL UNIT 6-0"X6-8" PP BP SCWD PTD WD PTD INTERIOR UNIT SLIDING CLOSET DOOR 06 RESIDENTIAL UNIT 2 2'-6" X 6-8" PP SCWD PTD WD PTD INTERIOR UNIT CLOSET DOOR 07 RESIDENTIAL UNIT 4'-0"X6-8" PP/BP SCWD PTD WD PTD INTERIOR UNIT SLIDING CLOSET DOOR 08 RESIDENTIAL UNIT 2'-10"X6'-8" FGL GUWD PTD WD PTD 0.17 0.38 0.23 EXTERIOR TYPE'B'UNIT DECK DOOR 09 RESIDENTIAL UNIT 1'-8"XV-8" PP SCWD PTD WD PTD INTERIOR UNIT CLOSET DOOR 10 RESIDENTIAL UNIT 3'-0" X F-8" PP SCWD PTD WD PTD INTERIOR TYPE'A' UNIT DOOR 11 RESIDENTIAL UNIT 2 N-0" X T-8" I FGL GLIWD PTD WD PTD 0.17 0.38 0.23 EXTERIOR TYPE W UNIT DECK DOOR 12 RESIDENTIAL UNIT 2'4"X6'-8" PP SCWD PTD WD PTD INTERIOR UNIT CLOSET DOOR 13 RESIDENTIAL UNIT 21'-8'X6'-8" PP SCWD PTD WD PTD INTERIOR UNIT CLOSET DOOR 14 RESIDENTIAL UNIT 2 3'-0' X 6'-8" PP SCWD PTD WD PTD INTERIOR UNIT CLOSET DOOR 15 RESIDENTIAL UNIT 1'-4"X6'-8" PP SCWD PTD WD PTD INTERIOR UNIT CLOSET DOOR 16 RESIDENTIALUNIT 2'-10"X6'-8" PP SCWD PTD WD PTD INTERIORUNIT POCKET DOOR 17 RESIDENTIAL UNIT 2'-0" X 6'-B" PP HM PTD MTL PTD 20 MIN X IBEDROOM EMERGENCY ESCAPE & RESCUE @ UNITS 305, 3,402 &406 3 SCHEDULES = 11-01I 2 Ilk � 2 � 2' 1 � � 6" � 1 � 3 I '% -- -- — -- -- — -- -- — --- -- PP PP PP PPIBP=PRESSED SC SC/BP FGL = PP PP FGL PP PP PANEL I BI-PASS TYP FULL GLASS LITE 02 03 04 05 O6 07 OS ® 10 11 12 13 UNIT DOOR ELEVATIONS 1�1 I PP PP PP CITY OF EDMONDS BUILDING DIVISION PLANS EXAMINER HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscott1@8mail.com PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC w>E Reuw" 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS 05/23/14 PERMIT REVISIONS PROJECT CIRECTCR SB SECT A A- PSB PR—T AiWII SB PROJECT TFNd MENBER DT .wcw T 48117 REGISTERED ARCHI T SCOTT A. B R STATE OF WASHINGTON RF—SUB FEB 0 6 2015 BOCITY OP EDMONEARDSNT DOOR SCHEDULE R10001.00 JUNY11,2014 PR " P.M A10.01 SET STRUCTURAL - GENERAL NOTES STf� UG"Cte�L GENERAL REQUIREMENTS GOVERNING CODE: The design and construction of this project is governed by the "International Building Code (IBC)", 2012 Edition, hereafter referred to as the IBC, as adopted and modified by the City of Ed- monds, Washington, understood to be the Authority Having Jurisdiction (AHJ). REFERENCE STANDARDS: Refer to Chapter 35 of 2012 IBC. Where other Standards are noted in the drawings, use the latest edition of the standard unless a specific 9� 1f1c date is indicated. Reference to a specific P P section in a code does not relieve the contractor from compliance with the entire standard. DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: "ArohitectlEngineee - The Architect of Record and the Structural Engineer of Record. • "Structural Engineer of Record" (SER) -The structural engineer who is licensed to stamp & sign the structural documents for the project. The SER is responsible for the design of the Primary Structural System. • "Submit for review"- Submit to the ArchitectiEngineer for review prior to fabrication or construction. • "Per Plan" - Indicates references to the structural plans, elevations and structural general notes. • "Specialty Structural Engineer" (SSE) - A professional engineer (PE or SE), licensed in the State where the project is located, (typically not the SER), who performs specialty structural engineering services for selected specialty -engineered elements identified in the Contract Documents, and who has experience and training in the Specialty. Documents stamped and signed by the SSE shall be completed by or under the direct supervision of the SSE. • "Bidder -designed" - Components of the structure that require the general contractor, subcontractor, or supplier who is responsible for the design, fabrication and installation of specialty -engineered ele- ments identified in the Contract Documents to retain the services of an SSE. Submittals of "Bidder - designed" elements shall be stamped and signed by the SSE. OTHER DRAWINGS: Refer to the architectural, mechanical, electrical, civil and plumbing drawings for addi- tional information including but not limited to: dimensions, elevations, slopes, door and window openings, non -bearing walls, stairs, finishes, drains, waterproofing, railings, elevators, curbs, depressions, mechanical unit locations, and other nonstructural items. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. Use entire detail sheets and specific details referenced in the plans as "typical" wherever they apply. Similarly, use details on entire sheets with "typical" in the name wherever they apply. STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and sta- bility of the primary structure in its completed form. COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for con- firming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and for performing work in a safe and secure manner. PRE -CONSTRUCTION MEETINGS: The Contractor is responsible for coordinating pre -construction meet- ings prior to commencing work. Pre -con meetings, scheduled approximately two weeks prior to the start of the relevant work, are required for the following phases of construction: Concrete, Post -tensioned slabs, and Shotcrete. Attendees for pre -construction meeting are to include contractor, relevant subcontractors, fabri- cators, inspectors, architect/engineer, and representative of the Authority Having Jurisdiction where required. Meeting agendas are to include review of the work scope, project schedule relevant to the work, contact in- formation of responsible parties, inspection points, review of materials and any special cases or issues, pro- cedures for clarifications if required, testing and acceptance, etc. MEANS. METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and meth- ods of construction and all job related safety standards such as OSHA and DOSH (Department of Occupa- tional Safety and Health). TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the struc- ture during construction and shall provide temporary shoring, bracing and other elements required to main- tain stability until the structure is complete. The contractor shall at his discretion employ an SSE, a regis- tered professional engineer for the design of any temporary bracing and shoring. It is the contractors re- sponsibility to be familiar with the work required in the construction documents and the requirements for exe- cuting it property. CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as noted in DESIGN CRITERIA & LOADS below or the capacity of partially completed construction as deter- mined by the Contractors SSE for Bracing/Shoring. CHANGES IN LOADING: The contractor has the responsibility to notify the SER of any architectural, me- chanical, electrical, or plumbing load imposed onto the structure that differs from, or that is not documented on the original Contract Documents (architectural / structural / mechanical / electrical or plumbing drawings): Provide documentation of location, load, size and anchorage of all undocumented loads in excess of 400 pounds. Provide marked -up structural plan indicating locations of any new equipment or loads. Submit plans to the ArchitectlEngineer for review prior to installation. NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail drawings supplements information in the Structural General Notes. DISCREPANCIES: In case of discrepancies between the General Notes, Specifications, Plans/Details or Reference Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of the Arohilect/Engineer before proceeding with the work. Should any discrepancy be found in the Contract Documents, the Contractor will be deemed to have included in the price the most expensive way of completing the work, unless prior to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govern. Accordingly, any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the drawings and actual site conditions shall be brought to the attention of the Architect/Engineer before pro- ceeding with the work. ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior to earthwork, foundations, shoring, and excavation. Any utility information shown on the drawings and details is approximate and not necessarily complete. ALTERNATES: Alternate products of similar strength, nature and form for specified items may be submitted with adequate technical documentation (proper test report, etc.) to the ArchitecVEngineer for review. Alter- nate materials that are submitted without adequate technical documentation or that significantly deviate from the design intent of materials specified may be returned without review. Alternates that require substantial effort to review will not be reviewed unless authorized by the Owner. DESIGN CRITERIA AND LOADS OCCUPANCY Occupancy Category of Building per IBC Table 1604.5 1 II WIND DESIGN MAIN WIND FORCE RESISTING SYSTEM Basic Wind Speed MPH 110 Exposure Category P 9 rY C Wind Importance I, = 1.0 Internal Pressure Coefficient C, = +/- 0.18 Topographic Factor Kn = 1.0 COMPONENT & CLADDING PRESSURES for DESIGN PSF Wall Cladding, Typical Zone 51.5 Wall Cladding, Edge Zone within 8 feet of comers 58.5 Roof Cladding, Middle Zone 40.4 Roof Cladding, Edge Zone within 8 feet of edge 45.9 Roof Cladding, Comer Zone within 8 feet of corners 61.1 Net Wind Uplift 5 SEISMIC DESIGN Seismic Design Category: SDC = D Seismic Force Resisting System Special Reinforced Con- crete Shear Walls Response Modification Factor: R = 6 Site Classification Site Class = C Seismic Importance Factor I, = 1.0 Spectral Response Acceleration (Short Period) %= rl.270 Spectral Response Acceleration (1-Second Period) S, = 0.498 I Spectral Response Coefficient (Short Period) S. = 0.847 Spectral Response Coefficient (1-Second Period) So, = 0.432 Seismic Analysis procedure used: Linear Dynamic SNOW LOAD (1) Flat Roof Snow Load, (PSF) P = P5 (2) Snow Load Importance Factor 1.- 1.0 Ground Snow Load, (PSF) p e= 20 Snow Exposure Factor C "= B Thermal Factor C , = 1.0 (1) Snow Load is un-reducible and includes 5 psf rain -on -snow surcharge where ground snow load is greater than zero and 20 psf or less per ASCE 7-05 Chap 7. (2) Snow Load based on WABO/SEAW White Paper in Low -Lying Puget Sound Basin, ASCE Fig 7-1. DESIGN LIVE AREA LIVE LOADS (PSF)UNO REMARKS & FOOT - NOTES LOADS Assembly Areas, Lobbies, Corridors 100 2000 lbs Balconies (exterior) & Decks ---- Same as Occupancy served Balcony Railing & Guardrails 50 PLF any direction or 200 Ibs (1) Stairs & Landings 100 (2) Roof Live 20 Reducible, also 3001b point load anywhere Residential 40 Applied horizontally at Vehicle Barrier 6000lbs both 18" and 27" above the level (3) Parking Garage -Passenger Vehicles 40 3000 lb wheel only Truck or Bus Vehicle Access 250 H15/HS20/5O Retail (Stores ) - First Floor 100 1000 Ib Light Storage Area 125 Yards, Garden Terraces, Pedestrians 100 (4) (1) To be applied horizontally at right angle to the top rail. (2) Stair treads designed for 300 lb concentrated load placed to produce maximum stress. (3) Need not apply concurrently; applied over not more than 1 square foot. SUBMITTALS SUBMIT FOR REVIEW: Submittals of shop drawings, and product data are required for items noted in the individual materials sections and for bidder designed elements. SUBMITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS or 10 WORKING DAYS for review by the Architect/Engineer prior to the onset of fabrication. GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the ArohitectlEngineer, the Contractor shall review the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore, must be verified by the General Contractor. Contractor shall provide any necessary dimensional details requested by the Detailer and provide the Contractors review stamp and signature before forwarding to the Architect/Engineer. SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the submittal for general conformance with the design concept and the contract documents of the building and will stamp the submittal accordingly. Markings or comments shall not be construed as relieving the contractor from compliance with the project plans and specifications, nor departures there from. The SER will return submit- tals in the forth they are submitted in (either hard copy or electronic). For hard copy submittals, the contrac- tor is responsible for submitting the required number of copies to the SER for review. SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from or add to the requirements of the structural drawings they shall be designed and stamped by the responsible SSE. DEFERRED SUBMITTALS BIDDER -DESIGNED ELEMENTS: Submit "Bidder -Designed" deferred submittals to the Architect and SER for review prior to submission to the city for approval. Design of prefabricated, "bidder designed", manufac- tured, pre-engineered, or other fabricated products shall be comply with the following requirements: (1) Design considers tributary dead, live, wind and earthquake loads in combinations required by IBC. (2) Design within the Deflection Limits noted herein and as specified or referenced in 200916C. (3) Design shall conform to the specifications and reference standards of the governing code. (4) Submittal shall include: (a) Calculations prepared, stamped and signed by the SSE demonstrating code conformance. (b) Engineered component design drawings are prepared, stamped and signed by the SSE. (c) Product data, technical information and manufacturers written requirements and Agency approv- als as applicable. (d) SSE may submit to the Architect/Engineer, a request to utilize relevant alternate design criteria of similar nature and generally equivalency which is recognized by the Code and acceptable to the Authority Having Jurisdiction. Submit adequate documentation of design. DEFLECTION MEMBER LIMIT LIMITS Steel Stairs L / 240, where (L is span length) Railings h" GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed his review of the SSE component drawings, the SER will review the submittal for general conformance with the design of the build- ing and will stamp the submittal accordingly. Review of the Specialty Structural Engineers (SSE) shop draw- ings (component design drawings) is for compliance with design criteria and compatibility with the design of the primary structure and does not relieve the SSE of responsibility for that design. All necessary bracing, ties, anchorage, proprietary products shall be furnished and installed per manufacturers instructions or the SSE's design drawings and calculations. These elements include but are not limited to: • Steel Stairs • Handmils, Guardrails and Balcony Rail Anchorages • Metal Deck Edge Forms • Exterior Cladding Systems: Curtain Wall Systems, Pre-engineered Panels • Roof Mounted Components: Skylights, hatches • Window Washing System Tie -down Anchorage • Mechanical, Electrical, Plumbing & Sprinkler Hanger Plans • Temporary Shoring Systems • Reshoring for Post -Tensioned Slabs • Canvas Awnings • Antennas and Satellite Dishes, INSPECTIONS, QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS Q S QU TS INSPECTIONS: Special Inspections and Testing shall be done in accordance the STATEMENT OF SPE- CIAL INSPECTIONS per IBC Sections 1704, 1705, 1707 and 1708 as applicable. Foundations, footings, under stab systems and framing are subject to inspection by the Building Official in accordance with IBC 110.3. Contractor shall coordinate all required inspections with the Building Official. - SPECIAL INSPECTORS: Special Inspectors shall be employed by the Owner to provide Special Inspections for the project. Special Inspectors shall be qualified persons who are registered with WABO and demonstrate competence to the satisfaction of the Authority Having Jurisdiction per 1704.1. STATEMENT OF SPECIAL INSPECTIONS per 1704 and 1705 Special Inspections and Testing are re- quired by 1704, 1706, 1707 and 1708 for the following: SOILS & FOUNDATION CONSTRUCTION per IBC Section 1705.6 Periodic inspection required for: - • Footing soil bearing surfaces prior to placing any reinforcing steel • Excavation depth and bearing layer prior to placing any reinforcing steel. • Compacted fill material classification. • Subgrade preparation prior to filling. Continuous inspection for: • Filling operations to satisfy requirements of IBC Table 1705.6 and the geotechnical report listed under SOILS & FOUNDATIONS section. • Compacted fill density testing of each lift, proper lift thickness and material classification. CONCRETE CONSTRUCTION per IBC Section 1705.3 and Table 1705.3 Periodic inspection required for: • Size & placement of all reinforcing steel and PT tendons prior to the pour. • Placement clearances around reinforcing steel and PT tendons at embedded conduit. • Placing & size of cast -in -place bolts and embedded fabrications prior to the pour. • Shape, location & dimensions of members formed. • Use of the required design concrete mix. • Maintenance of specified curing temperature and techniques. • Verification of in -situ concrete strength prior to removal of shores and forms from slabs. • Verification of in -situ concrete strength prior to stressing of PT tendons. Continuous inspection required for: • Placing of reinforced concrete for proper application techniques. • Placing of concrete around cast -in -place bolts and embeds. • Sampling of fresh concrete. • Determinations of slump, air content and temperature. • Grouting operation of post -installed bolts or rebar dowels. • PT Tendon stressing. • Grouting of bonded prestressing tendons in the seismic -force -resisting -system. SHOTCRETE CONSTRUCTION: per IBC 1913 Continuous inspection required for: • Shotcrete placement for the preconstruction test panel. • Taking of core specimens for construction specimens. • Placing of all production shotcrete. STRUCTURAL MASONRY LEVEL 1 per IBC Section 1705.4 and Table 1705.12: Periodic inspection required for: • Size, grade, placement and type of reinforcing steel and connectors • Proportions of site -prepared mortar • Construction of mortar joints • Cleanliness of Grout space prior to grouting • Protection of masonry during cold weather (temp. below 40 degrees F) • Protection of masonry during hot weather (temp. above 90 degrees F). • Compliance with required inspection provisions of the construction documents and the approved submittals. Continuous inspection for: • Size, type & placement of all anchors bolts and embedded fabrications with headed studs • Placing of grout for proper application techniques and code compliance • Installation of post -installed adhesive anchor bolts in CMU • Continuous inspection and observation of any required grout specimens, mortar specimens and/ or prisms. • Continuous inspection of welding of reinforcing bars. STRUCTURAL STEEL per IBC Section 1704.2.5.1: Prior to the start of Fabrication for: • Verification of Shop compliance with IBC Section 1704.2.5.1 for completeness and adequacy of Fabrication and Quality Control procedures. • Verification of Shop compliance with AWS D1.1-2004 Structural Welding Code • Verification of Shop compliance with AISC 360-05 Chapter M & Code of Standard Practice. Periodic inspection required for: • Single -pass Fillet Welds NOT exceeding 5/16" size • Verification of welder qualifications • Verification of valid weld procedure specifications prior to the start of fabrication • Verification of all welded joints • Verification of framing requirements and bolting procedures prior to the start of erection • High Strength Bolting • Welding of stairs, hand -railing and guardrails. WOOD CONSTRUCTION per IBC Section 1705.5 & 1705.11.2 Periodic inspection required for: • Shear Walls: Anchor Bolts, Hold-downs (HD) and Continuous Rod Tie -Down Systems (TDS) in- cluding squash blocks, LPT shear connectors, strap connectors, boundary edge nailing, plate nailing and panel edge shear nailing for size & spacing. • Diaphragms: blocking, strap connections, boundary edge nailing size & spacing where fastener spacing of the sheathing is 4 inches or less. • Moisture content of wood studs, plates, beams and joists. • Proper bottom plates sizes (2x and 3x) and plate washers. • Roof truss 'hurricane' clips. POST -INSTALLED ANCHORS TO CONCRETE AND MASONRY: shall comply with IBC Section 1703. Inspections shall be in accordance with the requirements set forth in the approved [CC Evaluation Re- port and as indicated by the design requirements specified on the drawings. Refer to the POST IN- STALLED ANCHORS section of these notes for anchors that are the basis of the design. Special inspec- tar shall verity anchors are as specified in the POST INSTALLED ANCHORS section of these notes or as otherwise specified on the drawings. Substitutions require approval by the SER and require substanti- atingcalculations and current 2012 IBC recognized ]CC Evaluation Services ES Report. Special In- spector shall document in their Special Inspection Report compliance with each of the elements required within the applicable ICC Evaluation Services (ES) Report. INSPECTION SUBMITTALS: Special inspection reports shall be provided on a weekly basis. Final special inspection reports will be required by each special inspection firm per IBC 1704.2.4. Submit copies of all inspection reports to the Architect/Engineer and the Authority Having Jurisdiction for review. STRUCTURAL OBSERVATION: Structural Observation shall be provided for structures classified as Seis- mic Design Category D, E, and F in accordance with IBC Section 1704.5 and Section 107.3.4. Structural observation site visits will be as follows: (1) During foundation installation (2) During shot creating (3) Prior to each elevated post -tensioned slab pour (4) After substantial completion of the structural systems The Contractor shall notify the SER in a timely manner to allow scheduled Observations to occur. Field (Observation) Reports will be distributed to the Architect, the Contractor, Special Inspector and the Authority Having Jurisdiction. CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to pro- vide the Authority Having Jurisdiction a signed, written acknowledgement of the Contractors responsibilities associated with the above Statement of Special Inspections addressing the requirements listed in IBC Section 1704.4. Contractor is referred to IBC Chapter 1705.11.5 and 1705.11.6 for architectural and MEP building systems that may be subject to additional inspections (based on the building's designated Seismic Design Category listed in the CRITERIA), including anchorage of HVAC ductwork containing hazardous materials, piping systems and mechanical units containing flammable, combustible or highly toxic materials, electrical equipment used for emergency or standby ower, exterior wall panels and suspended ceilin systems. r9 cY Y p � p P 9 Y PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Section 1703. SOILS AND FOUNDATIONS REFERENCE STANDARDS: Conform to IBC Chapter 18 "Soils and Foundations." GEOTECHNICAL REPORT: Recommendations contained in Geotechnical Engineering Report, Edmonds Post Office, Edmonds, Washington, RN File No. 2656-001A,, prepared by Robinson Noble Engineers and dat- ed February 22, 2011 were used for design. CONTRACTOR'S RESPONSIBILITIES: Contractor shall be responsible to review the Geotechnical Report and shall follow the recommendations specified therein including, but not limited to, subgrade preparations, pile installation procedures, ground water management and steep slope Best Management Practices." GEOTECHNICAL SUBGRADE INSPECTION: The Geotechnical Engineer shall inspect all sub -grades and prepared soil bearing surfaces, prior to placement of foundation reinforcing steel and concrete. Geotechnical Engineers shall provide a letter to the owner stating that soils are adequate to support the "Allowable Founda- tion Bearing Pressure(s)" shown below. DESIGN SOIL VALUES: Allowable Foundation Bearing Pressure ........................... 6000 PSF- Native Passive Lateral Pressure .................................................. 300 PCF Active Lateral Pressure (unrestrained) ............................. 35 PCF Active Lateral Pressure (restrained) ................................. 55 PCF Seismic Lateral Pressure (unrestrained) .......................... 6.2H PSF Seismic Lateral Pressure (restrained) .......................... 20.1H PSF Coefficient of Sliding Friction (ultimate, no safety factor).. 0.45 FOUNDATIONS and FOOTINGS: Foundations shall bear on either on competent native soil or compacted structural fill as per the geotechnical report. Tops of footings shall be as shown on plans with vertical changes as indicated with steps in the footings; locations of steps shown as approximate and shall be coordinated with the civil grading plans to ensure that the exterior perimeter footings bear no less than 18 inches below finish grade, or as otherwise indicated by the geotechnical engineer or building official. SLABS -ON -GRADE: All slabs -on -grade shall bear on compacted structural fill or competent native'soil per the geotechnical report. All moisture sensitive slabs -on -grade or those subject to receive moisture sensitive coat- ings/covering shall be provided with an appropriate capillary break and vapor barrier/retardant over the sub - grade prepared and installed as noted in the geotechnical report, barrier manufacturers written recommenda- tions and coordinated with the finishes specified by the Architect. CAST -IN -PLACE CONCRETE REFERENCE STANDARDS: Conform to: (1) ACI 301, "Specifications for Structural Concrete" (2) IBC Chapter 19, "Concrete" (3) ACI 318, "Building Code Requirements for Structural Concrete" (4) ACI 117, "Specifications for Tolerances for Concrete Construction and Materials" FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP-15, "Standard Specifications for Structural Concrete (ACI 301) with Selected ACI and ASTM References." CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures" and IBC. Section 1904.3. MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials" for requirements for cementitious materials, ag- gregates, mixing water and admixtures. SUBMITTALS: Provide all submittals required by ACI 301 Section 4.1.2. Submit mix designs for each mix in the table below. Substantiating strength results from past tests shall not be older than 24 months per ACI 318 Section 5.3. TABLE OF MIX DESIGN REQUIREMENTS Notes Member Strength Test Age Maximum Exposure Max W/ Air Con- (1 to 8 TYP Type/Location f'c (psi) (days) Aggregate Class C Ratio tent UNO) Footings and 4000 28 1" C1 - - - Mat Foundations Columns 6000 56 3/4" - - - - Basement Walls 4000 28 1" C1 0.45 - - Shear Walls 6000 56 '/." - - - - Post -Tensioned Beams and 6000 28 3/." Ci 0.45 - 9 Slabs 3000 stressing Interior Slabs on Grade 4000 28 1" I C1 0.6 - - InteriorToppingSlabs 3000 28 1" C1 0.46 - - Exterior Stem Walls and 3000 28 1" C1 0.45 5% Curbs Table of Mix Design Requirements Notes: (1) W/C Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious mate- rials. Maximum ratios are controlled by strength noted in the Table of Mix Design Requirements and durability requirements given in ACI 318 Section 4.3. (2) Cementitious Materials: (a) The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 318 Sections 4.3.1 and 4.4.2. Maximum amount of fly ash shall be 25%of total cementitious content unless reviewed and approved otherwise by SER. (b) For concrete used in elevated floors, minimum cementitious-materials content shall conform to ACI 301 Table 4.2.2.1. Acceptance of lower cement content is contingent on providing supporting data to the SER for review and acceptance. (c) Cementitious materials shall conform to the relevant ASTM standards listed in ACI 318 Section 3.2.1. (3) Air Content: Conform to ACI 318 Section 4.4.1. Minimum standards for exposure class are noted in the table. If freezing and thawing class is not noted, air content given is that required by the SER. Concrete surfaces in contact with the soil require entrained air. Tolerance is t1-1/,%. Air content shall be meas- ured at point of placement. (4) Aggregates shall conform to ASTM C33. (5) Slump: Conform to ACI 301 Section 4.2.2.2. Slump shall be determined at point of placement. (6) Chloride Content: Conform to ACI 318 Section 4.3.1. (7) Non -chloride accelerator: Non -chloride accelerating admixture may be used in concrete placed at ambi- ent temperatures below 50"F at the contractor's option. (8) ACI 318, Section 4 exposure classes shall be assumed to be CO unless different exposure classes are listed in the Table of Mix Design Requirements that modify these base requirements. (9) Shrinkage Limit: Concrete used in elevated slabs and beams shall have a shrinkage limit of 0,035% at 28 days measured in accordance with ASTM C157. Submit laboratory test results to SER for approval prior to construction. FORMWORK & RESHORING:. Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal of Forms shall conform to Section 2.3.2 except strength indicated in Section 2.3.2.5 shall be 0.75 f c. Reshoring shall conform to Section 2.3.3. Contractor shall submit formwork removal and reshore installation procedure and drawings as applicable sealed by a professional engineer licensed in the state where the project is locat- ed for the SER's information. - MEASURING. MIXING, AND DELIVERY: Conform to ACI 301 Section 4.3. HANDLING, PLACING CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. In addition, hot weather concreting shall conform to ACI 305.1-06 and cold weather concreting shall conform to ACI 306.1-90. JS LLC Suite 301 agmail.com _DO 100 MONTGOMERY STREET -SUITE 1150 vxoxe loci NTeisCsa'CFIfO�,e p84104 ,.,..a,.rem,.•.•m e1.f,11 N/1 4 p'pmob [omrson�" nna NI Po'Yt, RWmA PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC AI i' 04 2011: xn Here Rensox 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PSB vANAcrx FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES IRS STRUCTURAL GENERAL NOTES PRo10ccr xo. 001.00 APRIL 3, 2014 PRO.ECt N-ORK n-CEIWIT APR 04 Z013 S"R� 8■�p�OC1AiE5, 0 SET 1-1-0101-SIOOAw9 3-Apr-14 IO:15 4 cmo gxe (2) Apply curing compounds at a rate equivalent to the rate of application at which curing compound was originally tested for in conformance to the requirements of ASTM C 309-07 and the manufacturer's recommendations. . (3) Apply specified curing compound to concrete slabs as soon as final finishing operations are complete (within 2 hours and after surface water sheen has disappeared). Apply uniformly in continuous opera- tion by power spray or roller in accordance with manufacturer's directions. Recoat areas subjected to heavy rainfall within 3 hours after initial application. Maintain continuity of coating and repair damage during curing period. (4) Use curing compound compatible with and applied under direction of system manufacturer of protec- tive sealer. (5) Apply two separate coats with first allowed to become tacky before applying second. Direction of sect ond application shall be at right angles to direction of first. CONSTRUCTION JOINTS: Conform to ACI 301 Sections. 2.2.2.5, 5.2.2.1 and 5.3.2.6. Construction joints shall be located and detailed as on the construction drawings. Submit alternate locations per ACI 301 Sec- tion 5.1.2.3a for review and approval by the SER two weeks minimum prior to forming. Use of an acceptable adhesive, surface retardant, Portland cement grout or roughening the surface is not required unless specifi- cally noted on the drawings. EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non-structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and architectural drawings and coordinate other embedded items. GROUT: Use 7000 psi non -shrink grout where indicated. POST -INSTALLED ANCHORS to CONCRETE: Anchor location, type, diameter and embedment shall be as indicated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post -Installed Anchor Adhesives. Anchors shall be installed and inspected in strict accordance with the applicable ICC- Evaluation Service Report (ESR). Special inspection shall be per the TESTS and INSPECTIONS section. TOPPING SLABS: Conform to ACI 301 and the recommendations of ACI 302.1 R-04 "Guide For Concrete Floor and Slab Construction." Bonding of two -course floors is a highly critical operation requiring extra care by the contractor. Strict compliance with the concrete mix requirements, especially the water -cement ratio and slump is critical. When a bonding agent is specified, conform strictly to the manufacturer's instructions for use and for all special surface preparations required. BONDING AGENT: Use BASF Concresive Liquid (LPL). Apply in accordance with manufacturer's instruc- tions. JOINT COMPOUND: Provide acid resistant silicone caulk where noted on the drawings. Submit product data for review. SHRINKAGE: Conventional and post -tensioned concrete slabs will continue to shrink after initial placement and stressing of concrete. Contractor and subcontractor shall coordinate jointing and interior material finish- es to provide adequate tolerance for expected structural frame shrinkage and shall include, but not be limited to: storefront, skylights, floor finishes, and ceiling suppliers. Contact Engineer for expected range of shrink- age. CONCRETE CRACK REPAIR AND MAINTENANCE PROGRAM: Concrete shrinks and continues to shrink for up to two years after construction and as a result, cracking will typically occur. These cracks do not typi- cally impair the structural integrity of the slab. However, DCI recommends a one-time crack repair and maintenance program be implemented for those slabs exposed to water or chemicals. The maintenance program shall consist of: (1) Inspect slabs and supporting members two years after construction (2) Determine cracks to be repaired (3) Repair cracks The total length of cracking can be estimated at 0.009 feet of cracks per square feet of slab area. The owner should reserve funds for this one time maintenance program, which is to take place two years after the com- pletion of construction. Even though cracking is normal and most often not structurally significant, when cracking occurs during con- struction the contractor shall contact the Architect/Engineer for review. The contractor should budget 0,004 ft of epoxy injected crack repair per sq/ft of the slab. STRENGTH TESTING: Obtain samples and conduct tests in accordance with ACI 301 Section 1.6.4.2. Ad- ditional samples may be required to obtain concrete strengths at alternate Intervals. . Typical Concrete - Cure 4 cylinders for 28-day test age. Test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in reserve for use as the Engineer directs. . Post -Tensioned Concrete - Cure 6 cylinders for 28-day test age. Test 2 cylinders at 2 or 3 days for post -tensioned concrete only. Test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in reserve for use as the Engineer directs. After 56 days, unless notified bythe Engineer to the contrary, the reserve cylinder may be discarded without being tested for specimens meeting 28-day strength requirements. STRENGTH ACCEPTANCE: A "test" for acceptance is the average strength of two 6 by 12 in. cylinders or three 4 by 8 in. cylinders tested at the specified test age. Strength is satisfactory when: (1) The averages of all sets of 3 consecutive tests equal or exceed the specified strength. (2) No individual test falls below the specified strength by more than 500 psi. CONCRETE PLACEMENT TOLERANCE: Conform to ACI 11 7-1 0 for concrete placement tolerance FLOOR FINISHES: The contractor must provide and correctly install an isolation membrane and properly detailed expansion joints to help minimize cracking of finishes with cementitious setting beds or finish proper- ties (tile, stone, terrazzo, concrete topping, etc). The expansion joints shall be sized for an expected short- ening movement of 0.01 inches per foot. FLOOR FLATNESS and FLOOR LEVELNESS: All concrete slabs (including slabs on grade) shall have a minimum Floor Flatness (FF) of 20 as measured in accordance with ACI 117. Concrete slabs that will re- ceive wood flooring shall have a minimum FF of 35. All concrete slabs on grade shall have a minimum Floor Levelness of 20. as measured in accordance with ACI 117. OVER -FRAMING I STRUCTURAL FOAM FILL / RIGID INSULATION FOAM FILL: Structural foam fill / rigid insulation as shown on the drawin s shall be InsulFoam GF b Insul- 9 9 i Y Foam LLC Engineered EPS, Type ASTM D8817, or approved equal. Provide in locations and thicknesses indicated on plans. Minimum Required Foam Properties are: Foam Type, InsulFoam EPS19; Density, 1.15 pcf; Compressive Resistance, 5.8 psi (at 1 % deformation), 13.1 psi (at 5% deformation), and 16.0 psi (at 10% deformation). REFERENCE STANDARDS: Conform to: (1) ACI 301 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and Reinforce- ment Supports." (2) ACI SP-66 "ACI Detailing Manual" including ACI 315-99 "Details and Detailing of Concrete Reinforce- ment" (3) CRSI MSP-09, 28W' Edition, "Manual of Standard Practice." (4) ANSI/AWS DIA "Structural Welding Code - Reinforcing Steel." (5) IBC Chapter 19, Concrete. (6) ACI 318 "Building Code Requirements for Structural Concrete." (7) ACI 117 "Specifications for Tolerances for Concrete Construction and Materials" SUBMITTALS: Conform to ACI 301 Section 3.1.1 "Submittals, data and drawings." Submit placing drawings showing fabrication dimensions and locations for placement of reinforcement and reinforcement supports. MATERIALS: Reinforcing Bars...................................................ASTM A615, Grade 60, deformed bars. Shear Wall Reinforcing Bars ................................ASTM A615, Grade 60, deformed bars. Weldable Reinforcing Bars..................................ASTM A706, Grade 60, deformed bars. Smooth Welded Wire Fabric................................ASTM A185 Deformed Welded Wire Fabric.............................ASTM A497 Bar Supports ........................................................ CRSI MSP-09, Chapter 3 "Bar Supports." Tie Wire ................................................................ 16 gage or heavier, black annealed. Stud Rails.............................................................ASTM A1044 Headed Deformed Bars .......................................ASTM A970 EARTHQUAKE REQUIREMENTS: Longitudinal Bars in shear walls shall conform to ASTM A706, grade 60 or shall conform to the following requirements: (1) Welding: Welding is not permitted except as specified in the drawings. Weld in accordance with AWS DIA. (2) Mill Tests: Submit mill certificates indicating physical and chemical properties. (3) Yield Strength: Actual yield strength, based on mill tests, does not exceed the specified yield strength by more than 18,000 psi. (Retests shall not exceed this value by more than an additional 3000 psi.) (4) Ultimate Strength: The ratio of the actual tensile strength to the actual yield strength is not less than 1.25. FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication", and ACI SP-66 "ACI Detailing Manual." WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Section 3.2.2.2. "Welding", AWS D1.4, and provide ASTM A706, grade 60 reinforcement. PLACING: Conform to ACI 301, Section 3.3.2 "Placement" Placing tolerances shall conform to ACI 117. CONCRETE COVER: Conform to the following cover requirements unless noted otherwise in the drawings. Concrete cast against earth.................................3" Concrete exposed to earth orweather.................2" Ties in columns and beams .................................. 1-W Bars in slabs ............................ ............................. W Barsin walls........................................................'W Exterior bars in Tilt -up Panels ..............................V SPLICES: Conform to ACI 301, Section 3.3.2.7, "Splices". Refer to "Typical Lap Splice and Development Length Schedule" for typical reinforcement splices. Refer to "Column Vertical Reinforcing Splice Schedule" and "Shear Wall Reinforcing Splice Schedule" for those specific elements. Splices indicated on individual sheets shall control over the schedule. Mechanical connections may be used when approved by the SER. For reinforcing within the lateral system (shear walls) and reinforcing connecting the diaphragm slab to the lateral system, mechanical splice strength is increased to develop 100 percent of the specified tensile strength of the splices bar. STUDRAILS: Where studrails are indicated on the drawings the following systems are acceptable. Studrails (also referred to as punching shear resistor rails) shall conform to ASTM A1044 and be fabricated and in- stalled in strict accordance with the applicable ICC-ESR report and manufacturer's instructions, using chairs provided by the manufacturer to position rails atthe proper height. Submit current manufacturer's data and ICC ESR report of alternate systems to SER for approval. 1. Decon"Studreils"—ICCESR-2494 2. Simpson Strong -Tie "Punching Shear Resistor Rails (PSRR)" — ICC ESR-2992] FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. "Field Bending or Straightening." Bar sizes #3 through #5 may be field bent cold the first time. Other bars require preheating. Do not twist bars. Bars shall not be bent past 45 degrees. SHOTCRETE REFERENCE STANDARDS: Conform to: (1) IBC Section 1910, "Shotcrete", (2) ACI 506.2, "Specification for Shotcrete", (3) ACI 506R, "Guide to Shotcrete", (4) ACI 301, "Specifications for Structural Concrete." SUBMITTALS: Submit shop drawings for review including: (1) Proposed mix design shown below. Include data required by ACI 506.2 Sec. 1.5 "Submittals" (2) Preconstmction test panel results. After shooting, the special inspector shall submit core evaluation reports to insure that proper rebar encasement and nozzling techniques have been achieved. (3) Construction test specimen results. The special inspector shall submit core strength reports. MATERIALS: Conform to ACI 506.2 Sec. 2 "Materials" for Cement, Aggregate, Reinforcement, Water, Ad- mixtures and Curing Materials. REINFORCEMENT: Conform to IBC Sec. 1910.4 "Reinforcement" and CONCRETE REINFORCEMENT section this sheet. SPLICES: Conform to IBC Sec. 1910.4.3, "Splices", for non -contact lap splices. PRECONSTRUCTION TESTS: Prepare preconstruction test panels, as defined by the SER,for each pro- posed mix design and nozzelman in accordance with IBC Sec 1910.5 "Preconstruction Tests" and ACI 506.2 Sec. 1.6.1 "preconstruction Testing" Test panels will be cored at the most congested reinforcing and evalu- ated by the testing labratory. Each nozzelman must pass the evaluation before proceeding with the work. CONSTRUCTION TESTS: Conform to IBC Sec. 1910.10 "Strength Tests" and ACI 506.2 Sec. 1.6.2 "Construction Testing". Take core specimens for each 50 cu yea placed but not less than once each shift The cores may be taken from the actual construction work or sample panels shot during the course of work. Location of cores taken from actual construction work must be approved by the SER prior to commencing work. Sample panels shall be at least 12" x 12" z 7-1/4". Three cores shall be taken from each sample panel and the cores may be either field cured or laboratory cured. Laboratory cured samples shall have an average strength equal to or greater than fc with no individual sample breaking at less than 0.75 fc'. Field cured samples shall have an average strength of at least .85 fc with no individual samples breaking at less than 0.75 fc. CONSTRUCTION: Conform to IBC Sec. 1910 and ACI 506.2 Sec. 3 "Execution" for Examination, Belching and Mixing, Surface Preparation, Joints, Alignment Control, Application, Finishing, Hot Weather, Cold Weather, Protection, Curing, and Tolerances. The contractor shall adhere to the following weather related precautions': . Ensure materials and surrounding air temperature maintained at minimum 40 degrees Fahrenheit prior to, during and 7 days after completion of work. . During freezing or near freezing weather, provide equipment and cover to maintain minimum 40 de- grees Fahrenheit to protect work completed or work in progress. . Suspend operations during high winds, rainy weather, or near freezing temperatures when work can- not be protected INSPECTIONS & ACCEPTANCE: Conform to IBC Sec. 1910.10.3 "Acceptance Criteria." Provide "Special Inspections" during construction and "Visual Examination" when work is complete. Conform to ACI 506.2 Sec. 1.9 "Acceptance." REFERENCE STANDARDS: Conform to: (1) ACI 301, "Specifications for Structural Concrete, Sec. 9 "Pre -stressed Concrete." (2) PTI "Specification for Unbonded Single Strand Tendons", 2"d Edition (2000). SUBMITTALS: Conform to ACI 301 Sec 3.1.1 "Submittals, Data, and Drawings." Submit the following items for review: (1) Coordination Drawings: Submit drawings showing size and location of all slab penetrations, blockouts, conduit, embeds and other items which may affect tendon placement. (2) Shoo Drawings. Submit shop drawings in accordance with ACI 301 Sec. 9.1.2.1 "Drawings." Include the following information: tendon support heights and chair sizes; location and profile of tendons throughout their length; size, location, details, materials and stress grade (where applicable) of ten- dons and accessories, including anchorages and stressing pockets; jack clearances; jacking proce- dures; stressing sequence; initial tensioning forces, gauge pressures and tendon elongation; details of reinforcing steel to prevent bursting and spelling. PT shop drawings shall be stamped by a structural engineer registered in the State of Washington. (3) Stressing Records: Conform to PTI Specification Sec.1.5.7 "Stressing Records." Submit for review. The special inspector shall complete all stressing records. (4) Mill Test Reports: Conform to PTI Specification Sec. 1.5.1. Provide certified mill test reports for each coil or pack of strand. Contractor shall keep reports on file for duration of project. (5) Anchorages and Couplers: Conform to PTI Specification Sec, 1.52. Contractor to keep reports on file for the duration of the project. (6) Sheathing and P-T Coating: Conform to PTI Specification Sec. 1.5.3 and 1.5.4. Contractor to keep reports on file for the duration of the project. POST -TENSIONING MATERIALS FOR ENCAPSULATED SYSTEMS: Strand ........................... ASTM A416, Grade 270, '4" diameter, low relaxation type. Conform to PTI Specification Sec. 2 "Prestressing Steel." Strands shall originate from a PTI certified plant. Sheathing ...................... PTI Specification Sec. 2.3 "Sheathing," including Section 2.3.5 "Aggressive Environments." Anchorages & Couplers .... Conform to PTI Specification. Sec. 2.2 "Anchorages and Couplers", includ- ing Sec. 2.2.6 "Anchorages and Couplers in Aggressive Environments." Pro- vide grease caps for all anchorages at all stressing ends. Tendon anchorag- es and couplings shall be designed to develop static and dynamic strength requirements of Section 2.2.1.1 and Section 2.2.1.2. Castings shall be non- porous and free of sand, blow holes, voids, and other defects. Provision shall be made for plastic cap to fit tightly and seal barred end on stressing side of anchor. Bearing side of anchor casting shall have provision for plas- tic sleeve, which shall prevent moisture leaks into anchor casting or tendon sheathing. For wedge type anchorages, wedge grippers shall be designed to precluded premature failure of prestressing steel due to notch or pinch- ing effects under static and dynamic test load conditions per Section 2.2.3, for low relaxation pre -stressing steel materials. Component parts from dif- ferent manufacturers shall not be used without substantiating test data. Repair Tape .................... PTI Specification Section 3.2.5 Anchor Cap ..................... Grease caps and clear/translucent greased trumpets (or the zero void sys- tem by GTI or approved equivalent) at the PT anchors shall be used to pro- vide watertight connections between the PT sheathing and anchors. (a) Stressing End: Plastic cap shall fit tightly, covering stressing end of bar- rel and wedges, and shall be fitted with sealing device. Cap shall allow minimum 1-Y.." protrusion of strand beyond wedges. (b) Intermediate Stressing Ends: Plastic cap similar to above shall be used with exception that cap shall be open to allow passage of strand with minimum Y.." chimney extension of cap. (c) Coating Material: Wedge area and plastic cap shall be completely filled with same grease used along length of strand. Sleeve and Grommet ........ A grease filled plastic sleeve shall be used on bearing side of anchor cast- ing which will prevent moisture leaks into anchor casting or tendon sheath- ing. Plastic sleeve shall be minimum 10" long. A grommet shall be used at stressing ends, split grommet at intermediate stressing points, to prevent moisture leaks into anchor casting or tendon sheathing. CORROSION INHIBITING COATING: Conform to PTI Specification Sec. 2A 'P-T Coating" OTHER MATERIALS: Conform to notes for CAST -IN -PLACE CONCRETE and CONCRETE REINFORCE- MENT sections, except all admixtures shall be chloride free unless approved by the Engineer. PRE -CONSTRUCTION MEETING: the contractor shall arrange a preconstruction meeting. The contractor, structural engineer -of -record, subcontractors involved with the post -tensioning work, representatives of the City of Seattle and representatives of the special inspection agency shall attend this meeting. This require- ment is based on the Seattle Department of Planning and Development Director's Rule 20-96. See Rule 20- 96 for additional requirements. HANDLING. STORAGE, SHIPPING: Conform to PTI Specification See. 1.6.2 and 1.7. INSTALLATION REQUIREMENTS: Conform to PTI Specification Sec.3.2 "Tendon Installation." (1) DRAPES: Place tendons parabolic between supports and conform to controlling points shown on the drawings unless noted. Dimensions shown on drawings locate the c.g. of the tendon from the bottom of the slab or beam. Low points are at mid -span unless noted otherwise. (2) SUPPORTS: Tendons shall be firmly supported at Intervals not to exceed 4 ft. to prevent displacement during placing of concrete. (3) TENDON BUNDLES: Twisting or entwining of individual strands within the bundle will not be permit- ted. (4) TOLERANCES: Vertical deviations in tendon location shall not exceed the following nor maximum cov- er deviations per ACI 117: (a) t 1/4" for member thickness less than 8" (b) t 3l8" for member dimensions from 8" to 24" (c) t 1/2" for member dimensions more than 24" SHEATHING REPAIR: Conform to PTI Specification Sec. 3.2.5 "Sheathing Inspection." (1) Restore tendon grease coating in damaged area and 2 inches beyond each end of damage. (2) Place piece of longitudinally split tubing around greased tendon. Split tubing overlap shall be on oppo- site side of sheathing tear. Length of split tubing shall extend past damaged area 3 inches at each end. Alternatively, use two pieces of overlapping slit sheathing. Align slits on opposite sides of tendon from each other. (3) Tape entire length of repaired area, spirally wrapping tape around repair to provide at least two layers of tape. Taping shall ovedap repaired area by 3 inches at each end. Before taping, repair area shall be dry and free of grease. CONCRETE PLACEMENT: Conform to PTI Specification Sec. 3.3. TENDON STRESSING: Conform to PTI Specification Sec. 3.4 "Tendon Stressing." SCHEDULE: Stressing shall be performed within 96 hours of concrete placement unless approved by the Engineer. SEQUENCE: Stress temperature tendons first, followed by uniformly distributed tendons, additional slab ten- dons, and then beam or banded tendons. SHORING: Shoring shall remain in place until tendons are stressed. Shoring at closure strips and pour strips shall remain in place until concrete placed in closure strip has attained design strength. RESHORING: When re -shoring is required, reference "DESIGN BY OTHERS" above in these notes. CONCRETE STRENGTH: Compressive strength of field -cured specimens shall be not less than 3000 psi at time of stressing. STRESSING JACKS: Conform to PTI Specification Sec. 3.4.1.3 "Stressing Jacks" and Sec 3.4.2 "Jack Cali- bration." Provide calibration certificates with each jack. Contractor shall keep certificates on file for duration of project. ELONGATIONS: Conform to PTI Specification Sec. 3.4.3 "Elongation Measurements." Measured elonga- tions shall agree with calculated values within *7%. Discrepancies exceeding 7% shall be resolved with the Engineer prior to cutting and capping the tendons involved. TENDON FORCES: Forces during and after stressing shall meet the following criteria: Maximum Force at Jacking ............... 33.0 KIPS Maximum Force at Anchoring........... 28.9 KIPS Minimum Final Effective Force......... 26.8 KIPS TENDON FINISHING: Conform to PTI Specification Sec. 3.5 "Tendon Finishing" Finishing shall be complet- ed within 3 days of acceptance of stressing records. CUTTING APPROVAL: Excess strand shall not be cut without approval of the Engineer. Transmit complete stressing reports to DCI as soon as possible after stressing has been completed. DCI will promptly review and indicate whether or not cutting of tendons is acceptable. If all tendons are within tolerance, the contrac- tor may cut excess strand at their own risk before DCI approval is received. Basic elongation tolerance is t7 % from calculated. Out of tolerance tendons will be approved by the FOR on a case by rase basis. CUTTING Conform to PTI Specification Sec. 3.5.1 "General." Tendons may be cut by means of oxyacety- lene torch, abrasive wheel or hydraulic shears. When using oxyacetylene cutting do not direct flame toward wedges. COATING & CAPPING: Where "encapsulated system" is noted on the drawings conform to PTI Specification See. 3.5.2 "Aggressive Environments." Immediately after cutting the tendon, spray the exposed face of the anchor and wedges with Rustoleum or epoxy paint, being careful to avoid spraying the concrete faces of the stressing blockout. Install the grease -filled plastic raps as soon as possible. STRESSING POCKETS: Conform to PTI Spec. Sec. 3.5.3 "Stressing Pockets." (1) Preparation: Clean the inside surfaces of the pocket to remove Iaitance and grease. Coat inside sur- faces with a resin bonding agent after cleaning at the contractor's discretion. (2) Filling: Fill pockets with non-metallic non -shrink grout. Grout shall not contain chlorides or other chemicals deleterious to the pre -stressing steel. EMBEDS AND FASTENERS: Embeds and inserts for support of all non-structural elements, mechanical and other equipment shall be cast into the slab. Drilled or powder -driven fasteners will not be permitted except as noted below. REFERENCE STANDARDS: Conform to: 1) IBC Chapter 21,"Masonry." 2) ACI 530/ASCE SITMS 402,"Building Code Requirements for Masonry Structures." 3) ACI 530. VASCE 6rFMS 602, "Specification for Masonry Structures." 4) ACI SP-66, "ACI Detailing Manual" 5) ACI 315, "Details and Detailing of Concrete Reinforcement" 6) ANSI/AWS D1.4, "Structural Welding Code - Reinforcing Steel." SUBMITTALS: Conform to MSJC.1 Section 1.2. Submit shop drawings for review including: 1) Masonry reinforcement, size, layout, and grade in accordance with plans. 2) Material certificates for all Steel Reinforcing, Anchors, Ties and Metal Accessories certifying compli- ance with required strength, grade and ASTM standards. 3) Certification letters for masonry block and grout mix design certifying compliance with required strength and respective ASTM standards. 4) Mix Designs for each Grout Mix indicating type and proportions of ingredients in compliance of Pro- portion Specification. 5) Location of expansion and control joints. 6) Product Information, ICC ESR Reports and Material Certifications certifying compliance for all non - pre -approved Post -Installed Anchors. STRENGTH: The assumed compressive strength of the masonry assemblage, fell, is 1500 psi based on IBC Section 2105.2.2.1.2 for concrete masonry and [2000] psi based on IBC Section 2105.2.2.1.1 for clay ma- sonry. MATERIALS: Concrete Masonry Units .... ASTM C 90, Grade N-1, medium weight (approx. 115 PCF). Provide 1,900 psi compressive strength to achieve masonry assembly strength Indicated above under STRENGTH. Mortar ............................ ASTM C270, Type S, and IBC Sec. 2103.7 "Mortar." Grout ............................ ASTM C476 and IBC Sec. 2103.12. Use fine grout except coarse grout may be used where permitted by ACI 530 Table 1.16.1 Reinforcing Bars .............. ASTM A615, Grade 60, deformed bars Joint Reinforcement.......... ASTM A951 and IBC Sec. 2103.13 Anchor Ties .................. IBC Section 2103.13 and ACI 530 Section 2.4D Water ............................ Clean and potable Admixtures ..................... Admixtures shall not be used unless approved by the SER. QUALITY ASSURANCE: Conform to IBC Section 2105 "Quality Assurance'. (1) Masonry Units: A letter of certification from the manufacturer of the units shall be provided to the SER at the time of, or prior to, the delivery of the units to the jobsite to ensure the units have been tested according to ASTM C 140 and comply with the compressive strength specified above and ASTM C 90. (2) Mortar: No mortar testing is required. (3) Grout: A letter of certification from the supplier of the grout shall be provided to the SER at the time of, or prior to, delivery of the grout to the jobsite to ensure that the grout complies with ASTM C 476. (4) Mortar: No mortar testing is required. DELIVERY. STORAGE AND HANDLING: Delivery, storage and handling of materials used for masonry con- struction shall be per MSJC.1, Section 1.7. SPECIAL INSPECTION: Special Inspections shall be performed per the "TESTS AND INSPECTIONS" sec- tion of the STRUCTURAL GENERAL NOTES. ANCHORS, TIES AND CONNECTORS: Masonry anchors, ties and connectors shall be as specified on structural drawings. Consult architectural drawings for masonry anchor ties not included on the structural drawings. EMBEDDED ITEMS: Embedded Items and Accessories shall be in accordance with MSJC Section 1.15.2 and installed in accordance with MSJC.1 Section 3.3E. Position and Secure in place expansion joint materi- al, anchors and other structural and non-structural embedded items before placing grout. Contractor shall refer to structural, architectural, mechanical, electrical, plumbing, etc. and coordinate all embedded items. POST -INSTALLED ANCHORS TO MASONRY: Anchor location, type, diameter and embedment shall be as indicated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post -Installed Anchor Adhesives. Anchors shall be installed and inspected in strict accordance with the applicable ICC- Evaluation Service Report (ESR). Special inspection shall be per the TESTS and INSPECTIONS section. MASONRY REINFORCING STEEL: Masonry reinforcing shall be as noted on plans and shall be securely placed in accordance with IBC Sections 2104.1.1, 2106, and 210E and MSJC Section 1.13. Unless other- wise noted on the plans, the minimum wall reinforcement shall be as follows: TABLE OF MINIMUM REINFORCING Wall Thickness Vertical Bars Running Bond Stack Bond Hori- Horizontal Bars zontal Bars 4" #4 @ 48" OC #4 @ 48" OC #4 @ 40"OC 8" #5 @ 40" OC #5 @ 48" OC #6 @ 48"OC 8" #5 @ 48" OC (2) #4 @ 48" OC (2) #5 @ 48-OC 12" #6 @ 32" OC (2) #5 @ 48-OC (2) #6 @ 48-OC Bond beams with horizontal bar or bars shall be provided at 48 inches on center and at all floor and roof lines and at the top of the wall, Provide a bond beam with horizontal bar or bars over all openings, and ex- tend these bars 2'-O" past the opening at each side. Provide a bar or bars vertically for the full height of the wall at each side of openings, wall ends and intersections. Dowels to masonry walls shall be embedded a minimum of V-6" or hooked into the supporting structure and be of the same size and spacing as wall rein- forcing. Reinforcing steel shall be as specified under "MATERIALS" Section. Provide corner bars to match the horizontal wall reinforcing at wall intersections. All bare shall be lapped a minimum 48 diameters or T-8" minimum unless noted on the plans. LINTELS: Reinforced masonry lintels to be installed over all openings unless otherwise indicated on draw- ings. Do not splice reinforcing bars within lintels and maintain 8 inch bearing minimum on each side. Unless otherwise noted on the plans, the minimum reinforcement for lintels in 8" masonry shall be as follows: (1) Openings up to 42 inches wide: (2) #4 at bottom web of 8 inch deep lintel. (2) Openings 42 to 78 inches wide: (2) #4 at bottom web of 16 inch deep lintel. (3) Openings over 78 inches wide: Reinforce per drawings CONSTRUCTION: Masonry shall be constructed in accordance with IBC Section 2104 "Construction", and MSJC.1 Part 3 "Execution." COLD AND HOT WEATHER CONSTRUCTION: Cold and hot weather construction shall be in accordance with IBC Section 2104.3 and 2104.4. BLOCK PATTERN: Use running bond unless noted. For stack bond, follow criteria in MSJC Section 1.11. GROUTED CELLS: Fill J cells with grout unless noted otherwise on plans. Minimum grouting spaces and construction shall be in accordance with MSJC Section 1.16 and MSJC.1 Section3.5. GROUT POUR HEIGHT: Grout Pour Height shall not exceed height specified in MSJC.1 Section 3.5C. Ma- sonry blocks shall be adequately braced to withstand fluid pressures of Grout Pour, see temporary bracing. GROUT LIFTS: Unless otherwise noted, Grout Lifts and pour height shall not exceed 51t 41n, Grout Lifts shall not exceed spacing of intermediate reinforced bond beams. Grout Lifts exceeding 5 feet 4 inch shall be ap- proved by SER. CONTROL AND EXPANSION JOINTS: Reference Drawings for typical details of Masonry Control and Ex- pansion Joints. Location of control and expansion joints shall be approved by SER. Unless otherwise indi- cated on drawings, install control and expansion joints at the following: (1) Continuous Walls: Vertical joints at the lesser of 1.5 times the wall height or 25 feet on center maxi- mum. (2) Comers and Intersecting Walls: First vertical joint from the corner at lesser of 1.25 times the wall height or 16 feet. (3) Abrupt changes in wall height and wall thickness, such as adjacent to columns or pilasters, TEMPORARY BRACING: Contractor is responsible for all temporary bracing of masonry during construction. Reference "CONTRACTOR RESPONSIBILITIES" section for further information and requirements, BRICK VENEER REFERENCE STANDARDS: Conform to: 1) IBC Chapter 14, "Exterior Walls." 2) TMS 402/ACI 530/ASCE 5, "Building Code Requirements for Masonry Structures.", Chapter 6 "Veneer". 3) TMS 602/ACI 530.11ASCE 6 "Specification for Masonry Structures." SUBMITTALS: Submit product specific Information on anchor size, type and capacities with corresponding ICC-ESR reports regarding wire lies, sheet metal connector pieces, screws, and expansion anchors to the Architect/Engineer for review. MATERIALS: Brick Veneer .................. ASTM C216, Grade MW Mortar ........................... ASTM C270, Type S, and IBC Section 2103.9 "Mortar." Joint Reinforcing .............. ASTM A951, W1.7 (0.148" Diameter) - Hot Dip Galvanized. Anchors Ties ................ Hohmann & Barnard adjustable two-piece seismic anchors made of 14 gage or 12 gage galvanized metal and/or W2.8 (3/16" diameter) galvanized wire COATINGS: All parts of the veneer anchorage system shall be fabricated of similar metals with "Inn EWFD ings to reduce the possibility of galvanic corrosion occurring. MAY 3:.12014 HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscoUl(pgmail.min MOO I r= n G 0 P T sr= I R So 100 MONTGOMERYSMEET"SUITE 115) SAN FMNCECO, CALIFORNIA M104 xE:E,i-1-1 �r �cl-1. m+B cc"Movzl.,.,m y.�c.i,,,na R",„m PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC r.. 1. rp. — RLNaPV 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS 11— UIRECTEH SB PROACT MAN— SB P-ECT A-1— SB PROJECT — MEMBER . xE R , 1 OF Y / w fc A 40789 L FTKU rQJAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES Tsu STRUCTURAL GENERALNOTES PN0.EOT W. 10001.00 APRIL 3, 2014 PNmECT Nl— PAIN RECEIVED APR 0 4 2013 9,1, �& AOCIATE ,.E CFT Reviewed BECK & ANCHORS: Anchors shall have a positive mechanical connection to the continuous wire joint reinforcing in the veneer. Both wire and sheet -metal anchors shall extend into the veneer a minimum of 1%" and shall have a minimum of 5/8" mortar cover on the outside face. All anchors shall adjust 1-Y.." up or down to allow for different course heights and shall allow at least W horizontal in -plane and 3W vertical in -plane movement to accommodate expansion, contraction, shrinkage and other movement. PINTLE ANCHORS: Pintle anchors shall have at least two pintle legs of wire size W2.8 (3/16" diameter) each and shall have an offset not exceeding W from the horizontal plane of the plate anchored to the struc- ture. JOINT REINFORCING : Brick veneer shall have continuous joint reinforcing of W1.7 (0.148" diameter) wires at a maximum vertical spacing of 16"oc. Lap wires 10" at splices. ANCHOR TIE ATTACHMENT: Anchor ties shall be attached per the following requirements: (1) Concrete or Masonry - W expansion bolt or screw anchor for concrete or masonry embedded 2" mini- mum. (2) Steel Studs -Two (2) #12 (0.209" diameter) screws per anchor. (3) Wood Studs - Two (2) #9 (0.177" diameter) screws per anchor embedded at least 1 Y.." into the wood stud. (4) Channel Slot Anchor Assemblies - 305 Dovetail Anchor Slot embedded in the concrete and a 303 SV Seismic Notch Dovetail Anchor, ESPANSION JOINTS: Coordinate expansion joint locations with the architect prior to erection. Typically expansion joints should be Installed at 24" from corners on one side of the corner, at intersecting walls, at changes in wall height, at changes in wall thickness and at 20' maximum on center. CONSTRUCTION OVER STUDS: When applied over wood or metal stud construction, the studs shall be spaced a maximum of 16 inches on centers and approved paper shall first be applied over the sheathing or wires between studs except as otherwise provided in IBC Section 1402-1405. An air space of at least one inch should be maintained between the backing and the veneer. The air space must be kept free and clear of debris and mortar droppings. REFERENCE STANDARDS: Conform to: 1) IBC Chapter 19, "Concrete" 2) ACI 318, "Building Code Requirements for Structural Concrete" 3) IBC Chapter 21, "Masonry" 4) ACI 530/ASCE 5/TMS402, "Building Code Requirements for Masonry Structures" POST -INSTALLED ANCHORS: Install only where specifically shown in the details or allowed by SER. All post -Installed anchors types and locations shall be approved by the SER and shall have a current ICC- Evaluation Service Report that provides relevant design values necessary to validate the available strength exceeds the required strength. Submit current manufacturers data and ICC ESR report to SER for approval regardless of whether or not it is a pre -approved anchor. Anchors shall be installed in strict accordance to ICC-ESR and manufacturers instructions. No reinforcing bare shall be damaged during installation of post - installed anchors. Special inspection shall be per the TESTS and INSPECTIONS section. Anchor type, di- ameter and embedment shall be as indicated on drawings. ADHESIVE ANCHORS: The following Adhesive -type anchoring systems have been used in the design and shall be used for anchorage to CONCRETE, as applicable and in accordance with corresponding current ICC ESR report. Drilled -in anchor embedment lengths shall be as shown on drawings, or not less than 7 times the anchor nominal diameter (71)). (1) HILTI"HIT-HY 200"-ICC ESR-3187 for anchorage to CONCRETE (2) HILTI "HIT -RE 500 SD" - ICC ESR-2322 for anchorage to CONCRETE (3) SIMPSON "SET-XP" - ICC ESR 2508 for anchorage to CONCRETE (4) POWERS "PE1000" - ICC ESR-2583 for anchorage to CONCRETE EXPANSION ANCHORS: The following Expansion type anchors are preapproved for anchorage to CON- CRETE in accordance with corresponding current ICC ESR report: (1) HILTI"KWIK BOLT TZ"-ICC ESR-1917 foranchorege to CONCRETE (2) SIMPSON "STRONG -BOLT 2"- ICC ESR-3037 for anchorage to CONCRETE (3) POWERS "POWER-STUD+SD1"-ICC ESR-2818 for anchorage to CONCRETE SCREW ANCHORS: The following Screw type anchor is pre -approved for anchorage to CONCRETE in ac- cordance with Corresponding current ICC ESR report: (1) SIMPSON "TITEN HD"- ICC ESR-2713 for anchorage to CONCRETE (2) POWERS "WEDGE -BOLT +"-ICC ESR-2526 for anchorage to CONCRETE (3) POWERS "SNAKE"-ICC ESR-2272 for anchorage to CONCRETE (4) HILTI"HUS-EZ"-ICC ESR-3027 for anchorage to CONCRETE STRUCTURALSTEEL REFERENCE STANDARDS: Conform to: (1) IBC 2009, Chapter 22-"Steel" (2) ANSI/AISC 303 "Code of Standard Practice for Steel Buildings & Bridges" (3) ANSI/AISC 360 "Specification for Structural Steel Buildings" (4) AISC 348/RCSC "Specification for Structural Joints using ASTM A325 or A490 Bolts" (5) AWS D1.1 "Structural Welding Code" SUBMITTALS: (1) Shop drawings shall be prepared In accordance with AISC 360 Section M.1 and AISC 303 Section 4. (2) Submit welder's certificates verifying qualification within past 12 months. (3) Affidavit slating the steel provided meets the requirements of the grade(s) specified. (4) OA Plan and Procedures of Fabrication Shop not WABO Certified, MATERIALS: Wide Flange (W), Tee (WT) Shapes....................ASTM A992 Fr = 50 ksi Channel (C) & Angle (L) Shapes .........................ASTM A36, Fr = 36 ksi Structural Bars & Plates (PL)...............................ASTM A36, F, = 36 ksi Hollow Structural Section -S uare/Rect (HSS ..ASTM A500 Grade B F =46 ksl I Pi PIPE 12" die. and less .............ASTM A53 Grade B F = 35 ksi Structure Pipe, ) r High -Strength Bolts..............................................ASTM A325/171852, Type 1, Plain Nuts...................................................................... ASTM A563 Washers (flat or beveled).....................................ASTM F436-required @ slotted & oversize holes Anchor Rods (Anchor Bolts)................................ASTM F1554, Gr. 36 Mild Threaded Rods ............................................ASTM A36 F = 36 ksi Threaded Rods (Anchor Bolts) ............................ASTM A307, Fy = 35 ksi Welded Headed Studs (WHS) 314" or 718 . .......... ASTM Al 08 - Nelson/TRW S& or equal Welded Headed Studs (WHS) 1/2" or 618 . .......... ASTM At 08 - Nelson/TRW H4L or equal Dowel Bar Anchors .............................................ASTM A496 - Nelson/TRW D2L or equal Welding Electrodes .............................................. E70XX, E71TXX uno with min toughness of 20 ft-lbs at 40 degrees Fahrenheit. WELDING Welding shall conform to AWS D1.1 and visually conform to AWS Section 6 and Table 6.1. Fabrication/erection inspections by the Contractor per AWS D1.1 Section 6, shall be by associate/certified inspectors (AWI/CWI) per AWS QC1 or AWS 96.1. Special Inspections (verification Inspections) shall be by a certified Welding Inspector (WI) or Senior Welding Inspector (SWI) per AWS B5.1. WELDER QUALIFICATIONS: Welders shall be qualified for the specific prequallfied joints required by the design and certified in accordance with WABO requirements. Welder qualifications and WPS's shall be maintained at the site of the work and shall be readily available for inspection upon request, both in the shop and in the field. WELDED HEADED STUDS EMBEDDED STEEL PLATES: Headed studs welded to steel embedment plates cast monolithic with concrete and shall be welded in accordance with AWS D1.1 Chapter 7 "Stud Welding", unless noted otherwise on plans. HIGH -STRENGTH BOLTING: High Strength bolts shall be of the ASTM Grade and Type specified in the Materials section. Unless noted otherwise, install bolts in joints in accordance with the RCSC Specification as Joint Type ST, "Snug Tight" - per RCSC Specification Table 4.1 and Section 8.1. Inspection is per RCSC Section 9.1. POST -INSTALLED ANCHORS to CONCRETE: Anchor location, type, diameter and embedment shall be as indicated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post -Installed Anchor Adhesives. Anchors shall be installed and inspected in strict accordance with the applicable ICC- Evaluation Service Report (ESR). Special inspection shall be per the TESTS and INSPECTIONS section. FABRICATION • Conform Band AISC 360 Section M2 and M5. The fabricator shall to AISC 303 Section s per IBC Section 1704.2.1 that provides the quality control procedures maintain detailed fabrication &erection q Y P P P basis for inspection control of the workmanship and ensures that the work is performed in accordance with Code of Standard Practice, the AISC Specification, and the Contract Documents. Fabricators certified by the AISC Quality Certification Program with the following level of certification: Sbd - Conventional Steel Building Structures are deemed to comply with this provision. ERECTION: Conform to AISC 303, Section 7 "Erection", Section 8 "Quality Assurance." and AISC 360, Sec- tion M4. The Erector shall maintain detailed fabrication & erection quality control procedures that ensure that the work is performed in accordance with AISC 360 Section M, AISC 303, and the Contract Documents. Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. BRACING and SAFETY PROTECTION: The contractor shall provide temporary bracing and safety protec- tion required by AISC 360 Section M4.2 and AISC 303 Section 7.10 and 7.11. PROTECTIVE COATING REQUIREMENTS: Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless a multi -coat system is required per the project specifications, (1) INTERIOR STEEL: Unless noted otherwise, do not paint steel surfaces to be: a) Concealed by the interior building finishes, b) Fireproofed, c) Embedded in concrete, d) Welded (2) EXTERIOR STEEL: Exposed exterior steel shall be protected by either: a) Paint with an exterior mufti -coat system as per the project specifications. Field touch-up paint- ing shall as per the project specifications. b) Galvanizing: Unless protected with a paint system, exposed steel (outside the building enve- lope) shall be hot -dipped galvanized, where noted on the plans or otherwise indicated by the finishes specified by the Architect. Apply field touch-ups per project specifications. METAL ROOF DECK REFERENCE STANDARDS: Conform to: 1) ICC Report ESR-1735P reissued January 1, 2013 2) AISI NAB - "American Iron and Steel Institute North American Specifications" or ASCE 8.02 - 'Speclficatlon for the Design of Cold -Formed Stainless Steel Structural Members' 3) NASPEC 2007 - "North American Specification for the Design of Cold -Formed Steel Structural Members" 4) AISI - "Specification for the Design of Cold -Formed Steel Structural Members", 5) AWS D1.3 - "Structural Welding Code - Sheet Steel" SUBMITTALS: Submit shop drawings to the Architect/Engineer for review. Shop drawings shall include ma- teriel type, design loads, diaphragm capacities, span layout by SSE, deck attachments, metal deck edge form design & calculations, and shoring requirements. All openings shall be indicated. Any alternate deck types and gages shall be submitted to the Architect/Engineer for review prior to fabrication and shall include a valid ICC evaluation report, calculations & shop drawings (component design drawings) stamped by the SSE. MATERIALS: Metal deck shall be ASTM A653 - SS Designation, Grade 33. Zinc coated per A653, G60. Minimum yield strength shall be 38 lost. INSTALLATION: Install deck in accordance with suppliers instructions and shop drawings. Attachments shall resist the uplift forces and the diaphragm shear forces shown on the drawings. Welding shall conform to AWS D1.3. Welders shall have current WABO Light Gage Certification. Minimum end lap shall be 2" cen- tered over supports. Minimum bearing shall be 2." OPENINGS: Deck openings less than 6" do not require reinforcement. For larger openings, refer to typical details. ACCESSORIES: Deck manufacturer shall furnish shoring plans, closure plates, ridge and valley plates, cant strips, sump pans, flashing and all other light gage steel material required to complete the work. DECK FASTENING: Minimum deck fastening shall be as follows, unless noted otherwise on the drawings: • 112" diameter puddle welds each rib at transverse and perimeter supports, • 1/2" diameter puddle welds at 6" OC at longitudinal supports, • Side lap connections capable of 600 PLF COLD -FORMED STEEL FRAMING REFERENCE STANDARDS: Conform to: (1) AISI "North American Specification for the Design of Cold -Formed Steel Structural Members" (2) AISI "Standard for Cold Formed Steel Framing - General Provisions" (3) AISI "Standard for Cold Formed Steel Framing - Header Design" (4) AISI "Standard for Cold Formed Steel Framing - Wall Stud Design" (5) AWS D1.3 "Structural Welding Code - Sheet Steel." SUBMITTALS: Submit product data and proof of ICC approval for framing members and fasteners. MATERIALS: Structural Sections 54, 68 & 97-mil; ASTM A653 Grade D or ASTM A1011 Grade 50, Min Fy=50 KSI, 33 & 43-mil; ASTM A653 Grade A, or ASTM A1011 Grade 33, Min Fy=33 KSI Sheet Metal Screws Grabber or Buildex TEK-Self-Drilling, #10 screws unless noted otherwise on drawings; ASTM C1513 or SER approved alternate Fasteners to Steel Hilti X-U Power Actuated Fasteners - ICC ESR-2269 Fasteners to Concrete Hilt! X-U Power Actuated Fasteners with''/." embedment- ICC ESR-2269 Weld Material E60XX electrodes conforming to AWS D1.3 GALVANIZED MATERIAL: Studs and track shall be galvanized in accordance with ASTM A653, G60, unless in contact with pressure treated wood. If in contact with pressure treated wood, use G90 or greater coatings. Fastenings not shown on the drawings shall be as recommended by the manufacturer. SIZE AND PROFILE: Cold -formed steel framing members shall be as specified by the Steel Stud Manufac- turers Association (SSMA) and of the size and profile as shown on the drawings. Altercate members equiva- lent in shape, size, and strength by manufacturers not members of the Steel Stud Manufacturers Association shall be subject to review and approval by the Architect / Engineer. CONNECTORS and FASTENERS: Connectors shall be installed per the manufacturers instructions. All' screws shall be snug with steel surface and screws shall penetrate into steel studs by a minimum of three exposed threads. Connections shall not be stripped. Screws shall be installed a minimum of 3/8" from steel edges and no less than'/," o.c. spacing. When fastening to steel, Powder Actuated Fasteners shall be installed a minimum of 1/2" from steel edges and with no less than 1" o.c. spacing. When fastening to concrete Powder Actuated Fasteners shall be in- ng stalled a minimum of 3" from concrete edges and with no less than 4" o.c. spacing. Powder Actuated Fasten- ers shall not be used for hanging applications. MEMBER CONDITION: All structural cold -formed framing members must be in good condition. Damaged members, members with cracking in the steel at the bend radius locations, and members with significant red rusting or scaling of the protective coating are unacceptable and must be replaced, unless approved by the SER. Handling and lifting of prefabricated panels shall not cause permanent distortion to any member or collateral material. Members not meeting tolerances listed below shall be replaced prior to loading. FIELD CUTS AND NOTCHES: Field cuts and notches of any kind (including widening pre -punched holes) are NOT allowed in any structural cold -formed steel member without prior approval from SER. STEELSTAIRS REFERENCE STANDARDS: Conform to: 1) IBC Chapter 10 - "Means of Egress", IBC Table 1607.1 2) NAAMM- "Metals Stairs Manual" 3) ANSI/AISC 360-10 - "Specification for Structural Steel Buildings" 4) AISI 2007- "North American Specification for the Design of Cold -Formed Steel Structural Members" 5) AWS 131.1-10 "Structural Welding Code - Steel", 6) AWS D1.3-08 "Structural Welding Code - Sheet Steel." SUBMITTALS: Steel stairs are to be prepared by a SSE. Reference DEFINITIONS and DEFERRED SUB- MITTALS above. Submit structural calculations and shop drawings (component design drawings) stamped by a professional Structural Engineer registered in the state of California. MATERIALS: Structure[ WF Shapes ......................................... ASTM A992-GR50 Steel Channels, Angles, Plates & Bar ................. ASTM A36 Sheet Steel (Galvanized) ..................................... ASTM A446 Steel Pipe Rail ..................................................... ASTM A53, Grade B Steel Tubing......................................................... ASTM A500, Grade B Steel Rod............................................................. ASTM A36 or A307 Steel Deck........................................................... 1-1/2" Composite Floor Deck Bolts..................................................................... ASTM A325N Welds, Structural Steel.........................................AWS D1.1 Welds, Sheet Steel...............................................AWS D1.3 Welded Headed Studs (WHS) .............................ASTM A108, AWS D1.1 Headed Concrete Anchors (HCA)........................ASTM A108, AWS D1.1 (1) Scope: Include treads, risers, stringers, landings, railings and all connections including connections to the primary structure unless noted otherwise. All inserts required for attachment to the primary struc- ture shall be designed and provided by the stair supplier. 2 Loads: Stair treads shall be designed for 100 PSF live load or a 300 Ib. concentrated load laced to O 9 P produce maximum stress, whichever controls. Stringers and landings shall be designed for 100 PSF live load. Live load deflection shall not exceed 1/360 of the span. The stair assembly and attachment to the main structure shall be designed for lateral loads per IBC Chapter 16. (3) Railings: The completed handrail, guardrail, and supporting structure and their connections shall be designed to resist loads as specified in IBC Section 1607.8. ARCHITECTURAL REQUIREMENTS: Conform to shape and configuration shown on the architectural draw- ings. Consult the project specifications for additional information. All steel shall be painted per project specifi- cations with one coat of standard shop primer unless noted otherwise on the drawings or in the specifica- tions. CONCRETE FILL: Conform to notes, this sheet for CAST -IN -PLACE CONCRETE and CONCRETE REIN- FORCMENT. Provide minimum 3000 psi concrete and WWF 64-W1.411/1.4 or Fibermesh unless noted on the drawings. WOOD FRAMING REFERENCE STANDARDS: Conform to: (1) IBC Chapter 23"WOOD" (2) NDS -"2005 National Design Specification (NDS) for Wood Construction" (3) APA PDS "Plywood Design Specification" (4) APA Report TT-045B "Minimum Nail Penetration for Wood Structural Panel Connections Subject to Lateral Loads" SUBMITTALS: Submit shop drawings to the Architect/Engineer for review. Shop drawings shall include member size, spacing, camber, material type, grade, shop and field assembly details and connections, types and location of bolts and other fasteners. Supply shop drawings for the following: (1) Glued laminated members (2) PSL members (3) LVL members (4) LSL members (5) Tapered & Parallel Wood I Joists (Solid web -wood joists) (6) Panelized wood walls & connection details MATERIALS: Sawn Lumber .....................Conform to grading rules of WWPA, WCLIB or NLGA. Fingerjointed studs acceptable at interior walls only. Member Use Size Species Grade Wall Stud 2x4, 3x4, 2x6, 3x6 Doug Fir Larch No. 2 Sill Plate 2x4, 3x4, 2x6, 3x6 PT Doug Fir Larch No. 2 Post 4x4, 4x6, 4x8 Doug Fir Larch . No. 2 Floor or Roof Joist 2x6 through 2x12 Doug Fir Larch No. 2 Beam 4x8 through 4x12 - Doug Fir Larch No. 2 Beam 6x8 through 6x12 Doug Fir Larch No. 1 Post or Timber 6x6, 8x8 Doug Fir Larch No. 1 Glued Laminated Timber...... Conform to AITC 117-2004 "Standard Specifications for Structural Glue - laminated Timber of Softwood Species, Manufacturing and Design" and AN- SI/AITC A190.1 "Structural Glued Laminated Timber." All beams shall be Doug Fir 24F-V4 unless noted otherwise on the design drawings. Structural Sheathing ............ APA-rated structural sheathing includes: all veneer plywood, oriented strand board, waferboard, particleboard, T1-11 siding, and composites of veneer and wood based material with T&G joint. Contractor may disallow OSB. Confirm with Project Team. Conform to "Construction and Industrial Ply- wood" based on Product Standard PS-1-95 by the U.S. Dept. of Commerce, and "Performance Standard for Wood -Based Structural -Use Panels" based on Product Standard PS-2-92 by the U.S. Dept. of Commerce and "Plywood Design Specification (revised 1998)" based on APA PDS-97 by the Ameri- can Plywood Association. Minimum APA Rating Location Thickness Span Rating Plywood Grade Exposure Roof 23/32" 40120 C-D 1 Walls 15/32" 32116 C-D 1 Timber Connectors .............. "Strong Tie" by Simpson Company as specified in their latest catalog. Alter- nate connectors by other manufacturers may be substituted provided they have current ICC approval for equivalent or greater load capacities and are reviewed/approved by the SER prior to ordering. Fasteners .......................... IBC Sec 2304.9 "Connections and fasteners." Nail per Table 2304.9.1. Un- less noted otherwise all nails shall be common. Alternate nails may be used but are subject to review and approval by the Structural Engineer. Substitu- tion of staples for the nailing of rated sheathing is subject to review by the structural engineer prior to construction. Lag Screws/Bolts ................ ASTM A307 and IBC Sec. 2304.9. Provide washers under the heads and nuts of all lag screws and bolts bearing on wood. Wood Tie -Down Systems ..... Simpson Anchor Tie Down Co., Inc. or SER approved alternate. Engineered Wood Products... The following materials are based on lumber manufactured by TrusJoist and were used for the design as shown on the plans. Alternate products by other manufacturers may be substituted provided they have current ICC approval for equivalent or greater load and stiffness properties and are reviewed and approved by the Structural Engineer. (a) Laminated Veneer Lumber (LVL): ICC ES Report No. ESR-1387 or CCMC Report No. 08675-R. (b) Parallel Strand Lumber (PSL): ICC ES Report No. ESR-1387 or CCMC Report No. 11161-R. (c) Laminated Strand Lumber (LSL): ICC ES Report No. ESR-1387 or CCMC Report No. 12627-R. IDENTIFICATION: All sawn lumber and pre -manufactured wood products shall be identified by the grade mark or a certificate of inspection issued by the certifying agency. CAMBER: Camber all glued laminated beams, except cantilevered and continuous beams, to 3000' radius, unless shown otherwise on the plans. STRUCTURAL SHEATHING (PLYWOOD) INSTALLATION: Unless noted otherwise on drawings, install roof and floor panels with long dimension across supports and with panel continuous over two or more spans. End joints shall occur over supports. TIMBER CONNECTOR INSTALLATION: Connectors shall be installed per the manufacturers instructions. Where connector straps connect two members, place one-half of the nails or bolts in each member. Where straps are used as hold downs, nail straps to wood framing just prior to drywall application, as late as possi- ble in the framing process, to allow the wood to shrink and the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage. Where connectors are in exposed exterior ap- plications in contact with preservative treated wood (PT) other than CCA, connectors shall be either batch hot -dipped galvanized (HDG), mechanically galvanized (ASTM B695, Class 40 or greater) stainless steel, or provided with 1.86 oz/sf of zinc galvanizing equal to or better than Simpson ZMAX finish. NAILING REQUIREMENTS: Provide minimum nailing in accordance with IBC Table 2304.9.1. "Fastening Schedule" except as noted on the drawings. Nailing for roof/floor diaphragms/shear walls shall be per draw- ings. 9 9 in s. Nails shall be driven flush and shall not fracture the surface of sheathing, 9 STANDARD LIGHT -FRAME CONSTRUCTION: Unless noted on the plans, construction shall conform to IBC Section 2308 "Conventional Light -Frame Construction." NAILERS ON STEEL BEAMS: Wood nailers on beams supporting joist hangers shall not overhang the beam flange by more than A'. MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19% except for the pressure -treated wood sill plate. Refer to TESTING & INSPECTIONS for the verification of these limits. The maximum moisture content required may be less than 19% when based on a particular cladding/insulation system. Refer to the Architect's drawings, and project specifications, or with cladding in- staller for maximum recommended moisture content. CLADDING COMPATIBILTY: The Architect/Owner shall review the cladding and insulation systems pro- posed for the project with respect to their performance over wood studs with moisture contents greater than 19%. EIFS systems should be avoided on wood -framed projects due to problems with moisture proofing. PRESERVATIVE TREATMENT (PT): Wood materials are required to be "treated wood" in accordance with IBC Section 2304.11. "Decay and Termite Protection" shall conform to the appropriate standards of the American Wood -Preservers Association (AWPA) for sawn lumber, glued laminated timber, round poles, wood piles and marine piles. Follow American Lumber Standards Committee (ALSC) quality assurance pro- cedures. Products shall bear the appropriate mark. Fasteners or anchors in treated wood shall be of stain- less steel or hot -dipped galvanized or as per IBC 2304.9.5. Mud sill plates in normal) d interior applications may be treated with Sodium Borate (DOT - Disodium Do- P Y dry PP Y taborate Tetrehydrete). Wood treated with Sodium Borate shall be protected during shipment, storage and installation to minimize leaching of the water-soluble preservative from the lumber. Sodium borate pressure treated plates do not require hot -dipped galvanized connectors. Sheet List Table Sheet Number Sheet Title S1.00 STRUCTURAL GENERAL NOTES SI.01 STRUCTURAL GENERAL NOTES S1.02 STRUCTURAL GENERAL NOTES AND SHEET LIST INDEX S1.03 STRUCTURAL LEGEND AND ABBREVIATIONS S2.00 FOUNDATION PLAN S2.01 LEVEL 1 MILD REINFORCING PLAN S2.01A LEVEL 1 POST -TENSIONED PLAN S2.01B LEVEL 1 OVER -FRAMING PLAN S2.02 LEVEL 2 MILD REINFORCING PLAN S2.02A LEVEL 2 POST -TENSIONED PLAN S2.02B LEVEL 2 OVER -FRAMING PLAN S2.03 LEVEL 3 MILD REINFORCING PLAN S2.03A LEVEL 3 POST -TENSIONED PLAN S2.04 LEVEL 4 MILD REINFORCING PLAN S2.04A LEVEL 4 POST -TENSIONED PLAN S2.04B LEVEL 4 STUD & SHEAR WALL PLAN S2.05 STRUCTURAL ROOF FRAMING PLAN S3.01 CONCRETE COLUMN SCHEDULE S3.02 CONCRETE COLUMN DETAILS S3.03 CONCRETE COLUMN DETAILS S3.05 CONCRETE SHEAR WALL DETAILS S3.06 CONCRETE SHEAR CORE DETAILS S3.07 CONCRETE SHEAR WALL DETAILS S3.10 BASEMENT WALL SECTIONS S3.11 BASEMENT WALL SECTIONS S3.12 BASEMENT WALL SECTIONS S4.01 FOUNDATION DETAILS S4.02 FOUNDATION DETAILS S4.03 FOUNDATION DETAILS S5.01 CONCRETE FRAMING DETAILS S5.02 CONCRETE FRAMING DETAILS S5.03 CONCRETE FRAMING DETAILS S5.04 CONCRETE FRAMING DETAILS S5.05 CONCRETE FRAMING DETAILS S5J0 CONCRETE BEAM ELEVATIONS S5.11 CONCRETE BEAM ELEVATIONS S5.12 CONCRETE BEAM ELEVATIONS S5.13 CONCRETE BEAM ELEVATIONS S5.14 CONCRETE BEAM ELEVATIONS S5.15 CONCRETE BEAM ELEVATIONS S5.20 CMU WALL DETAILS .S5.25 CONCRETE OVER -FRAMING DETAILS S6.01 STEEL FRAMING DETAILS S6.02 STEEL FRAMING DETAILS S6.03 STRUCTURAL BRICK VENEER DETAILS S6.04 CANOPY PLAN & DETAILS S7.01 WOOD FRAMING DETAILS S7.02 WOOD FRAMING DETAILS S7.03 IWOOD FRAMING DETAILS EW ED MAY 3 3 2014 Reviewed By: BECK & ASSOCIATF HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com H D C I 6nC3IrTErMR=0 100 MONTGOMERY STREET -SUITE IISO P N FRANCISiOO:CiUFORNA 044104 aN,W.x.00m me"or nr �WM*1-11,1.11Rlhtl , PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 04 2014 BUILDING O@PARTT.I.-MT' CIT! OF ED`rOND N0. - -S. 1 /23/14 PERMIT SET 04/3/14 PERMIT REVISIONS -CT DIRECTCII SB PROJECT N-0. SB PROJECT ARCHITECT SB PRO- TE MEMBER GH ENCINEFR 5 I oY Y RRt jy _ ca 40r89 70NAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES 1111E STRUCTURAL GENERAL NOTES & SHEET LIST INDEX NO 10001.00 "a APRIL 3, 20�&r E PROJEtt NEttRAN PAIN ,c'..�iy�D �AAPR fro Ni3 MD61PTp� PLLC ER S 1.02 -�� SET 3081-010 102A.g 3-AP 14 10:31 HALLER ARCHITECTS LLC raw DRAWING LEGEND MARK DESCRIPTION MARK DESCRIPTION F2.0 FOOTING SYMBOL (REFER TO SPREAD FOOTING SCHEDULE) 1 INDICATES WIDE FLANGE COLUMN P1 PILE CAP SYMBOL (REFER TO o INDICANS(HSS) HOLLOW SECTIPILE OLSTR UCTUORRAL CAP SCHEDULE) TUBE STEEL 15)COLUMN TILT-UP/PRECAST CONCRETE WALL INDICATES HOLLOW STRUCTURAL QA CONNECTION SYMBOL o SECTION (HSS) COLUMN OR (REFER TO CONNECTION DETAIL STEEL PIPE COLUMN W6 SHEAR WALL SYMBOL (REFER TO ■ INDICATES WOOD POST SHEAR WALL SCHEDULE) 01 REVISION TRIANGLE 0 INDICATES BUNDLED STUDS TILT-UP/PRECAST CONCRETE WALL �1 PANEL NUMBER (REFER TO TILT -UP/ 01 INDICATES CONCRETE COLUMN PRECAST CONCRETE WALL ELEVATIONS Oi CMU WALL REINFORCING SYMBOL (REFER TO CMU WALL REINFORCING INDICATES PRECAST SCHEDULE) CONCRETE COLUMN B" O CONTINUITY PLATE LENGTH ~ INDICATES MOMENT FRAME (REFER TO TYPICAL DETAIL) CONNECTION INDICATES DOUBLE SHEAR CONNECTION -DS (REFER TO THE DOUBLE SHEAR PLATE e— INDICATES DRAG CONNECTION CONNECTIONS DETAIL SR INDICATES NUMBER OF STUD RAIL REQUIRED AT COLUMN (REFER TO INDICATES WOOD OR STEEL STUD STUD RAIL DETAILS WALL ROOF/FLOOR DIAPHRAGM NAILINGof SYMBOL (REFER TO DIAPHRAGM INDICATES MASONRY/CMU WALL NAILING SCHEDULE Ci STEEL COLUMN SYMBOL (REFER INDICATES CONCRETE/TILT-UP TO STEEL COLUMN SCHEDULE) .'' CONCRETE WALL T SLAB ELEVATION SYMBOL (T/ REFERS INDICATES WOOD OR STEEL STUD X' TO COMPONENT THAT THE SHEAR WALL ELEVATION REFERENCES STUD NUMBERES BREQLE ■ 3 UIREDAII OFSTUDS EXCEEDS INDICATES BEARING WALL BELOW NUMBER SPECIFIED IN PLAN NOTE INDICATES STEP IN FOOTING —� (REFER TO TYPICAL STEP IN INDICATES EXISTING WALL FOOTING DETAIL DETAILS OR SECTION CUT POST -TENSION DEAD END (PLAN) X/SX.X (DETAIL NUMBER/SHEET NUMBER) DETAILS OR SECTION CUT IN PLAN' POST -TENSION STRESSING END (PLAN) VIEW (DETAIL NUMBER/SHEET NUMBER) INDICATES LOCATION OF CONCRETE 3 POST -TENSION PROFILE (PLAN) X/SX.X WALLS SHEAR WALLS OR BRACED IN INCHES) FRAME ELEVATIONS SPAN INDICATOR (INDICATES EXTENTS I+ L \ ' OF FRAMING MEMBERS OR OTHER INTERMEDIATE STRESSING (PLAN) i STRUCTURAL COMPONENTS �3 INDICATES DIRECTION OF DECK SPAN ABBREVIATIONS t Angle FIN Finish PSI Pounds Per Square AB Anchor Bolt FLR Floor Inch ADDL Additional FRP Fiberglass PSL Parallel Strand ALT Alternate Reinforced Plastic Lumber ARCH Architectural FTG Footing P-T Post -Tensioned B or BOT Bottom F/ Face of PT Pressure Treated B/ Bottom Of GA Gage R Radius BLDG Building GALV Galvanized RD Roof Drain BLKG Blocking GEOTECH Geotechnical REF Refer/Reference BMU Brick Masonry Unit GL Glue Laminated REINF Reinforcing BP Boseplate Timber REQD Required BRB Buckling Resisting GWB Gypsum Wall Board RET Retaining Braced NOR Header SCB Special Concentric BRG Bearing HF Hem -Fir Braced BTWN Between HGR Hanger SCHED Schedule C Centerline HD Hold-down SHTHG Sheathing C Camber HORIZ Horizontal SIM Similar CB Castellated Beam HP High Point SMF Special Moment C I P Cast in Place HSS = TS (Hollow Frame CJ Construction or Structural Section) SOG Slab on Grade Control Joint IBC International Building SPEC Specification CJP Complete Joint Code SQ Square Penetration ID Inside Diameter SR Studrail CLR Clear IE Invert Elevation SF Square Foot CMU Concrete Masonry IF Inside Face SST Stainless Steel Unit INT Interior STAGG Stagger/Staggered COL Column k Kips STD Standard CONC Concrete KSF Kips Per Square Foot STIFF Stiffener CONN Connection LF Lineal Foot STL Steel CONST Construction ILL Live Load STRUCT Structural CONT Continuous LLH Long Leg Horizontal SWWJ Solid Web Wood C'SINK Countersink LLV Long Leg Vertical Joist CTRD Centered LP Low Point SYM Symmetrical 0 Diameter LONGIT Longitudinal T Top DB Drop Beam LSL Laminated Strand Lumber T/ Top Of DBA Deformed Bar Anchor LVL Laminated Veneer Lumber T&B Top & Bottom DBL Double MAS Masonry TC AX LD Top Chord DEMO Demolish MAX Maximum Axial Load DEV Development MECH Mechanical TCX Top Chord Extension OF Douglas Fir MEZZ Mezzanine TDS Tie Down System DIAG Diagonal MFR Manufacturer T&G Tongue & Groove DIST Distributed MIN Minimum THKND Thickened DL Dead Load MISC Miscellaneous THIRD Threaded ON Down NIC Not In Contract THRU Through DO Ditto NTS Not To Scale TRANSV Transverse DP Depth/Deep -OC On Center TYP Typical DWG Drawing OCB Ordinary Concentric UBC Uniform Building (E) Existing Braced Code EA Each OD Outside Diameter LINO Unless Noted EF Each Face OF Outside Face Otherwise EL Elevation OPNG Opening URM Unreinforced ELEC Electrical OPP Opposite Masonry Unit ELEV Elevator OWSJ Open Web Steel Joist VERT Vertical EMBED Embedment OPWJ Open Web Wood Joist W Wide EQ Equal e Plate W/ With EQUIP Equipment PAF Powder Actuated Fastener W/O Without EW Each Way PC Precast WHS Welded Headed Stud EXP Expansion PERP Perpendicular WP Working Point EXP JT Expansion Joint PLWD Plywood WWF Welded Wire Fabric EXT Exterior PP Partial Penetration is Pius or Minus FD FDN Floor Drain Foundation PREFAB PSF Prefabricated Pounds per Square Foot 11 1 E� REVIEWEC MAY 312014 Reviewed By: 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 205.235.0935 email: boyerscottl@gmail.com =D0 100 MO NTGOMERY STREET • SUITE 1150 SANE RAN IISCOO, CALLIIFORNIIAn94104 ® con am o.ixa o V m ��,m o iz ui awei, R,�.Nm PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC fi"al "—..we,+l UPBEa. APR 04 2014 BUILDING DEPART1,4ENT CITY OF ED:+BONDS DA1E REumw 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PROJECT DR— SB PROJECT MANAGER SB PNOdECT ARCHIH' SB PROJECT iFNA MEMBER CH- ENONFFR Y B`�t �c a LeOA'A��� raJAL �. FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES nnz STRUCTURAL LEGEND AND ABBREVIATIONS 1 61.00 AP RIL ��fi4�'IVEI) eRaECT xeii�l{�x'c� L r- SHEET x S 1 ■ •O� SET 130S1-o101-S103.&g 3-W-14 10:3a Au DaNarex r-. HALLER ARCHITECTS LLC 1 I I T FTG I I 5 188'-8" 25'-O)t4" 15'-7-Y4" 15'-7%* 15'-7J�" 16'-514" N I N T FTG 30.33' ® TYP, UNO 1' 4'-51'a" I 12'-0" I s'-a" c.n CC17 CC17 r---- ---- 1z"x24" CC17 m ---- 12"x24" r------ 12"x24" ---- --- i12"x24" CC2 r-- i ( ( I 1 o r 12"x24" I I I I I I C U I I I I I I •^ I I I �� I '• I I 1 ..21 1 `--------- `------ 1 : 1 ( 12x24" 1 L F9.0 FCC - I F9.0 _ __ _ _� F8.0 o I 1 1 I I I I 1 2'-7 V-10" - ----- �1 12"x24"--------- 12"x24" I I I I I 1 1 i I I I I I I 1 1 I I 1 ? 1 I I I 1 n 1 I I I I I I I I I I I I 1 F9.0 I I I 1 I I 1 I CC5 n L___________J ___________J ^ : 12"x24" - I Fl1.0 _ F11.0 8'-5" I : 7n v I I I I I I I - I I6" CONC - F6.0 CC77 SHEAR WALL 12"x24" 12" CONC SHEAR WALL 5 53.05 i " r c CC15 2'-6J/a" 2'-2" 12"x24" c-c 6 T FTG --- ---- 12"x24" 29.33 ii 16" CONC SHEAR WALL CC5 1 '1 I 7 i II 7/53.05 L_ pp I I 5._ I �_ SHEAR ____�1 SHEARR WALL 1•• I 1�=- ----------------- -----I8"W x 12'DP THKND 7-0' j -- ----' oZ FB FTG W 3) #56 CONT I & #4B TRANSV @ 12"OC 4" SLAB ON GRADE W/-------- °I #4 ® 24"OC EW CTRD PER PLAN PLAN NOTES i 1 I I T/SLAB = 31.0' 1 _ _ _ _ - - _ - - - - / 312 ITRANSFORMER o ` JEMBED Q PER Ir10" CMU WALL W/ - 1 4/S6.01 I 6 VERTS 0 8"OC & N ° T FTG 2) #4 HORIZ 016"OC 1 o 12"x24rC3'a r--------CC4 r 2"x4"r____ ________12"x24x24" TYP, UNO CC2 Ir 122� ---- 8" CONC W/ #55 @ YI2LOC I EW CTRD I 1 I I I I I 1 1 0 ,� I I `--------' `-------, I I o I I I 1 L_________�--------� a I 4'-6"W x 24"DP CONT 1 I F9.0 FB.O F8.0 rz I I ''. • c o L__-- __-- FTC W/ (4) #76 CONT I 25' T ____ __ _____ _____ _______ _ ___------- ---- _________ I I CC21 I 1 r----- --T .5' I 14"x24" 12" CONC SHEAR WALL c i i •d. 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WALL W/ ' FA #5 VERT O .12"OC EF 8 w 4'-0" 4'-0" I I #4 HORIZ O 18"OC EF TYP TYP I I I I I ` I 1 6" PARTIAL HEIGHT CONC WALL W/ #5 VERT 0 12"OC & #4 HORIZ 0 18"OC MLA I a i CC23 1 12"x24" I I o � I FEL_i J I I z sa.o1 1 12" I SHEARR W WALL- - & #5B TRANSV ® 12"OC I I 1 16- CONC 1 SHEAR WA4 I CC3 i-------- 12"x24" I I I I I I I 1 r----T----, I I I I I I I I 1 L i I I F8.0 I 1 I I I J I I - I I j F6.0 ------ ---------I CC15 1 oI I CC75 1z"xza" r-- -- 12"x2a" I I I I I I 1 I r I6" CONC SEAWALL: L_____J F6.0 0 I _ I 12" CONC 12/53.05 SHEAR WALL __________________I______-__ 18'-8" ' 2'-10''/4 CC15 12"x24" I I I I I I I I I I I I I I I I I II I I I I L I F8.0 1 P-0" 2 3 CONT & #5B TRANSV 10" CONC WALL W/ #5 VERT 0 12"OC EF #4 HORIZ O 18"OC EF, ADDITIONAL REINF PER WALL -SECTIONS TYP LINO CC18 12"x24" 7/S4.02 �zm N o F8.0 F9.0 m 9'-�" & #56 TRANSV O 12"OC 1 c \ o e CC13 CC13 1 CC13 CC2 CC13 I CC13 CC2 CC 3 3 1 12"x24" _________________ 12"x24"--12"z24"_ _____ _12"x24________ _ 12"x24"_ 12"x24"__________ ___________ _____ _12"x24" ________________ _12_x 4 �___I __ ________ ___ ____________ ____________ � _____ _ o V N 7 ^ ^ U r - 8 70 r oak 10'-8Y" 777 6'_3 a" T_2%4" M 8'-1%4" B•_0�" 14•_8�" m 45'-81'a44'-93/" " 24'-7" 24'-7" 24'-7" i 24'-7" iv cot BB' B" A 01410 SPREAD FOOTING SCHEDULE FOUNDATION PLAN NOTES: 6. CONTRACTOR TO VERIFY TOP OF CONCRETE (T/CONC) WALL ELEVATIONS ON ALL PARTIAL HEIGHT RETAINING WALLS. MAINTAIN T/WALL ELEVATION A MINIMUM OF 6" ABOVE FINISH GRADE. 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01 - S1.04. 7. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 2, VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 8. STEEL STAIRS SHALL BE BIDDER -DESIGNED, LINO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL GENERAL 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR NOTES. OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS 9. TYPICAL DETAILS PER: AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. CONCRETE CURBS AND LOCATIONS PER ARCHITECTURAL DRAWINGS. 1/S4.01 TYPICAL STAIR ON GRADE 4/S4.01 STANDARD HOOKS AND BAR BENDS 4. TOP OF SLAB (T/SLAB) ELEVATION AS SHOWN ON PLAN. FOR ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND 6/S4.01TYPICAL STEP AT SLAB ON GRADE ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE 11/S4.01 TYPICAL CONCRETE WALL OPENING REINFORCEMENT TYPE SIZE REINFORCING REMARKS F6.0 6'-0"SQx18"DP (6) #6B EW 12/S4.02 F8.0 8'-0"SOx18"DP (8) #8B EW 12/S4.02 F9.0 9'-0"SQx24"DP (9) #8B EW 12/S4.02 F11.0 1l'-0"SQx24"DP (11) #9B EW 12/S4.02 FA PER PLAN x 24"DP #96 012"OC EW ---- 12/54.03 8/54.03 FB PER PLAN x 60"DP FREE -DRAINING GRANULAR FILL PER GEOTECH REPORT. 12/S4.01 TYPICAL LAP SPLICE SCHEDULE 5. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND OR STRUCTURAL FILL. SUBGRADE S5 20 2 TYPICAL STEPPED FOOTING PREPARATION, STRUCTURAL FILL, FOOTING DRAINS, AND OTHER REQUIREMENTS PER GEOTECH REPORT AS NOTED IN 11. S TYPICAL REINFORCING IN CMU WALL 11/55.20 TYPICAL CMU CONTROL JOINT DETAIL FC PER PLAN z 60"DP 10/54.03 6/54.03 #7B 012"OC EW ---- FD PER PLAN x 24"DP THE STRUCTURAL GENERAL NOTES. FE PER PLAN x 36"DP #7 T&B ® 12"OC EW 10/S4.02 10" CON W/ #5 1 EW EF i REVIEWED MAY 31'2014 Revieweo Sy: BECK & ASSOCIATES, PLLC FOM ROOF LEVEL 4 LEVEL 3 LEVEL 2 v LEVEL I LEVEL PI I LINES DESIGNATE WORK. 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com =DC1 r=nC33inr=E=-LR=a 1W MONTGOMERY STREET- SURE 1160 ZFRANC1800, CALIFORNR 94104 xe�l<Is11e 1.._(IN.1-Pte PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC AFK 0 4 2014 IE .,&X, OF ED iOt�.'�DSNT ND. CA1E gfNSION 1/23/14 PERMIT SET Z�,4/3/14 PERMIT REVISIONS Pgw¢c3 0Ertc3oq PSEI MAxACEq SB PRWECt ARCNIIECI PRO- 1EAM MEMBER cxEcrc ExuxEEq Y B�'t c� 40799 O AL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES v. FOUNDATION PLAN PROA•c3 x0. 10001.00 �APRIL 3, 2014 PqC 7 N-K PATH S2.00 SET 13N1-01m S200.dn 3-Ap,14 IOJO AM ..g..k SCALE: 'A"=1'-O" HALLER ARCHITECTS LLC T 'N N PER PLAN NOTES T/SLAB = 40.965' ' 1 -------- ------------r _______ _ T FTGT FTG12"x24" ------- -- 1/S4.02 i(12) #6T x 18'-0" TYP AT GRIDS C&D PER PLAN NOTES T/SLAB VARIES ------------- T x6-0" @ro�JC 12"x24"STD HOOK 1 FTG T FTG 35.0 '2'-6"Wx18"DP CONICTFTG �(3) 156 CONT 8, #52"OC 8" P-T CONIC SLAB l PER PLAN NOTES _ �_ _ T SLAB - 41.635' 24"WCONIC WALL(3) #96 x 20'-0" 12"x24" i W/ #5 VERTS @ 12 EMBED 5'-0" INTO& #4 HORIZ 0 12" SHEAR WALL I ADDL #4B x o 12'-0" @ 18 CC6 I 12"x24" ; SRA #ST x 4'-0" @ 24"OC I W STD HOOK --_ 11I n fJ lab x b -U . IL UV TYP IN CLOSURE POUR (7) #5 T&B x 12'-0'-, �- 5 T&B x 3'-6" @ 12"OC W STD HOOK TYP IN CLOSURE POUR 1 188'-8" 25'-QY2" P NOTES #ST x 4'-0" @ 24"OC I W/ SR PLAN TO HOOK T SLAB -- --- - - ---r - ------ 1 3-9"Wx271/a'DPI I i' I 15' O"Wx27 CONIC BEAMCONIC BI I I I I La c SRA CC9 P12"x24" I I ______ � ____J CC9 12_x24 I I -• I rl A I N � I EDGE BEAMS UNO m 15T x 4'-0" @ 24"OC l z W/ STD HOOK ; ADDL (10) #56 x 16'-0" -------- ---- ---- - " It 6"OC 1 cczo #5T x 6'-0" @ 24"OC it 1 "z24" W/ STD HOOK ' W/ STD HOOK I (1#6T x 12'-0" W/ 0) STD HOOK RA I 1'-0"Wx201 'bP SRD CONC BEAM 12"Wx201/2'DP CONIC T STEP BEAM, TYP UNO _-- ADDL #5 x 12'-0" @ 18"OCf S D CSWD _ (10) #ST x 12'-0" WT/STD4H0 K @ 12"OC #5 T&B x 20'-0" @ 12"OC (10) #6T x 12'-0" W/ STD HOOK SRD I (6) #5T x 10'-0" (7) #5 T&B x 12'-0" ADDL #4B /5 T&B xl ii S D SRD @ 118"OC 6'-0" @ (2) #11B x 20'-0" 12"OC W/ .I EMBED 5'-0" INTO STD HOOK SHEAR WALL TYP AT CORE UNO k. #48 @ 36 OC -(3) #5 T&B CONT TYP EW TYP U 0 IN CLOSURE POUR (3) #IIB x.20 '-0" EMBED 5'-0INTO I SHEAR WALL 1 0) #5T x 12'-0" (3) AT x 8'-0" EIN (7) #5T x 1COILS 10" CONIC WALL W/ I TYP #5 INT COLS UNO I TYP AT INT COLS Ur10 #5 VERT @ 12"OC & #4 HORIZ @ 12.00 EF L tj SRD SRD SRA 0 1 0 I E 25'-OY4" 15'-7%4" 15'-7Y22" 'N I #ST x 4'-O" @ 24"OC N I w/ STb HNC OMIT T BEAMS ----- -- - T ---- ----------- I I I I I I I I I I I I l I I o �.� d ; I I P T CONIC SLAB o I 1 v, I I T ; i i PER PLAN NOTES T/SLAB VARIES ' I HP=41.36' CC19 i 12"x24"l ' 12N24" l CC9 i I CC9 ; 1 i 6" PARTIAL HEIGHT C 12"x24" - - - I I WALL W/ 5 VERT @ I I i &#4 HORIZ @ 12"OC 2: E - - r - CTRD LOCATE PER ARC u u e 12"x24" r------- " ----- I l----'-�-a----------I �� i '-'-1 I i 8" PARTIAL HEIGHT C CC70 WALL W/ #5 VERT @ I 112"x24" 1 & #4 HORIZ 0 12"OC I 12/55.10 I l m I 1 5'-O"Wx24"DP c c3 5'-0"Wx24"DP I l CONIC BEAM" _' o CONIC BEAM of `-' ' ' 3'-9"Wx24"DP W T 6'OO-@ 12OCLl 1 ' ' Z5 CONIC BEAM SI I I I I N I 11/$3.11 I I I I I I I I I I CC20"i 15T x 4'-0" @ 24"OC 12"x24" I ,N n CC9 W/ STD HOOK 12"x24" l ; i I CC9 I I I 112"x24" I CC9 112"x24" til"17 #ST x 6'-0" @ 12"OC ZI -� - W/ STDHOOK I Li CC20 it 12"x24' CC20 CC12 12"x24" 7" P-T C NC SLAB #5T x 6'-0" @ 12.00 PER PLA4 NOTES W/ STD HOOK I T/SLAB 41.36' N I � ' (6) #5T x 10 I (4) #5T x 12'-0" (7) #5T x 12'-0" SRB SRD W4) STDTIHDOK _0 4 7" P-T CONIC SLAB PER PLAN OTES T/SLAB = N40,51' I SRA SRA (6) #5T x 6'-0" W/ STO HOOK TYP AT COLS ON GRID 4,9 1ii71 12 x24" -I 3'-0"W STRESSING POCKET -STEP BEAM SRA 1 #5T&B x 6'-0" @ / STD HOOK TYP AT CORE UNO -(7) #5 T&B x 12'-0" SRA 8" MILD REINFORCEDL SLAB PER PLAN NOTES #5 T&B x I6'-0" I, (3) #9B x 20'-0" T/SLAB PER ARCH F@ 12 OC W STD i- E_.__.__..._... / EMBED 5'-0" INTO HOOK SHEAR WALL 1 ADDL #4B x I6' IB"OC HATCHED INDICATES 3-HO _ qy CONCR PROVIDE 1" CLR I tJ 12 -0 FORALL LREINF L SRD #5T x 6'-0" @ 12"OC I TYP OVER WALL- 11 TO HOOK @ 24"OC 0MI1 AT COLS dz� 10' CONC WALL W/ x 12'-0" @ 24"( AT BEAMS UNO x 6'-0" @ 24"0( STD HOOK #5T x 10'-0" #5T x 10'-0" STD HOOK -0"W STRESSING PC /#5 T&B It 12"OC /#4B @ ._ T a 10" CONIC WALL W/ #5 EW @ 12.00 EF TYP AT VAULT '--3'-0"W STRESSING P( '__10" CONC WALL W/ 15 VERT @ 12.00 EF #4 HORIZ @ 12"OC EI ADDITIONAL REINF PI Wv.LLI ,SECTIONS ROOF C.8 D.8 E.7 F.7 H LEVEL 4 MILD REINFORCING PLAN NOTES: LEVEL 3 7. DO NOT INSTALL DRILL -IN ADHESIVE AND EXPANSION ANCHORS IN THE POST -TENSIONED SLAB. DRILLING INTO 12. TYPICAL DETAILS PER: � 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01 - S1.03. POST -TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, S3.01 TYPICAL COLUMN ELEVATIONS 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, EFC INTO THE POST -TENSIONED SLAB 12/S4.01 TYPICAL LAP SPLICE SCHEDULE LEVY PRIOR TO POURING THE CONCRETE. S5.01 TYP CAL POST -TENSIONED DETAILS 3. POST -TENSIONED TENDON LAYOUT SHALL BE PER POST -TENSIONED FRAMING PLAN. S5.02 TYPICAL SLAB OPENING REINFORCEMENT 8. ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL S5.03 TYP CAL STUDRAIL DETAILS AT COLUMNS LEVEL 1 4. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING ENGINEER AND COORDINATED WITH THE GENERAL CONTRACTOR. S6.06 TYPICAL BRICK VENEER DETAILS -A PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHED SPECIFIED STRENGTH. 9. PROVIDE #5 0 48"OC RISER BARS FOR TOP MILD REINFORCEMENT SUPPORT. REVIEWED LEVEL P1 5. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. 10. POST -TENSIONED SLAB IS DESIGNED FOR ONE HOUR FIRE SEPARATION. PROVIDE 31e CLEAR FOR ALL BOTTOM REINFORCING AND 1" CLEAR FOR ALL TOP REINFORCEMENT, UNO. MAY 31.2014 OTE: 6. COLUMN OR WALL OVER -POURS INTO POST -TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2 MAXIMUM. REMOVE ANY EXCESSIVE COLUMN OR WALL OVER -POURS PRIOR TO PLACING REINFORCING BARS AND 11. CONTRACTOR TO COORDINATE EMBED PLATES REQUIRED FOR STAIRS, GUARDRAILS, INTERIOR AND EXTERIOR "Revieweu ENED LINES DESIGNATE ARKARKREA NE POST -TENSIONED TENDONS. WALLS, WINDOW WASHING ANCHORS, ETC. o Y WORK. 3ECK & ASSOCIATES, PLLC LEVEL 1 MILD REINFORCING PLAN SCALE: 1/g"=1'-O" 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottlogmail.com =DO anaInIII SF%Se 100MRANIS O,CAUFEET"SURE 115O SANE MNCISCO, CAUFORNIA 04104 woos��.,s1Ts°rR P141s1Ts,.�,s Gtowgm 04/20140AVmma. a� 1. x1 92N, R.- PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 04 2014 u0C1TM1oF co4oiioS T N0. DATE RfN9ON 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PROJECT DIRECTdi aB NANA R PROJEBCT ARCHITECT SB PROJECT 1EAx NFMBW - wEDR DIONEQt 'S�P�4A DF 1' B�r �a +`Cl�jy floras �f' 7QVAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES LEVEL 1 MILD REINFORCING PLAN PROJECT ND. 10001.00 DATE AP RIL 3, 2014 PR0.ECi NEM'ORx PA APR 0 4 2013 SHEET NOBER BECK & ASSOCIATES, PL S2.0 • SET 1301-0107-5201A"9 3-AP,-14 11:39 AN cm 4,gh" r,. POST -TENSIONED SLAB PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01 — S1,03. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. MILD REINFORCING BAR LAYOUT SHALL BE PER MILD REINFORCING PLAN. 4. WALL DIMENSIONS, SLAB OPENING DIMENSIONS AND SECTION CUTS SHALL BE PER MILD REINFORCING PLAN. 5. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHED SPECIFIED STRENGTH. 6. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. 7. COLUMN OR WALL OVER —POURS INTO POST —TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. REMOVE ANY EXCESSIVE COLUMN OR WALL OVER —POURS PRIOR TO PLACING REINFORCING BARS AND POST —TENSIONED TENDONS. 8. DO NOT INSTALL DRILL —IN ADHESIVE AND EXPANSION ANCHORS IN THE POST —TENSIONED SLAB. DRILLING INTO POST —TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST —TENSIONED SLAB PRIOR TO POURING THE CONCRETE. 9. ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL ENGINEER OF RECORD AND COORDINATED WITH THE GENERAL CONTRACTOR. 10. TENDONS STRESSING SEQUENCE PER GENERAL NOTES. STRESS A MINIMUM OF (2) TENDONS AT SLAB EDGES PERPENDICULAR TO THE BANDED TENDON ENDS BEFORE BANDED TENDONS ARE STRESSED. 11. HORIZONTAL SWEEP OF THE TENDONS SHALL NOT BE GREATER THEN 1:6. TENDONS WITH HORIZONTAL SWEEP GREATER THAN 1:6 SHALL BE REVIEWED BY THE ENGINEER —OF —RECORD FOR TENDON SPACING AND ADDITIONAL REINFORCING REQUIREMENTS PRIOR TO PLACING CONCRETE. 12. PROVIDE FULLY ENCAPSULATED SYSTEM OF THE POST —TENSIONED TENDONS AND ANCHORS AT THIS LEVEL. ENCAPSULATION REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 13. TYPICAL DETAILS PER: S5.01 TYPICAL POST —TENSIONED DETAILS. 4/S5.01 TYPICAL SLAB TENDON PROFILE. 6/S5.01 & 7/S5.01 TYPICAL POST —TENSIONED ANCHOR DETAILS. 9/S5.01 TYPICAL POST —TENSIONED CONSTRUCTION JOINT DETAILS. S5.02 TYPICAL SLAB OPENING AT POST —TENSIONED FLOOR. RFVIFWED MAY 3 12014 °evleweo may. KK & ASSOCIATES, P LEVEL 1 POST-' ROOF LEVEL — F LEVEL LEVEL L 2 LEVEL 1 LEVEL P1 NOTE: � DARKENED LINES DESIGNATE AREA OF WORK. ISIONED PLAN SCALE: 1/g"=1'—O" N HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscotti@gmail.com =DCI r=nE5IPlF_r=F1Se 100MONTGOMERV STREU-SU7E1150 SANE RANCISCO, CALIFORNR U104 x :l<i9miams. Ppx:l<iNlela�a wx«.awglroenmm Q.'AM oe/zO a DAmAo Gn.enono Ine. gm, RnamJ PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC AM 04 2014 . uILLUENO OEM',e n OITY OF EDPLONOS NO. RENSION 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PROJECT UIRE— SB PROTECT MAN— SE PROJECT MC 1— SB ENCINFFA .Lw A r�L Qg, FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES LEVEL 1 POST -TENSIONED PRQIECi NG 10001.00 APRIL 3, 2,� ^,� ,eo PROJECT NEIWORN PA e T NNNSERg S2.01A SET 1:AR1 IW—S201kdw a- _14 MU oat �xooN.yna W STUD AND SHEAR WALL PLAN NOTES: 6 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01 TO S1.04. 7 2. LUMBER GRADE PER STRUCTURAL GENERAL NOTES. 3. ALL INTERIOR NON -BEARING, NON-STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 4. HEADERS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY (1) TRIMMER AND (1) KING STUD MINIMUM, 8 UNO. WHERE MORE THAN (1) TRIMMER IS REQUIRED, THE NUMBER OF TRIMMER STUDS SHALL BE NOTED THUS: o-0. 5. BEAMS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY (2) BUNDLED STUDS MINIMUM, UNO. WHERE MORE THAN (2) BUNDLED STUDS ARE REQUIRED, THE NUMBER OF BUNDLED STUDS SHALL BE NOTED THUS: (D- . 1O NDICATES HOLD-DOWN TYPE PER HOLD-DOWN SCHEDULE 3/S7.01. CIRCLED NUMBER INDICATES NUMBER OF TRIM STUDS REQUIRED IN ADDITION TO BUNDLED OR TRIM STUDS OR POSTS SHOWN ON PLAN ANCHOR BOLTS AT ALL NON SHEAR WALLS TO BE 5/8"0 x 7" MINIMUM EMBEDMENT AT 48"OC. PROVIDE HOT -DIPPED GALVANIZED ANCHOR BOLTS AT PRESSURE -TREATED SILL PLATES. HOT -DIPPED GALVANIZED ANCHOR BOLTS ARE NOT REQUIRED AT SODIUM BORATE PRESSURE TREATED PLATES PER STRUCTURAL GENERAL NOTES. TYPICAL DETAILS PER: 4/S7.01 TYPICAL PLATE SPLICE DETAIL 11/S7.01 SHEAR WALL SCHEDULE 12/S7.01 TYPICAL SHEAR WALL ELEVATION 10/S7.02 TYPICAL STUD WALL OPENING (HEADER) DETAIL OVER FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01 - S1.03. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. MILD -REINFORCING LAYOUT SHALL BE PER MILD -REINFORCING PLAN AND POST -TENSIONED TENDON LAYOUT SHALL BE PER POST -TENSIONED FRAMING PLAN. 4. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHED SPECIFIED STRENGTH. 5. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. 6. DO NOT INSTALL DRILL -IN ADHESIVE AND EXPANSION ANCHORS IN THE POST -TENSIONED SLAB. DRILLING INTO POST -TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST -TENSIONED SLAB PRIOR TO POURING THE CONCRETE. NC OC 1T 7. CONTRACTOR TO COORDINATE EMBED PLATES REQUIRED FOR STAIRS, GUARDRAILS, INTERIOR AND EXTERIOR WALLS, WINDOW WASHING ANCHORS, ETC. 8. TYPICAL DETAILS PER: S5.25 TYPICAL OVER FRAMING DETAILS RFvIFWEO MAY 312014 Revieweu cy: 3ECK & ASSOCIATES, PLLC ROOF LEVEL 4 A LEVEL$. LEVEL 2 LEVEL 1 LEVEL P1 _NED LINES DESIGNATE OF WORK. MING PLAN SCALE: 1/8"=V-0" HALLER ARCHITECTS LLC "I Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com =DCI 100MONTGOMERYSTREET.SIIRE1150 v NF"'isNCISCmOs :CAIFORN nM104 wxx.aNms"+n•� OCopyfigAt 0</M140'AxloCCmmm��o lnlnc Ni RRM, AauveJ PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC AP RPEBUB APR 04 2014 nUC1TY OF EDF ONDSN EA DALE RENACN 1/23/14 PERMIT SET Z�,4/3/14 PERMIT REVISIONS PROJECT DIRECTOR SB PROJECT MANAGER SB PROJECT ARCHITECT SB PROJECT TEAM MFMBFA CHECK R EY 8�I 40M TONAL S•� FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES 111. LEVEL 1 OVER -FRAMING PROJECT NO. 10001.00 APRIL�VEIL PRDJECT xE1wDRK PAd APK°4p13 9CinTES, PLLC s¢E7 xuxazR BECK S2.01 B SET IMI-01CO-SPOIR.9 3414 IR17 M n,g.k HALLER G,2 Gs ARCHITECTS LLC (7 #5T x 8'-0" W STD HOOK- (7) #5T x 12'-0". SRE (7 #5T x 6'-0" W STD HOOK I I I (6) #5T x 6'-0" W STD HOOK — SRG I (3) #58 x 8'-0" TYP AT EXT COLS UNO SRB I I (6 #5T x 6'-0" _W STD HOOK I I (3) #58 x 6'-0" W/ STD HOOK #5T x 8'-0" @ 18"OC W/ STD HOOK x 12 -0 (8 #5T x 16'-0" W STD HOOK 45T x 6'-0" @ 24"OC OMIT AT OTHER REINF ADDL #5B x I6'-0" @ I8'OC (8) #5T x 12'-( W STD HOOK- 8" P1 CONC SLAB PER PLAN NOTES T/SLAB = 48.72' -#5T x 8'-0" @ 18"OC W/ STD HOOK ROOF C.8 D.8 E.7 F,7 H LEVEE MILD REINFORCING PLAN NOTES: LEVEL 7. DO NOT INSTALL DRILL -IN ADHESIVE AND EXPANSION ANCHORS IN THE POST -TENSIONED SLAB. DRILLING INTO 12. TYPICAL DETAILS PER: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01 - S1.03. POST -TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, S3.01 TYPICAL COLUMN ELEVATIONS 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST -TENSIONED SLAB 12/S4.01 TYPICAL LAP SPUCE SCHEDULE LEVEL 2 PRIOR TO POURING THE CONCRETE. S5.01 TYPICAL POST -TENSIONED DETAILS 3. POST -TENSIONED -TENDON LAYOUT SHALL BE PER POST -TENSIONED FRAMING PLAN. S5.02 TYPICAL SLAB OPENING REINFORCEMENT 8. ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL S5.03 TYPICAL STUDRAIL DETAILS AT COLUMNS LEVEL 1 4. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING ENGINEER AND COORDINATED WITH THE GENERAL CONTRACTOR. S6.06 TYPICAL BRICK VENEER DETAILS - —� PLACED BENEATH ERE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHEDSPECIFIED STRENGTH g PROVIDE #5 @ 48"OC RISER BARS FOR TOP MILD REINFORCEMENT SUPPORT. REVIEWED LEVEL P7 5. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. 10. POST -TENSIONED SLAB IS DESIGNED FOR ONE HOUR FIRE SEPARATION. PROVIDE 3/4" CLEAR FOR ALL BOTTOM MAY 312014 � REINFORCING AND 1" CLEAR FOR ALL TOP REINFORCEMENT, UNo. NOTE: 6. COLUMN OR WALL OVER -POURS INTO POST -TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. REMOVE ANY EXCESSIVE COLUMN OR WALL OVER -POURS PRIOR TO PLACING REINFORCING BARS AND 11. CONTRACTOR TO COORDINATE EMBED PLATES REQUIRED FOR STAIRS, GUARDRAILS, INTERIOR AND EXTERIOR Revie oy: DARKENED NE D LINES DESIGNATE POST -TENSIONED TENDONS. WALLS, WINDOW WASHING ANCHORS, ETC. BECK & ASSOCIATES, PLLC AREA WORK. LEVEL 2 MILD REINFORCING PLAN /% - — SCALE: 1/g"=1 -0" N 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com =DCJ 100MONTGOMERY STREEE.SORE1150 SAN FRANCISCO, CALIFORNW M104 �t�E�ryts�n� ROn.n �nsl Telale O N ga/x01A O'AnAa Gnrc,mrsno nc u a'gnN ParrM PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC KEY 1 e APR 04 2b'14 �CIN OF EU �'10 U°N, N0. RENSION 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRWECT DIRECTOR SB PRWECT MANA- SB PRWECT ARCHITECT SB PRWECT TEAM MEMBFB CHECK Y' 8RI t 40789 CNAL 1 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES LEVEL 2 MILD REINFORCING PLAN PRO.ECT 0. 10001.00 DALE APRIL 3, RaCi-IVEt) PRWECT NEIWpRK P­ ApR 042013 ASSOCIATE51?LLC -ET NUMBER S2.02 SET 13081-010]-5202.aw9 3-Ap114 8:15 AM cmo ,l . n n 0 I I I I I L I I I I I (8) BANDED (6) BANDED TENDONS TENDONS < ar I I I I I I I I I I (3) DIST TENDONS 5'-0"OC in n 1 (4) BANDED TENDONS 7" P-T CONC SLAB I I I PER PLAN NOTES 6" MIN - 91/2 MAX (4) BANDED (9) BANDED (8) BANDED (8) BANDED T/SLAB = 49.89, . P-T CONIC SLAB TENDONS TENDONS TENDONS TENDONS 0 DIST TENDONS PER PLAN NOTES ® 5'-0'OC T/SLAB VARIES I I I I I (9) BANDED 12 BANDED TENDONSDED HP = 49.85' S3/ 4 53/4 4 5g/4 4 53/4 3 TENDONS TENDONS _____________________ _ ___ __ ____________ i »MAX d' S>4 MIN 414 (12) BANDED I TENDONBANSDED i ,� i i P-T CONC SLAB TENDONS (4) BANDED SLOPE +.. - -•s ,a,. „�...-. ..• m I I PER PLAN NOTES TENDONS SLODI(TE)N'D "�' "�' i — — — I T/SLAB = VARIES 1 (14) BANDED I (4) DIST TENDONSITYP (7) PIACES TENDONSI 4 DIST TENDONS ADDL �o 6 BAN 3 TENDONS6 /4 (20) BANDED r___ __ ___a ____M �� (10 ANDED 6 410P-T CONC SLAB I ` ` TENDONS rig M 1TENp NS PER -1 SLOPE (8) TENDONS I \ I I \ \ \ I I I \\ \ I I I c `\ =PENO �3) DIST TENI I _ �\ \ _ _ \ `\ _ 5'-0"OC — ---- — 1 53/4 2 `\ 18 4 3 \ 18 4 1 I " \`\I \\ SWEEP TENDON AT \83/a 3 183/4 ` \ DECK PER 3/S5.01 (26) ADDL \ \\ I TENDONS \ (14) BANDED \M \Ebb TENDONS 'r `\m TENDONS BANDED ,\� 1 !N= ONC SLAB �,- (26) BANDED ----- --------------------- I PER NOTESTENDONS 8P-T CONCSLAB49.89' I PER PLAN NOTES i i I T SLAB 1/2 1 53/4 21/2 53/4 13/4 53/4 13/4 53/4 13/4 53/4 53/4 1 i 0 5lo"OCTENDONS I I I a� N 6 ___________________________________ ____________ __---- __ J _ ____________ ________.__—_______________________________________________________________ _J F &ANDED �� TFN00NS ROOF LEVEL 4 POST -TENSIONED SLAB PLAN NOTES: LEVEL 33 8. DO NOT INSTALL DRILL -IN ADHESIVE AND EXPANSION ANCHORS IN THE POST -TENSIONED SLAB. DRILLING INTO 13. TYPICAL DETAILS PER: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01 - S1.03. POST -TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, PIPES S5.01 TYPICAL POST -TENSIONED DETAILS. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST -TENSIONED SLAB PRIOR TO 4/S5.01 TYPICAL SLAB TENDON PROFILE. LEVEL 2 POURING THE CONCRETE. 6/S5.01 & 7/S5.01 TYPICAL POST -TENSIONED ANCHOR DETAILS. 3. MILD REINFORCING BAR LAYOUT SHALL BE PER MILD REINFORCING PLAN. 9. ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL ENGINEER 9/S5.01 TYPICAL POST -TENSIONED CONSTRUCTION JOINT DETAILS. OF RECORD AND COORDINATED WITH THE GENERAL CONTRACTOR. 55.02 TYPICAL SLAB OPENING AT POST -TENSIONED FLOOR. LEVEL 1� 4. WALL DIMENSIONS, SLAB OPENING DIMENSIONS AND SECTION CUTS SHALL BE PER MILD REINFORCING PLAN. 5. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING PLACED 10. TENDONS STRESSING SEQUENCE PER GENERAL NOTES. STRESS A MINIMUM OF (2) TENDONS AT SLAB EDGES BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHED PERPENDICULAR TO THE BANDED TENDON ENDS BEFORE BANDED TENDONS ARE STRESSED. REVIEWED LEVEL P1 SPECIFIED STRENGTH. 11. HORIZONTAL SWEEP OF THE TENDONS SHALL NOT BE GREATER THEN 1:6. TENDONS WITH HORIZONTAL SWEEP 6. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. GREATER THAN 1:6 SHALL BE REVIEWED BY THE ENGINEER -OF -RECORD FOR TENDON SPACING AND ADDITIONAL MAY 3 12014 NOTE: REINFORCING REQUIREMENTS PRIOR TO PLACING CONCRETE. DARKENED LINES DESIGNATE 7. COLUMN OR WALL OVER -POURS INTO POST -TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. 12. PROVIDE FULLY ENCAPSULATED SYSTEM OF THE POST -TENSIONED TENDONS AND ANCHORS AT THIS LEVEL .Reviewed by: AREA OF WORK. REMOVE ANY EXCESSIVE COLUMN OR WALL OVER -POURS PRIOR TO PLACING REINFORCING BARS AND ENCAPSULATION REQUIREMENTS PER STRUCTURAL GENERAL NOTES. BECK & ASSOCIATES, PLLC POST -TENSIONED TENDONS. LEVEL 2 POST -TENSIONED PLAN SCALE: 1/8"=1'—O" HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com fflm D C I 1=-PTt-aIPTr=1=-R 100 MONTGOM ERY STREET • SUITE 1150 v oxelaRAi9reiSCsO:uFOTrel�rn84104 aMmMmmwm OLo�gM Oe/3 1a VMMcry aaA�ul rcgnM FeservM PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC FL.. SUi APR 0 4 2014 OUICLIDYEOF EDN'.R7fID. xg. gxa RMSQV 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRwlrcT 11— SIB P- -A - SIB PRMECT ARC 1-T SIB PRi—T 1EAM Melgdi Exdxt.TR 5��� OF Y R �c +?�}y 40789 1 OVAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES 71. LEVEL 2 POST -TENSIONED PLAN P 'T" 10001.00 OArE APRIL 3, 24krtCfcNED PRwccT NEIXORI( PArx APR 0 4 2013 ®E�,K &ASSOCIATES, PLL sIEEr xuuSCR S2.02A SET 1]091-0107-S20 dA ­­14 10.22 Al ..ftghe W o I I I I I I� 0 Irv- m I I I I GL31/8x117/8 GL31/ex117/8 GL31/8x117/8 II �I I I I cL31/2xt17/8 I I - 1\ I M IIIII GL31 x117/a/ I 11/7.03 2/S7.03ii STAR OPN' TYP GL3/2x117/8 GL31/8xl 17/8 GL31117/81 M II ® 3x12 CONT LEDGERI' 117 "TJI 210 ill Ili 6" MIN - 91/2" MAX AATPCONC EDGE i ® 16 OC, TYP P P-T CONC SLAB II 11 II PER PLAN NOTES In' T/SLAB VARIES I I I I I I HP = 49.85' N - ----------------------- -- 4" CONIC SLAB - I • SLOPE VE #4 ®24 OC EW ` OVER RIGID INSULATION I I I I I 1 .25 P ;z I O I GL31/gxl 17/8 GL31/8xl17/8 - 1 i z'Ysz APA RATED '- STURD-I-FLOOR SHTI PER PLAN NOTES ' T/SSHTG PER ARCH GL31 gx117/s sl 7" P-T CONC SLAB ' PER PLAN NOTES ! T/SLAB = 49.89' "-6" PARTIAL HEIGHT CONC WALL W/ #4 VERT 0 24"OC „r. & #4 HORIZ ®12"OC TYP UNO I � I :�� �" L ----------------- -------------- I -;: ;;,',c.aN.t>:i... P• .i.::;x - -- ------ ---------------- 10" P-T CONIC SLAB I `\ `\ _ N LANNOTESI�_rT/SLAB = 49.B9' 4-----' -----------� I ` '\ i i 6" PARTIAL HEIGHT CONIC WALL &/#44H RIIZZ 0 12"OC I \ \ I I \ \ \ I I - \ I `\ I \ \ I I ____\ \ y \ I \ 10" P-T CONC SLAB �\ PER PLAN NOTES I \ I \ I N /SLAB = 49.89' I 7" P-T CONC SLAB PER PLAN NOTES T/SLAB 49.89'CONIC ' 6" PARTIAL HEIGHT CONC WALL W/4#4 @ 24"OCB EW W/ #5 VERT 0 12"OC OVER RIGID INSULATION I 'II1E _L_ I - & #4 HORIZ 0 12"OC OCATE PER ARCH ________________________________________________ ________ _ I I s ,.- P-T CONIC SLAB PER PLAN NOTES ' T/SLAB = VARIES AP�85J. TYP (7) PLACES 4" CONIC SLAB .------' W/ #4 ® 24"OC EW OVER RIGID INSULATION I 1 1 I I PER PLAN NOTES T/SLAB = 48.72' ROOF LEVEL 4 FLOOR FRAMING PLAN NOTES: 6. ALL 2x HANGERS TO BE TOP FLANGE BEARING SIMPSON JB TYPE, UNO. GLULAM, PARALLAM OVER FRAMING PLAN NOTES: AND MICROLLAM HANGERS ARE AS SPECIFIED ON PLAN. 1" JOIST.HANGERS TO BE TOP 7. CONTRACTOR TO COORDINATE EMBED PLATES REQUIRED FOR STAIRS, GUARDRAILS, INTERIOR AND LEVEL 3 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01 FLANGE BEARING SIMPSON MIT OR ITS TYPE, UNO. 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01 - S1.03. EXTERIOR WALLS, WINDOW WASHING ANCHORS, ETC. AND 51.04. 7. HEADERS SHOWN BUT NOT SPECIFIED ARE TO BE (2) 2x8 MINIMUM. HEADER SUPPORTS 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. B. TYPICAL DETAILS PER: LEVEL 2 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. 3. MILD -REINFORCING LAYOUT SHALL BE PER MILD -REINFORCING PLAN AND POST -TENSIONED TENDON S525 TYPICAL OVER FRAMING DETAILS 3. FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED 8. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON LAYOUT SHALL BE PER POST -TENSIONED FRAMING PLAN. AND NAILED TO FRAMING WITH 0.131"4x2l/2" NAILS ® 670C AT PANEL EDGES AND 0 PLANS AS "DB" INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS LEVEL 1 12"OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. PROVIDE A35 CLIP EACH SIDE OF 4. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1/8" SPACE BETWEEN PANEL ENDS FLUSH BEAMS THAT BEAR ON DOUBLE TOP PLATES. SHORING PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR REVIEWED AND EDGES. 9. ALL RIM JOISTS TO BE 11/2" LSL MINIMUM UNO. CONCRETE HAS REACHED SPECIFIED STRENGTH. LEVEL P1 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND 5. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. MAY 312014 SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 10. PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24" ON NOTE: ONE SIDE. 6. DO NOT INSTALL DRILL -IN ADHESIVE AND EXPANSION ANCHORS IN THE POST -TENSIONED SLAB. Reviewed BY: DARKENED LINES DESIGNATE 5. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 6" OF FINISHED GRADE SHALL BE DRILLING INTO POST -TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF BECK 8 ASSOCIATES, PLLC AREA OF WORK. PRESSURE -TREATED. 11. BEARING STUD, SHEAR WALL, HOLD-DOWN, POST SIZE, AND POST CAP AND BASE RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE REQUIREMENTS BELOW PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. PROTECTION SHALL PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST -TENSIONED SLAB PRIOR TO POURING THE CONCRETE. LEVEL 2 OVER -FRAMING PLAN SCALE: 1/g"=1'-O" HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206,235.0935 email: boyerscottl@gmail.com =DCI 100 MONTGOMERY STREET-SUAE1150 b pxERANCISCO, CALIFORNW 94104 EnsTsl-Iss•PAx:I\Isl \eiala 0c y,oa/m�4B bco 1Ine. NI RIM, R-.1 PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 0 4 2014 eUC.040 DF 'N X9, DATE M.\4pW 1/23/14 PERMIT SET 1 4/3/14 PERMIT REVISIONS P ECT Rio E S RD.EBT MAMAMER PSB PRDJ BA-111ECi PRDJECT WANT MEMBER ENraNEFR Y BRt ,q 40789 LRnL EME'` IUNAt, �' FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES nnE LEVEL 2 OVER -FRAMING PLAN PRO ECT N0. 10001.00 DATE APRIL 3, zala ���ED PRPIECT NETAORK PA �R-O�L gn13 =QcI TES,PLLC ERGET NUMBER BE S2.OZB SET 13081-0107-S2029dw9 3-Aar-14 8:31 AM - SRJ n TYP AT CORNER COL — SRG (10) #5 T&B x 12'-0" =fi SRB #5 T&B x 12'-0" 0 12"OC I SITE SRB 0 m ®o m. c >< y r' I it 1 0 18"OC II II II N 7" CONI I I Lj cS�m:)l SRC ---------------- II 'a 4/S5.14 I n � .� I I i � �o I O I I I l I x I m U P CONIC STEP STEP BEAMEAM W/ a (2) #7 T&B #4 TIES 0 18.00 SRD 4� #ST z 6'-0" 0 24"OC O iI W/ STD HOOKS ----L----- L --------- - --- ---- � — I _____ L 6/S5.04 0 2 W CONIC --_ W; J, 11 N L________ ____ ___ ________________ ALL BELOW o L_________ ______ ___.............. ____ ___ ® vl r sLAe ----- o 12"W CONIC 55.01' WALL BELOW - #ST x 12'-0" 0 18"OC in o W/ STD HOOK ­,AT EDGE x x s M r #5T x 12'� 0 18"OC r L10 ,o CONIC MIN - 61/2" 1AX P-T -- W/ STD H K N CONIC SLAB PER P IJ NOTES 3 T/SLAB =VAR ES 1 (7) #5 T&B x 12'-0" ° , ' HP 5839TM^^^ W% STD HOOKO /-(7) #5T x 12'-0" .l(7 pal x114-u W/ STD HOOKAT AT ED E COL -L SRB SRB SRB 2-HOUR RATED SLAB. PROVIDE 1" CLEAR FOR ALL BOTTOM MILD f)EINF ¢I 1 o xx (7) #5T x 12'- " EW 7, TYP AT IM CO UNo I G3 I "ao o I M3a 2 15B x 8'-0" TYP I EXT COLS UNO I O ®x CC2i m- o N CONIC CUR (1) #4 CON LOCATE PER #4B 0 36"OC EW TYP (4) #5T x 12'-0 (7/)STD HOOK T x " CONIC CURB W/ SRA (1) #4 CONT LOCATE PER ARCH P I 6" PARTIAL EIGHT CONIC WALL P R ARCH W/ #5 VERT I "OC & ' o Z CC27 #4 HORIZ 0 2"OC TYP 6 12x24" I � CC27 ___ ______ 12"x24" � r II 4. I W� L__ _____________- ------------- I 10/S5.1 I #5T x 14'-0" 0 12"oc � Y O �Nr I (2) #5 T&B CONT as SRD AT GRID F.7 SRA SRB SRDI AL( I 1 I P SRn ( I SRA (4 #5T. x. W/ STD;. H (7) #5 T&B x 12 G- SRA , . 1 ,TYP AT CORE 11N0 - • is J2x24" I [ '(7) A T&B x, 12'-0 1 )OK I SR ..L"18"bC IM cbi 61/2 R-T` GONG SLAB _ ' PEl 11 NOTES m� o N T/SLAB ._ 58 39 p 7 I" 3'-9"Wx1B"DP I_ _ ADDL #4B x 16'-0" CONICBEAM 0 18"oc (10) #5ll x 12' SRJ SRD ( 7" P-T CONIC SLAB P PER PLAN NOTES T/SLAB - 58.39' P (7) #5T x 12'-0" W/ STD HOOK © SRC SRB #4 T&B CONT T&B CONT GRID H 2 04 P (5) PLACES c J STD HOOK HATCHED AREA INDICATE5 2-HOUR RATED SLAB. PROVIDE 1" CLEAR FOR ALL BOTFOM MILD REINF 8" PARTIAL HEIGHT CONIC WALL PER ARCH W/ #5 VERT 0 12"OC & #4 HORIZ 0 12"OC, I TYP 1/2" MIN - 61/2" MAX P-T ONC SLAB PER PLAN NOTES T/SLAB = VARIES HP = 5835' I W/ STD HOOK 12'-0" T TYP (2) PLACES ROOF LEVEL 4 MILD REINFORCING PLAN NOTES: LEVEL 3 7. DO NOT INSTALL DRILL -IN ADHESIVE AND EXPANSION ANCHORS IN THE POST -TENSIONED SLAB. DRILLING INTO 12. TYPICAL DETAILS PER: � 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S11.01 - S11.03. POST -TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, S3.01 TYPICAL COLUMN ELEVATIONS PII PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST -TENSIONED SLAB 12 S4.01 TYPICAL LAP SPLICE SCHEDULE LEVEL 2 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. PRIOR TO POURING THE CONCRETE. S501 TYP CAL POST -TENSIONED DETAILS 3. POST -TENSIONED TENDON LAYOUT SHALL BE PER POST -TENSIONED FRAMING PLAN. S5.02 TYPICAL SLAB OPENING REINFORCEMENT 8. ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL S5.03 TYPICAL STUDRAIL DETAILS AT COLUMNS LEVEL 1 4. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING ENGINEER AND COORDINATED WITH THE GENERAL CONTRACTOR. S6.06 TYPICAL BRICK VENEER DETAILS PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS g. PROVIDE #5 0 46"OC RISER BARS FOR TOP MILD REINFORCEMENT SUPPORT. REACHED SPECIFIED STRENGTH. REVIEWED LEVEL L P1 H' 5. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. 10. POST -TENSIONED SLAB IS DESIGNED FOR ONE HOUR FIRE SEPARATION. PROVIDE 3/4" CLEAR FOR ALL BOTTOM REINFORCING AND 1" CLEAR FOR ALL TOP REINFORCEMENT, UNO. 6. COLUMN OR WALL OVER --POURS INTO POST -TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. MAY 2014 NOTE: 3 9 REMOVE ANY EXCESSIVE COLUMN OR WALL OVER -POURS PRIOR TO PLACING REINFORCING BARS AND 11. CONTRACTOR TO COORDINATE EMBED PLATES REQUIRED FOR STAIRS, GUARDRAILS, INTERIOR AND EXTERIOR DARKENED LINES DESIGNATE POST -TENSIONED TENDONS. WALLS, WINDOW WASHING ANCHORS, ETC. - Reviewed by: AREA OF WORK. BECK & ASSOCIATES, PLLC LEVEL 3 MILD REINFORCING PLAN SCALE: 1/a"=1'-O" HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com =DCI EPA 61nGEiRSO 100 MONTGOMERY STREET- SMITE 1150 SAN FRAN e1SC50, CALIFORNIA 94104 PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC saw 011 113B APR 04 2014 WILDING DEPARTMENT CITY OF EDMDNDS N0. OAR RMSipI 1/23/14 PERMIT SET Q4/3/14 PERMIT REVISIONS PROJECT D REM SB PRO- S13 PROJECT ARD1— SS —I.T TEAM MEMBER LNECK ENr�xEEN Y' BRJ 40789 7QVAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES nnE LEVEL 3 MILD REINFORCING PLAN PROJECT xD. 10001.00 OAR APRIL3,aEC- VED PRA4cT NETWORK PANT APR 0 4 2013 ®�f K &ASSOCIATES, PLl-C SHEET NOMBER S2.03 SET C SLAB W/ T SlA6 = 56.60' 1'-0"Wx18"DP CONC BEAM AA o to Nxiv a3a 7" P-T CONIC SLAB PER PLAN NOTES x 8'-0" 0 24"OC T/SLAB = 55.18' � o H ro W W/ STD HOOK -� / a I x Cm:) SRD 130B1-010/-S203.d"B r-, IALLER ,RCHITECTS LLC 1 Western Avenue Suite 301 attle, WA 98104 L 206.235.0935 Tail: boyerscottl@gmail.com MDCI _rlGIMar=-F1 00 MONTnOMERY STREEM1SWE 1150 AN FRANCiSCO, CAUFORNI 941N oxen+�ln1-1ws. PAcws14,-me >unnsM w�za„o IOKCT: lew Edmonds ,ost Office (CATION: 30 Second Ave N :dmonds, WA iEFARED FOR: :dmonds 2020 LLC Isaf u'ra APR 04 2014 eull-DIYNOgrr F F°AONIDS 5 ND. REMLCN 1/23/14 PERMIT SET �1,4/3/14 PERMIT REVISIONS PROECT WE— SB ROhCt MANAGER PSB P—T ARCNTECI SB —T 1EAM MEMBER CHECK ENIFIEQf F�gBY BRf 40T89 � L h2s'1�� �QIAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT rO REVIEW AND MODIFICATION 3Y GOVERNMENTAL AGENCIES M LEVEL 3 POST -TENSIONED PLAN PROJECT N0. 10001.00 APRIL 3, 2014 PRoxcT xETMORK PATx pC APR.O vilc SHEET NUMBER &p550 Slbi SET IMI-0107-MOX&g 3-Apr-14 Ml AM —.ftA T x 6'-0 U HOOK CORNER OL 3 $4 T&B CONT E::Er TYP AT PERIMETER it I N 4 f i SRB I I #5 T&B x 12'-0" SRC `I� i� SRG 0 12 OC I SRC 51/P-MI SLLABAX M SRB O CONC r, I I I li I r SRD PER PLAN NOTES T/SLAB =VARIES I I ii HP = 66.98' I I SRB II LJ I o I N I I t0 I� _No SRB SRDG „T SLAB I SRD 3 6.90' qT EDGE li ' SRA I ro 61/2" MIN - 9" MAX (3) $I IB x 20"-0" HIG INT W ® P-T CONC SLAB PER j EMBED 5'-0" INTO 67. 9' PLAN NOTES 3 SHEAR WALL rn s T/ SLAB VARIES )I q1 P ., SLOPE x� (7) #5 T&B x I2'-0" _ --_ _— T/SLAB 0 x� U �g x a3 � 'Lj (8) #ST ) 12'-0"_ I I, SRA SRC TYP AT E?GE COL 51/2" MIN - 61/2" MAX P-T CONC SLAB PER PLAN NOTES T/SLAB = VARIES HP = 66.98' I I I L i SRD #48 ®36"OC ` 0 SRD EW TYP I �o r, xx II G S D Rua 3) 19B x 20'-0" j EMBED 5'-0" INTO SHEAR WALL R SRA r (6) #5T x 2'-0" o 0 W/ STD H _ g i I x x2 SRE __ _ p5 T'1 x 20 -0" SLAB @ 12"OC &TWE ° $ (4) #4T � 12'-0" (8 #5T STD FIOOK 0" MIN - 61/2" MAX P-T SLAB PER PLAN NOTES r/SLAB = VARIES / -No = AA. AR' SRA o I SRA N SRA CONC CURB W/ ' n (3) IIB x zo'- " (. t4 CONT EMBED 5'-0" INTO I I LOCATE PER ARCH I SHEAR WALL - - - — - - - --- - - - - 71/i T (3) #513 x 8'- " EW (8) #5T x 12'- " EW 14 SRH TYP AT COLS UNO TYP AT INT COLS UNO r_ o� I SRD logo SRA SRA SRA `- xx I U _ mo �3 < IR S (8) #5T x 12'-0" (8) OT x 12'-0" 1/2' STEP, TYP I '3 a (3) #5B x 8'-0" TYP I I W/ STD HOOK TYP ATE E COL AT BALCONIE AT EXT COLS UNO - SRB - _ SRB - SRB - SRB SRB I SRB - I 'ITW/ STD HOOK ® 16"0C (6) PLACES 7 /2 P-T CONC SLAB PER PLAN NOTES T/SLAB = 66.98' 1111 (7) #5 T&B x 12'-0" r SRA (8) #5T 12'-0* W/ SID HOOK 6.0 - #5 T&B x 6'-0" 0 12"OC I W/ STD HOOK TYP AT CORE UNO - I I II 11� I SRE (7) #5 T&B x 12'-0" i #5T x 6'-0" i `'•, I STD HOOK �� SRD II 51/2" MIN - 61/2" MAX o 3)9B x'2D'-0" I EMBED 5'-0" INTO P-T CONC SLAB PER PLAN NOTES SLO E w - SHEAR WALL T/SLAB =VARIES PER ARCH x U 4 HP = 66.98' N77, 1771 I �® l P-T CONC SLAB PLAN NOTES .LAB = 66.98' I (8) #5T x 12'-0" W/ STD HOOK IlI I P-T CONC SLAB I I I I8" PER PLAN NOTES T/SLAB = 67.02' UNO (8) #5T x 12'-0" -- W/ STD HOOK R I I SRB— � — I S5.04 24'-7.. 24._7.. 1 24._7.. 24._�.. 44 _g 4 TYP (4) PLACES R00�. 3.8 C.8 4 LEVEE MILD REINFORCING PLAN NOTES: LEVEL 3 7. DO NOT INSTALL DRILL -IN ADHESIVE AND EXPANSION ANCHORS IN THE POST -TENSIONED SLAB. DRILLING INTO 12. TYPICAL DETAILS PER: q 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.O1 - S1.03. POST -TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED, 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST -TENSIONED SLAB S3.01 12 S4.01 TYPICAL COLUMN ELEVATIONS TYPICAL LAP SPLICE SCHEDULE LEVEL 2 PRIOR TO POURING THE CONCRETE. S5.01 TYP CAL POST -TENSIONED DETAILS 3. POST -TENSIONED TENDON LAYOUT SHALL BE PER POST -TENSIONED FRAMING PLAN. S5.02 TYPICAL SLAB OPENING REINFORCEMENT B. ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL S5.03 TYPICAL STUDRAIL DETAILS AT COLUMNS LEVEL 1 4. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING ENGINEER AND COORDINATED WITH THE GENERAL CONTRACTOR. S6.06 TYPICAL BRICK VENEER DETAILS PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS g, PROVIDE ®48"OC RISER BARS FOR TOP MILD REINFORCEMENT SUPPORT. REVIEWED REACHED SPECIFIED STRENGTH. LEVEL P1 5. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. DESIGNEDSEPARATION. PROVIDE 3/4" CLEAR FOR ALL BOTTOM 10 ED FOR ONEHOURFIR 3 12014 REINFORCING AND 1LA CLEAR REINFORCEMENT, UNO.NOTE: MAY 6. COLUMN OR WALL OVER -POURS INTO POST -TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. DARKENED LINES DESIGNATE REMOVE ANY EXCESSIVE COLUMN OR WALL OVER -POURS PRIOR TO PLACING REINFORCING BARS AND 11. CONTRACTOR TO COORDINATE EMBED PLATES REQUIRED FOR STAIRS, GUARDRAILS, INTERIOR AND EXTERIOR WALLS, WINDOW WASHING ANCHORS, ETC. R¢v,ewea ey: ��- RE OF WORK. PLLC POST -TENSIONED TENDONS. $ECK &ASSOCIATES, LEVEL 4 MILD REINFORCING PLAN SCALE: 1/8„=1'_O„ H W HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.236.0935 email: boyerscoltl@gmail.com =DC1 7= n a O n ar= F; =® too FMNCI CO, STf1EENIA MI HrA MN:(ft CBCO, CALI(110 P84104 WEBS . rmw.kr�rxvcr ®c%nghl 04/20140•A,„I< nl�. 11 R�sN, PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC KEY NV IRt'F ZIP APR 04 2014 quu_D, OF EM01 DSM DALE RENSION 1 /23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PROJECT DIRECidV SB PRS MANAGER PxsDxcr 1cAM uwem aux y Bht 40789 70VAL• FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES LEVEL 4 MILD REINFORCING PLAN PRPE l N. 10001.00 DAu APiREIWLx3tENE1) ApR 0 4 2011 geggES. PLLC ­ETNOMBE0. BECK S2.04 SET 13081-07-52044w9 3—Apr-14 9:57 AM cmoo ge HALLER ARCHITECTS LLC POST -TENSIONED SLAB PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.01 - S1.03. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. MILD REINFORCING BAR LAYOUT SHALL BE PER MILD REINFORCING PLAN. 4. WALL DIMENSIONS, SLAB OPENING DIMENSIONS AND SECTION CUTS SHALL BE PER MILD REINFORCING PLAN. 5. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHED SPECIFIED STRENGTH. 6. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. 7. COLUMN OR WALL OVER -POURS INTO POST -TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. REMOVE ANY EXCESSIVE COLUMN OR WALL OVER -POURS PRIOR TO PLACING REINFORCING BARS AND POST -TENSIONED TENDONS. 8. DO NOT INSTALL DRILL -IN ADHESIVE AND EXPANSION ANCHORS IN THE POST -TENSIONED SLAB. DRILLING INTO POST -TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED. ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST -TENSIONED SLAB PRIOR TO POURING THE CONCRETE. 9. ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL ENGINEER OF RECORD AND COORDINATED WITH THE GENERAL CONTRACTOR. 10. TENDONS STRESSING SEQUENCE PER GENERAL NOTES. STRESS A MINIMUM OF (2) TENDONS AT SLAB EDGES PERPENDICULAR TO THE BANDED TENDON ENDS BEFORE BANDED TENDONS ARE STRESSED. 11. HORIZONTAL SWEEP OF THE TENDONS SHALL NOT BE GREATER THEN 1:6. TENDONS WITH HORIZONTAL SWEEP GREATER THAN 1:6 SHALL BE REVIEWED BY THE ENGINEER -OF -RECORD FOR TENDON SPACING AND ADDIRONAL REINFORCING REQUIREMENTS PRIOR TO PLACING CONCRETE. 12. PROVIDE FULLY ENCAPSULATED SYSTEM OF THE POST -TENSIONED TENDONS AND ANCHORS AT THIS LEVEL. ENCAPSULATION REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 13. TYPICAL DETAILS PER: S5.01 4/S5.01 6/S5.01 & 7/S5.01 9/S5.01 S5.02 (16) BANDED TENDONS (18) BANDED TENDONS BANDED )NS ROOF s LEVEL 4 H LEVEL 3 TYPICAL POST -TENSIONED DETAILS. LEVEL 2 A' TYPICAL SLAB TENDON PROFILE. TYPICAL POST -TENSIONED ANCHOR DETAILS. TYPICAL POST -TENSIONED CONSTRUCTION JOINT DETAILS. TYPICAL SLAB OPENING AT POST -TENSIONED FLOOR. LEVEL, REVIEWED LEVEL PI MAY 312014 NOTE: DARKENED UNES DESIGNATE R-ie--Y: AREA OF WORK. 3ECK & ASSOCIATES, PLLC LEVEL 4 POST -TENSIONED PLAN SCALE: 1/8"=l'-O" 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com =DO E=-r) ou�(=— Q=—pse 100MONTGOMERY STREU-SU7E1150 SAN xe FRANCISCO, CALIFORNN 9104 IatN]Bt-tWs a RAt. Ntrnt.Tlta xwxat«Nwen.wm ®ca]y q tt oe/mta oAmoie q to aervef PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC ANK 0 4 2014 euaTM of coA,o aos"' N0 RLMSICN 1/23/14 PERMIT SET ,L4/3/14 PERMIT REVISIONS PROJECT DIRECTOR SB PRDIECT MANABEN SB PRC T A TECT SB PROJECT TEAM MEMBER NeN R A Y gar 40789 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES LEVEL 4 POST -TENSIONED PLAN PROJECT ND. 10001.00 DALE APRIL 3, 24i PROJECT NETWORK PA 4 �013 -ET NUMBER BEC ,,, 9C EIAI S pLLC S2.04A SET 13081-010)-520MM]g 3 W-14 10:20 AM <mo Ek 188'-8" 25'-6Y," 24'-EY" 25'-OY" 25'42" 25'-OY,� 25'-QY4" 38'-3Y," 3 _ 3 '2p_ .00� TYPICAL EXTERIOR WALL Wa ®® 2x6 STUDS ® 16"OC ® 'I AT EXT WALLS UNO ® Lo 1 0 12 — :� f ® I O i ® 2 2 4 "T L ----- r7OW 2 iz J' i 3 0 2 ❑ ® O SLOPE O J SLOPE � s y � 3 � TYPICAL INTERIOR a 2 2 _ 3 I � fWALL2x4 STUDS ®16"OC�� TYP ATINT NON-PARTY NO k W4 W4 y I I / 2 �O �p N J� rn 177 'a. ��. �. I 3 --- ® 2/S7.0 — - TYPICAL PARTY WALL - P --- O (2) 2x4 STUDS ® 16"OC TYP AT PARTY WALLS UNO Q 0 0 W4 I� \ I - I 3 I 3 r IL 14 45'-V4" 24'_7" 24•_7" 24._7" 24,_7" 44'-9)/4" ROOF 188' 8" INDICATES LOCATION OF HOLD-DOWN LEVEL 4 A B!8 C8 D8 E7 F7 W �O LEVEL 3 STUD AND SHEAR WALL PLANNOTES: 6. NDICATES OLD -DOWN TYPE PER HOLD-DOWN SCHEDULE 3/S7.01. CIRCLED NUMBER INDICATES B•$ C'8 D Q RRERIA, ABBREVIATIONS AND LEGEND PER 'b TO 51.04. NUMBER OF TRI S REQUIRED IN ADDITION TO BUNDLED OR TRIM STUDS OR POSTS SHOWN ON P • H LEVEL2 A STRUCTURAL GENERAL NOTES, 7. ANCHOR BOLTS AT L NON SHEAR WALLS TO BE 5/e"0 x 7" MINIMUM EMBEDMENT AT 48"OC. PROVIDE - 2. LUMBER GRADE PER STRUCTURAL GENERAL NOTES. HOT -DIPPED GALVANIZED ANCHOR BOLTS AT PRESSURE -TREATED SILL PLATES. HOT -DIPPED GALVANIZED ANCHOR BOLTS ARE NOT REQUIRED AT SODIUM BORATE PRESSURE TREATED PLATES PER STRUCTURAL LEVEL 1 3. ALL INTERIOR NON -BEARING, NON-STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL NOTES. GENERAL NOTES. 4. HEADERS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY (1) TRIMMER AND (1) KING STUD MINIMUM, 8. UNO. WHERE MORE THAN (1) TRIMMER IS REQUIRED, THE NUMBER OF TRIMMER STUDS SHALL BE NOTED THUS: &( . TYPICAL DETAILS PER: 4/S7.01 TYPICAL PLATE SPLICE DETAIL REVIFWED LEVELP 11/57.01 SHEAR WALL SCHEDULE NOTE: 5. BEAMS SHOWN ON FRAMING PLAN SHALL BE SUPPORTED BY (2) BUNDLED STUDS MINIMUM, UNO. WHERE MORE THAN (2) BUNDLED STUDS ARE REQUIRED, THE NUMBER OF BUNDLED STUDS SHALL BE NOTED 12/S7.01 - TYPICAL SHEAR WALL ELEVATION 10/S7.02 TYPICAL STUD WALL OPENING (HEADER) DETAIL MAY 3 12014 DARKENED LINES DESIGNATE AREA OF WORK. THUS: . o-03 Revi... oy: BECK & ASSOCIATES, PLLC LEVELS AR WALL PLAN SCALE: 1/8"=1'-O" N HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscotll@gmail.com =DC1 100 MONTGOMERY STREET• SURE 1110 Sox FRAiNCISCO,, CALILIFORfW M104 CCoq�'gm 14/20 Dft t.L., tXl kgM, PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC EE; "IULl APR 04 2014 BUILDING DEPART1.,EMT CITY OF EDMONDS xo. oAa RE•nsNq 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PROJECT CIREC}CR SB 1;W NA11- a6 ECT racx TECT PR04g A. NFNBER ENgNFW JAL 0x'1 1C' 7aVAl FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES LEVEL 4 STUD & SHEAR WALL PLAN PROJE<T xo. 10001.00 PRCIEMD51 APFtIL Uk PA 3, 2014 APR C —T xu-1 BECK & A SZ.04B SET IMI-0107-5 B.&g 3-A -H 1010 AN nogmno"sk, HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com �DCI 100 MONTGOMERY STREET -SURE 11W SAN FRANCISCO, CALIFORNIA 94104 xeR N C[ Sx • AL1IORNAz94 ®CogiigAl 11 114p'pmola fonverson�a lnlnc NI A'igMs Feervm PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 0 4 2014 au11 o.ree oEPAEYOAC-re'f C1N OK FJ)h•�Ot211+ N0. DATE R—. 1/23/14 PERMIT SET ,L4/3/14 PERMIT REVISIONS PR=T DIRECRIR SB PRWECT MAN— SB PRWECT ARCHITECT SB PRQKCT TEAM MWRER CXffM FNGIXEFR Y 8�I g, 40M9 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES nnE STRUCTURAL ROOF FRAMING PLAN fA1AECT N0. 10001.00 APRI f VED m"' 9[113 gL1ATE5, PLLC s.IEET xxMRER BE S2.05 SET HALLER ARCHITECTS LLC 01453 CONCRETE COLUMN REINFORCEMENT SCHEDULE #5 DOWELS W/ MATCH VERT REIN, 8 8 LEVEL 4 STD HOOKS TO S3.03 S 03 53.03 S3.03 03 NP, UNO 53.03 53.03 53.03 LEVEL 4 ^ T/SLAB `� �'� T/SLAB PER PLAN o M PER PLAN - ` - LEVEL 3 T/SLAB - a0 R% a S3.03 LEVEL 3 T/SLAB PER PLAN n ? � z 12 53.03 12 53.03 53.02 � 11 S3.02 12 53.03 � 12 S3.03 12 53.03 9 53.03 U z 0 � 11 53.02 11 53.02 g PER PLAN LEVEL 2 T SLAB N � v ® 5( ( ao 0 o °i 53.03 ^`, LEVEL 2 T SLAB PER PLAN _� tb o°� _ 12 S3.03 TYP 'k 11 53.02 a a 9 53.02 a 12 53.03 TYP S3.03 S3.03 m a 539 PER PLAN LEVEL 1 T SLAB ( ( LEVEL 1 T SLAB PER PLAN 54.02 w S4.02 54.02 54.02 54.02 J 54.02 a 54.02 PER PLAN LEVEL P7 T/SLAB ; 0 LEVEL P7 T/SLAB PER PLAN #5 DOWELS W/ STD HOOKS TO MATCH VERT REINF o "* a L PER PLAN 1YP, UNO o CMKN CC7 CC2 CC3 CC4 CC5 CC6 CC7 CC9 CC10 CC71 CC72 CC73 CC74 CMARKN 01453 CONCRETE COLUMN REINFORCEMENT SCHEDULE S3.03 ^,, S3.03 53.03 53.03 LEVEL 4 4 ^,, ^`, T� T/SLABEB PER PLAN PER PLAN LEVEL 3 8 S3.03 �^ 8 53.03 ^ 8 53.03 �^ 6 53.03 �^ 5 S3•03 a a53.03 8 �""•` LEVEL 3 T/SLAB - T/SLAB PER PLAN ao F 43 o 8 o N 11 B S3.03 z w_ � 4 di o O ap 53.02 PER PLAN LEVEL 2 T/SLAB PER PLAN °� N T/SLAB PER PLAN v1 3 S 8 53.03 8 53.03 S3.02 z 00 < 72 53.03 ,) 11 S3.02 9 S3.02 ro o LEVEL 1 T/SLAB ^ f I ( LEVEL 1 T/SLAB PER PLAN 54.02 m 12 (S4.02 ,` S4.02 5 53.02 °D 54.02 S4.02 3 PER PLAN 0 Na LEVEL P1 LEVEL P1 T/SLAB ° T/SLAB PER PLAN k m o a N °.° PER PLAN COLUMN CC75 CC16 CC17 CC18 CC19 CC20 CC21 CC22 CC23 i CC24 CC25 CC26 - CC27 EVIE ARK EU MAY 312014 Reviewed cy: CONCRETE COLUMN REINFORCEMENT SCHEDULE - ELEVATION BECK a ASSOCIATES, PLLC SCALE: 1/8"=7'-0" S12 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com HDO G n G 1 rlir= RSo 100 MONTGOMERY STREET SUITE 1150 SAN FRANCIIS�0 :��FOR iNwn94104 PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 04 2014 eVn.DHJG DEP.AFm3ENT CITY OF ED,OOHDS N0. RRIE RENN]N 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS at oT DIRECTOR SB SB I-ECT FRC 1- SIB RROaCR TERN YENBER EwaEER 5��w of wavy gh,I C R 40789 �CNAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE COLUMN SCHEDULE PROJECT NQ 10001.00 APRI201 LW RROJECT uEiW�N P4 pPR CL PLLC T N-11 BECK &�E SHEET S3.01 SET CONC WALL PER PLAN ., -III—III � � � T ,_ WALL REINF PER PLAN ^T5 AVERT DOWELS PER COL SCHED #4 HOOPS & CROSSTIES, 0 470C, ALT HOOKS SECTION SCALE:1"=l'-0" CONIC COL & REINF x PER COL SCHED � CONIC SLAB a sJ PER PLAN S v DOWELS PER PLAN w7SECTION ag z o z 3 DOWELS TO MATCH VERT COL REINF CONC COL & REINF PER COL SCHED DOWEL CONC SLAB & REINF PER PLAN T/SLAB PER PLAN CONC SLAB REINF PER T/� SLAB PER PLAN CONC WALL PER PLAN WALL REINF PER PLAN 5� • .e #4 HOOPS 0 4"OC ' VERT DOWELS PER COL SCHED SECTION SCALE:1"=1'-0" OL & REINF L SCHED TO MATCH X REINF $5 VERT AT EACH TIE CONC WALL & I —III- REINF PER PLAN Ir • •..78• HOOPS & TIES • °•• '1 PER COL SCHED CONIC PLINTH & 3/4" CHAMFER 1Y" CLR NF PER COIL SCHED AT HORIZONTAL PILASTER DOWELS TO MATCH WALL REINF PER PLAN CONC WALL & REINF PER PLAN 1I- 7. '��"� - - HOOPS & TIES 1 PER COL SCHED 4 . CONIC PILASTER & REINF 3/4" CHAMFER " CLR PER COL SCHED IYP PER PLAN AT VERTICAL PILASTER PLAN - CONCRETE PILASTER 4 SCALE: 3/4"=1'-0" GRID DOWELS FROM COL PER CO C COL BELOW DEVELOP REINF ISCHED INTO COL ABOVE REINF BELOW (TYP 4 PLACES) 1 _ PROVIDE DOWELS W/ STD HOOK INTO SLAB I - (TYP 4 PLACES) Tz", . a--- --- J� COLUMN BELOW SECTION SCALE: 111=1'-0" CONIC SLAB & a REINF PER PLAN T/SLAB 00 PER PLAN .. - a 5 CONC COL & REINF PER COL SCHED DOWELS W/ STD HOOK PER COL SCHED SECTION e 25 �—DOWELS W/ STD HOOK PER COL SCHED DOWELS PER COL SCHED EINF PER SCHED & CROSSTIE, WOKS, PER SCHED, HAMFER, TYP CONCRETE COLUMN SECTION - 6 BAR 8 03606M SCALE: 1"=1'-O" PER CONIC COL 1Y2- CLR REINF SCHED TYP VERT REINF PER SCHED c> cxi HOOPS & CROSSTIES, o z ALT HOOKS, PER SCHED CHAMFER, TYP `CONC WALL & 6i "' - - -- REINF PER PLAN 1 CONC WALL & REINF CONIC COL &REINF REVIFWE ELEVATION CONIC REINF WALL PLAN PER PLAN PER COL SCHEDPER D MAY 312014 Revieweo ey: BECK 8 ASSOCIATES SECTION AT CONCRETE COLUMN TO WALL TRANSITION 9 SECTION AT COLUMN TO WALL TRANSITION 10 SECTION AT COLUMN TO COLUMN TRANSITION 11 CONCRETE COLUMN SECTION , PLLC 12 SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0'" 03606M SCALE: 1"=1'-0" HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com =DC1 I=—nGIMr=GRSo 100 MONTOOMERY STREET• SUITE 1150 SAi vFRANCISCsO, CAUFO)NIA941N *C pp#t 04/2014 D'— corrnnon�o x�hi gghb R.— PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC 4IRil1i'-" 9 1�I010 APR 04 2014 eORmNC+ Dr_PnHa� enrl CITY OF EDP.'UIcOs xB. BA1c asswx 1/23/14 PERMIT SET Z�,4/3/14 PERMIT REVISIONS PRO,ECT DIRECTOR SB PRaECT MANACE.R SB PROkCT IRCNTECT SB PROJECT TEnM MEMBER CIIBCK FNgNEER Y 8R� C 407e9 �GNAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE COLUMN DETAILS PRaEm xa 10001.00 ONE APRIL \V�0 PRPECT fg 0 q 2013 /- n.SSOCIP, SHEET N QU* . S3.02 SET 1=1-0107-=.dwq HALLER ARCHITECTS LLC a i N T/SLAB COL HOOPS W/ TIES PERP TO BEAM ONLY, IN BEAM CONIC COL & REINF PER COL SCHED CONC SLAB & REINF PER PLAN N U PER PLAN COL HOOPS W/ TIES PERP TO BEAM ONLY, IN BEAM GRID CONC SLAB & REINF CONIC SLAB &REINF GRID o PER PLAN PER PLAN U \ T/SLAB T/SLAB Pill PLAN PER'L - - BEAM STIRRUPS PER BEAM EL BEAM STIRRUPS BEAM STIRRUPS PER BEAM EL PER BEAM EL BEAM REINF PER BEAM EL CONC BEAM PER PLAN m - N CONC BEAM DOWELS W/ STD HOOKS PER PLAN CONIC BEAM PER PLAN BEAM REINF PER COL SCHED a o T. PER BEAM EL CONIC COL &REINF 5 m BEAM REINF PER BEAM EL 'o PER COL SCHED NOTE: NOTE: ADDITIONAL INFORMATION ADDITIONAL INFORMATION AT CONT BEAM PER 10/S5.01 AND ll/S5.01 PER 10/S5.01 AND ll/S5.01. TYPICAL SECTION AT BOTTOM OF CONCRETE COLUMN TYPICAL SECTION AT TOP OF CONCRETE COLUMN 03324CM SCALE: 3/4"=1'-0'" 03324M ONC COL & REINF PER COL SCHED � o COL HOOPS W/ TIES CONIC SLAB & PERP TO BEAM ONLY, REINF PER PLAN IN BEAM 33 T/SLAB PER PLAN BEAM STIRRUPS PER BEAM EL a BEAM REINF PER BEAM EL o� N o COL HOOPS W/ TIES i PERP TO BEAM ONLY, IN 3 BEAM T/SLAB PER PLAN -----CONC COL & REINF PER COL SCHED CONC SLAB & REINF PER PLAN CONIC BEAM �m PER PLAN CONC BEAt wW PER PLAN wm o COL DOWELS PER a o' o BEAM REINF <=o COL SCHED 5 y z PER BEAM EL g. ON COL &REINF o NOTE:' PER COL SCHED" CONC COL & REINF ADDITIONAL INFORMATION NOTE: AT CONT BEAM PER COL SCHED PER 10/S5.01 AND ll/S5.01. ADDITIONAL INFORMATION TYPICAL SECTION AT CONCRETE PER 10/S5.01 AND ll/S5.01. BEAM WITH COLUMN ROTATION —E) TYPICAL SECTION AT CONCRETE COLUMN 033241) SCALE: 3/4"--V-O" 03324AM AT BEAM END AT BEAM END fc (PS") #5 #6 #7 #8 #9 #10 #11 4000 20 23 33 38 47 57 69 5000 17 21 30 34 42 51 61 6000 16 18 27 31 38 47 56 7000 16 17 25 29 35 43 52 8000 16 17 23 27 33 40 48 9000 16 12 22- 25 31 39 46 10000 i6 i6 21 23 30 36 44 NOTE: TABULATED VALUES ARE IN INCHES. COLUMN VERTICAL REINFORCING LAP SPLICE SCHEDULE �1 01401 SCALE: NONE 4 GRID CONC SLAB & o REINF PER PLAN �c U 1�— � T/SLAB � v PER PLAN COL HOOPS W/ TIES CONT THRU BEAM DOWELS W/ STD HOOK PER COL EL o 'V" VERT DOWELS W/ STD w HOOKS PER COL SCHED � a g CONIC COL &REINF PER COL SCHED CONC COL & REINF PER COL SCHED T/SLAB PER PLAN AT SLAB SCALE: 3/4"=1'-0" CONC COL & REINF PER COL SCHED uVIEWED AT SLAB MAY 312014 Revleweu uy: BECK & ASSOCIATES, Pl SCALE: 3/4"_V-0„ 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: Doyerscotti@gmail.com =DCI ariainar=Rme 100 MONTGOMERY STREET- SURE 1150 SAN FRANCISCO, CALIFORNIA M104 xeE4laiea.sos. rw.. cnm+41a1a ®c e 1 on/sou ormom r�.ena.o m,. 1 w,M, A — PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 04 2014 eU�LITNOF FOi•10C10 N0. OA2 RENSGt4 1/23/14 PERMIT SET ZL4/3/14 PERMIT REVISIONS PRUd SB DIRECTOR PRWECi SB MA— PRaecR SB ARanEm PROdECi 1EAM M.- - . DNEON cxaxBCR Y BSI c 40TS9 aa` FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES r>e CONCRETE COLUMN DETAILS PPO.ECi N0. 10001.00 DA1E APRIL 3, 2 1— NEM'ORR P- PR r1 & PSSOG\P ' %EEi NUMBER V�� S3.03 SET 1"1-0107-S303.dwg 3-Apr-1410:40 HALLER ARCHITECTS LLC 30" .% y N #5 DOWELS W/ STD HOOKS TYP AA� BOUNDARY REINF 12/S3.06 BOUNDARY REINF PER 8/S3.05, TYP 10/S3.06 DOWELS W/ STD HOOK TO MATCH VERT WALL REINF, TYP UNO 301" ' #5 x I n 012"OC EF 1. N LEVEL 4 LEVEL 4 PER PLAN #5 DOWELS W/ PER PLAN STD HOOKS Typ AT �(19) #9 BOUNDARY REINF I 1 1 12/53.06 1 71- 1 �_ LEVEL 3 i LEVEL 3 PER PIAN is M PER PLAN Ip N I I I I I LEVEL 2 #5 ® 12"OC EF I I LEVEL 2 PER PLAN PER PLAN I I #5 0 12"OC EF I BOUNDARY REINF "-(19) #9 TYP UNO I I PER 7/S3.05 TYP f'c (psi) f'c (psi) # 4 #5 #6 #7 #8 #9 #10 #11 4000 20 24 28 41 47 58 71 85 5000 20 21 25 37 42 52 64 77 6000 20L20 23 34 38 47 58 7000 20 21 31 35 44 5465 8000 20 20 29 33 41 51 61 9000 20 20 27 31 39 48 57 10000 20 20 26 1 29 37 45 54 LAP SPLICE TYP 1 �• mill E PLAN - TYPICAL SHEAR WALL 30" #5 x N, ® 12"OC #5 DOWELS W/ STD HOOKS TYP AT BOUNDARY REINF- (8) #9 1 #5 ® 12"OC EF TYP UNO- #4 0 12.00 EF (8) #9 - DOWELS W/ STD TO MATCH VERT WALL REINF, TYP LEVEL 4 PER PEN #9 LEVEL 3 PER PLAN LEVEL 2 PER PLAN v #9 LEVEL 1 PER FLAN v BASEMENT PER NOTE: - TABULATED VALUES ARE IN INCHES. 1 S CONCRETE SHEAR WALL SHEAR WALL REINFORCING LAP SPLICE SCHEDULE ELEVATION - AT GRID B - LOOKING SOUTH 4� 01404 SCALE: NONE 3 SCALE: 1/8"=1'-0" -301" #5 x l n ® 12"OC EF #5 DOWELS W/ STD HOOKS TYP A� BOUNDARY REINF 12/S3.06 (15) #gam 7 ao.vo LEVEL 1 I I LEVEL 1 PER PLAN BOUNDARY REINF PER I i PER PLAN 4 10 5/53.05, TYP 10 S3.07 i i STI, DOWELS W/ STD HOOK DOWELS W/ STD HOOKS I I TYP TO MATCH VERT TYP TO MATCH VERT I WALL REINF, TYP UNO 111d WALL REINF, TYP UNO BASEMENT I i BASEMENT n u #5 x�3" ri ® 12"OC EF 3.2 #5 DOWELS W/ ' o STD HOOKS TYP AT "> _ LEVEL 4 BOUNDARY REINF LEVEL 4 PERPER PE. D L II PER PIAN 1 LEVEL 3 i i t LEVEL 3 PER PLAN is n 1 PER PLAN -(19) #9 ig rn I I (19) #9 I I _ LEVEL 2 i I LEVEL 2 PER PLAN PERP -(19) #9 #6 0 12"OC EF (a) #9 I I I I #5 ®12"OC EF I I (26) #9 (TERMINATE TYP UNO I I (7) AT LVL 2) -11 1 O/S3.06 -LEVEL 1 LEVEL 1 PER PLAN I I PER PLAN BOUNDARY REINF I I 10 PER 7/S3.05 TYP I i 10 I I 53.07 DOWELS W/ STD HOOKS I I 53.07 TYP TO MATCH VERT i i I TYP 1 WALL REINF, TYP UNO I BASEMENT i BASEMENT PER PLAN I IL 7. ' PER PLAN -. .: .1: PER PLAN ..�; V -1 I I-I41 I III-1 I=1il - 'IIIIiIIllilllll y2v CONCRETE SHEAR WALL CONCRETE SHEAR WALL CONCRETE SHEAR WALL CONCRETE SHEAR WALL ELEVATION - WEST WALL - LOOKING EAST SCALE: 1/a'•=1 -0•' 5 ELEVATION - SOUTH WALL - LOOKING NORTH ELEVATION - EAST WALL - LOOKING WEST ELEVATION - NORTH WALL - LOOKING SOUTH SCALE: 1/a =1' 8 SCALE: 1/6"=1'-0" SCALE: 1/e"=1 _0•. -0" S I I I I I I I I I I I I I I .. _I..... 0 1 I aN I 1 gM� I I I I I 1 I I I I I i 5 12"OC EF I I I w I I o I _o I 1 ®� I I : n I I : 1 i 3.3 3300" 30" #5 x In ® 12"OC EF 'N #5 x�`-�i 0 12"OC LEVEL 4 PERT. #5 DOWELS W/ #5 DOWELS W/ STD HOOKS TYP AT I STD HOOKS TYP AT BOUNDARY REINF I BOUNDARY REINF (19) #1 LEVEL 3 --i PERPLAN #5 ® 12"OC EF I LEVEL 2 I PER PLAN #5 UNO.00 EF I BOUNDARY REINF T PER IO/S3.05 TYP 8/53.06 1 8/S3. I LEVEL 1 BOUNDARY REINF PER I PER PLAN 12/S3.05, TYP UNO I 10 DOWELS W/ STD HOOKS s, i 53.07 DOWELS H STD NO TO MATCH VERT TO MATCH VERT REINF TYP UNO I TYP WALL REINF, TYP UN raI F ' N LEVEL 4 PER PLAN I I I I I I (19) #g I 1 LEVEL 3 I wan I PER PLAN 4 I (19) #9 LEVEL 2 I I I 4 012"OC EF i PER PLAN I I I I I I I 1 6 w I _ LEVEL 1 I o PER PLAN 10 MKS I ® i 53.07 TYP I I I PER PLAN 30" #5 .12 In ® 12.0C EF , LEVEL 4 N #5 x I� 0 12"OC EF ' N � #5 DOWELS W/ I I PER- PIAN #5 DOWELS W/ PER PLAN STD HOOKS TYP AT STD HOOKS TYP AT BOUNDARY REINF i BOUNDARY REINF I AI I () # I I I LEVEL 3 (33) #9 i LRAI'l] Id n __ PER PLAN i a o N I I BOUNDARY REINF PER I 3 "' � i i BOUNDS, R UNO #5 012"OC EF 1 I LEVEL 2 1 4 ® 12"OC E 1 PER PLAN PER PLAN #5 ® 12"OC EF I I (33) #9 TYP UNO I I BOUNDARY REINF I PER 8/53.05 TYP I I B/S3.06 I i 8/S3.06 I I LEVEL 1 I I LEVEL 1 - -- BOUNDARY REINF PER PER PLAN (33) #9 I o I I PER PLAN 10/S3.05, TYP I a 10 I ®� I I 10 DOWELS W/ STD HOOKS i i S3.07 DOWELS W/ STD HOOKS I I I 53.07 TO MATCH VERT I "' s= I y TO MATCH VERT I 1 TO WALL REINF, TYP UNO III ,' TYP WALL REINF, TYP UNO- BASEMENT WALL ; BASEMENTi ' I BASEMENT PER PLAN PER PLAN III -III_ III -III 4 CONCRETE SHEAR WALL CONCRETE CONCRETE SHEAR WALL ELEVATION - NORTH WALL - LOOKING SOUTH SHEAR WALL ELEVATION - WEST WALL- LOOKING EAST ELEVATION - SOUTH WALL - LOOKING NORTH SCALE: 1/8'=1' SCALE: 1/g"=1'-0" SCALE: /8 Reviewed Sy: CONCRETE BECK & AS SHEAR WALL ELEVATION - EAST WALL - LOOKING WEST SCALE: 1/8"=l'-O" Ill Western Avenue Suite 301 >eattle, WA 98104 FEL 206.235.0935 :mail: Doyerscottl@gmail.com =DC1 100 MONTGOMERY STREEE-SWE1150 tN F11As CiSCO' CAUFOR A U104 G.Wg N NA ; p•-. --1 `111 RgRH R.,.- 'ROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC a" Rti P-,,,Ui �''7 APR 04 'i-u 0 NQ DAZE RENSICN 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRWECi CIRECiOR -1 PMANAGER SB PROkCT ARCHITECT SB P-CT I MEMBER CHEC% ENCNEER S ey 40789 L 0g''� ` ZONAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE SHEAR WALL ELEVATIONS PRWECi ND. 10001.00 CATS APRIL 3, 20�(-.�1y�D PROJECT NEIWCRN PATH n A'0a " �Sr,OG1PjE51y110 NHMRER B� S3.05 SET 13081-0107-53RSEWy 3-Ap,-14 1o:J8 AM j- n u #5 x�3" ri ® 12"OC EF 3.2 #5 DOWELS W/ ' o STD HOOKS TYP AT "> _ LEVEL 4 BOUNDARY REINF LEVEL 4 PERPER PE. D L II PER PIAN 1 LEVEL 3 i i t LEVEL 3 PER PLAN is n 1 PER PLAN -(19) #9 ig rn I I (19) #9 I I _ LEVEL 2 i I LEVEL 2 PER PLAN PERP -(19) #9 #6 0 12"OC EF (a) #9 I I I I #5 ®12"OC EF I I (26) #9 (TERMINATE TYP UNO I I (7) AT LVL 2) -11 1 O/S3.06 -LEVEL 1 LEVEL 1 PER PLAN I I PER PLAN BOUNDARY REINF I I 10 PER 7/S3.05 TYP I i 10 I I 53.07 DOWELS W/ STD HOOKS I I 53.07 TYP TO MATCH VERT i i I TYP 1 WALL REINF, TYP UNO I BASEMENT i BASEMENT PER PLAN I IL 7. ' PER PLAN -. .: .1: PER PLAN ..�; V -1 I I-I41 I III-1 I=1il - 'IIIIiIIllilllll y2v CONCRETE SHEAR WALL CONCRETE SHEAR WALL CONCRETE SHEAR WALL CONCRETE SHEAR WALL ELEVATION - WEST WALL - LOOKING EAST SCALE: 1/a'•=1 -0•' 5 ELEVATION - SOUTH WALL - LOOKING NORTH ELEVATION - EAST WALL - LOOKING WEST ELEVATION - NORTH WALL - LOOKING SOUTH SCALE: 1/a =1' 8 SCALE: 1/6"=1'-0" SCALE: 1/e"=1 _0•. -0" S I I I I I I I I I I I I I I .. _I..... 0 1 I aN I 1 gM� I I I I I 1 I I I I I i 5 12"OC EF I I I w I I o I _o I 1 ®� I I : n I I : 1 i 3.3 3300" 30" #5 x In ® 12"OC EF 'N #5 x�`-�i 0 12"OC LEVEL 4 PERT. #5 DOWELS W/ #5 DOWELS W/ STD HOOKS TYP AT I STD HOOKS TYP AT BOUNDARY REINF I BOUNDARY REINF (19) #1 LEVEL 3 --i PERPLAN #5 ® 12"OC EF I LEVEL 2 I PER PLAN #5 UNO.00 EF I BOUNDARY REINF T PER IO/S3.05 TYP 8/53.06 1 8/S3. I LEVEL 1 BOUNDARY REINF PER I PER PLAN 12/S3.05, TYP UNO I 10 DOWELS W/ STD HOOKS s, i 53.07 DOWELS H STD NO TO MATCH VERT TO MATCH VERT REINF TYP UNO I TYP WALL REINF, TYP UN raI F ' N LEVEL 4 PER PLAN I I I I I I (19) #g I 1 LEVEL 3 I wan I PER PLAN 4 I (19) #9 LEVEL 2 I I I 4 012"OC EF i PER PLAN I I I I I I I 1 6 w I _ LEVEL 1 I o PER PLAN 10 MKS I ® i 53.07 TYP I I I PER PLAN 30" #5 .12 In ® 12.0C EF , LEVEL 4 N #5 x I� 0 12"OC EF ' N � #5 DOWELS W/ I I PER- PIAN #5 DOWELS W/ PER PLAN STD HOOKS TYP AT STD HOOKS TYP AT BOUNDARY REINF i BOUNDARY REINF I AI I () # I I I LEVEL 3 (33) #9 i LRAI'l] Id n __ PER PLAN i a o N I I BOUNDARY REINF PER I 3 "' � i i BOUNDS, R UNO #5 012"OC EF 1 I LEVEL 2 1 4 ® 12"OC E 1 PER PLAN PER PLAN #5 ® 12"OC EF I I (33) #9 TYP UNO I I BOUNDARY REINF I PER 8/53.05 TYP I I B/S3.06 I i 8/S3.06 I I LEVEL 1 I I LEVEL 1 - -- BOUNDARY REINF PER PER PLAN (33) #9 I o I I PER PLAN 10/S3.05, TYP I a 10 I ®� I I 10 DOWELS W/ STD HOOKS i i S3.07 DOWELS W/ STD HOOKS I I I 53.07 TO MATCH VERT I "' s= I y TO MATCH VERT I 1 TO WALL REINF, TYP UNO III ,' TYP WALL REINF, TYP UNO- BASEMENT WALL ; BASEMENTi ' I BASEMENT PER PLAN PER PLAN III -III_ III -III 4 CONCRETE SHEAR WALL CONCRETE CONCRETE SHEAR WALL ELEVATION - NORTH WALL - LOOKING SOUTH SHEAR WALL ELEVATION - WEST WALL- LOOKING EAST ELEVATION - SOUTH WALL - LOOKING NORTH SCALE: 1/8'=1' SCALE: 1/g"=1'-0" SCALE: /8 Reviewed Sy: CONCRETE BECK & AS SHEAR WALL ELEVATION - EAST WALL - LOOKING WEST SCALE: 1/8"=l'-O" Ill Western Avenue Suite 301 >eattle, WA 98104 FEL 206.235.0935 :mail: Doyerscottl@gmail.com =DC1 100 MONTGOMERY STREEE-SWE1150 tN F11As CiSCO' CAUFOR A U104 G.Wg N NA ; p•-. --1 `111 RgRH R.,.- 'ROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC a" Rti P-,,,Ui �''7 APR 04 'i-u 0 NQ DAZE RENSICN 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRWECi CIRECiOR -1 PMANAGER SB PROkCT ARCHITECT SB P-CT I MEMBER CHEC% ENCNEER S ey 40789 L 0g''� ` ZONAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE SHEAR WALL ELEVATIONS PRWECi ND. 10001.00 CATS APRIL 3, 20�(-.�1y�D PROJECT NEIWCRN PATH n A'0a " �Sr,OG1PjE51y110 NHMRER B� S3.05 SET 13081-0107-53RSEWy 3-Ap,-14 1o:J8 AM j- #5 x�3" ri ® 12"OC EF 3.2 #5 DOWELS W/ ' o STD HOOKS TYP AT "> _ LEVEL 4 BOUNDARY REINF LEVEL 4 PERPER PE. D L II PER PIAN 1 LEVEL 3 i i t LEVEL 3 PER PLAN is n 1 PER PLAN -(19) #9 ig rn I I (19) #9 I I _ LEVEL 2 i I LEVEL 2 PER PLAN PERP -(19) #9 #6 0 12"OC EF (a) #9 I I I I #5 ®12"OC EF I I (26) #9 (TERMINATE TYP UNO I I (7) AT LVL 2) -11 1 O/S3.06 -LEVEL 1 LEVEL 1 PER PLAN I I PER PLAN BOUNDARY REINF I I 10 PER 7/S3.05 TYP I i 10 I I 53.07 DOWELS W/ STD HOOKS I I 53.07 TYP TO MATCH VERT i i I TYP 1 WALL REINF, TYP UNO I BASEMENT i BASEMENT PER PLAN I IL 7. ' PER PLAN -. .: .1: PER PLAN ..�; V -1 I I-I41 I III-1 I=1il - 'IIIIiIIllilllll y2v CONCRETE SHEAR WALL CONCRETE SHEAR WALL CONCRETE SHEAR WALL CONCRETE SHEAR WALL ELEVATION - WEST WALL - LOOKING EAST SCALE: 1/a'•=1 -0•' 5 ELEVATION - SOUTH WALL - LOOKING NORTH ELEVATION - EAST WALL - LOOKING WEST ELEVATION - NORTH WALL - LOOKING SOUTH SCALE: 1/a =1' 8 SCALE: 1/6"=1'-0" SCALE: 1/e"=1 _0•. -0" S I I I I I I I I I I I I I I .. _I..... 0 1 I aN I 1 gM� I I I I I 1 I I I I I i 5 12"OC EF I I I w I I o I _o I 1 ®� I I : n I I : 1 i 3.3 3300" 30" #5 x In ® 12"OC EF 'N #5 x�`-�i 0 12"OC LEVEL 4 PERT. #5 DOWELS W/ #5 DOWELS W/ STD HOOKS TYP AT I STD HOOKS TYP AT BOUNDARY REINF I BOUNDARY REINF (19) #1 LEVEL 3 --i PERPLAN #5 ® 12"OC EF I LEVEL 2 I PER PLAN #5 UNO.00 EF I BOUNDARY REINF T PER IO/S3.05 TYP 8/53.06 1 8/S3. I LEVEL 1 BOUNDARY REINF PER I PER PLAN 12/S3.05, TYP UNO I 10 DOWELS W/ STD HOOKS s, i 53.07 DOWELS H STD NO TO MATCH VERT TO MATCH VERT REINF TYP UNO I TYP WALL REINF, TYP UN raI F ' N LEVEL 4 PER PLAN I I I I I I (19) #g I 1 LEVEL 3 I wan I PER PLAN 4 I (19) #9 LEVEL 2 I I I 4 012"OC EF i PER PLAN I I I I I I I 1 6 w I _ LEVEL 1 I o PER PLAN 10 MKS I ® i 53.07 TYP I I I PER PLAN 30" #5 .12 In ® 12.0C EF , LEVEL 4 N #5 x I� 0 12"OC EF ' N � #5 DOWELS W/ I I PER- PIAN #5 DOWELS W/ PER PLAN STD HOOKS TYP AT STD HOOKS TYP AT BOUNDARY REINF i BOUNDARY REINF I AI I () # I I I LEVEL 3 (33) #9 i LRAI'l] Id n __ PER PLAN i a o N I I BOUNDARY REINF PER I 3 "' � i i BOUNDS, R UNO #5 012"OC EF 1 I LEVEL 2 1 4 ® 12"OC E 1 PER PLAN PER PLAN #5 ® 12"OC EF I I (33) #9 TYP UNO I I BOUNDARY REINF I PER 8/53.05 TYP I I B/S3.06 I i 8/S3.06 I I LEVEL 1 I I LEVEL 1 - -- BOUNDARY REINF PER PER PLAN (33) #9 I o I I PER PLAN 10/S3.05, TYP I a 10 I ®� I I 10 DOWELS W/ STD HOOKS i i S3.07 DOWELS W/ STD HOOKS I I I 53.07 TO MATCH VERT I "' s= I y TO MATCH VERT I 1 TO WALL REINF, TYP UNO III ,' TYP WALL REINF, TYP UNO- BASEMENT WALL ; BASEMENTi ' I BASEMENT PER PLAN PER PLAN III -III_ III -III 4 CONCRETE SHEAR WALL CONCRETE CONCRETE SHEAR WALL ELEVATION - NORTH WALL - LOOKING SOUTH SHEAR WALL ELEVATION - WEST WALL- LOOKING EAST ELEVATION - SOUTH WALL - LOOKING NORTH SCALE: 1/8'=1' SCALE: 1/g"=1'-0" SCALE: /8 Reviewed Sy: CONCRETE BECK & AS SHEAR WALL ELEVATION - EAST WALL - LOOKING WEST SCALE: 1/8"=l'-O" Ill Western Avenue Suite 301 >eattle, WA 98104 FEL 206.235.0935 :mail: Doyerscottl@gmail.com =DC1 100 MONTGOMERY STREEE-SWE1150 tN F11As CiSCO' CAUFOR A U104 G.Wg N NA ; p•-. --1 `111 RgRH R.,.- 'ROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC a" Rti P-,,,Ui �''7 APR 04 'i-u 0 NQ DAZE RENSICN 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRWECi CIRECiOR -1 PMANAGER SB PROkCT ARCHITECT SB P-CT I MEMBER CHEC% ENCNEER S ey 40789 L 0g''� ` ZONAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE SHEAR WALL ELEVATIONS PRWECi ND. 10001.00 CATS APRIL 3, 20�(-.�1y�D PROJECT NEIWCRN PATH n A'0a " �Sr,OG1PjE51y110 NHMRER B� S3.05 SET 13081-0107-53RSEWy 3-Ap,-14 1o:J8 AM j- -11 1 O/S3.06 -LEVEL 1 LEVEL 1 PER PLAN I I PER PLAN BOUNDARY REINF I I 10 PER 7/S3.05 TYP I i 10 I I 53.07 DOWELS W/ STD HOOKS I I 53.07 TYP TO MATCH VERT i i I TYP 1 WALL REINF, TYP UNO I BASEMENT i BASEMENT PER PLAN I IL 7. ' PER PLAN -. .: .1: PER PLAN ..�; V -1 I I-I41 I III-1 I=1il - 'IIIIiIIllilllll y2v CONCRETE SHEAR WALL CONCRETE SHEAR WALL CONCRETE SHEAR WALL CONCRETE SHEAR WALL ELEVATION - WEST WALL - LOOKING EAST SCALE: 1/a'•=1 -0•' 5 ELEVATION - SOUTH WALL - LOOKING NORTH ELEVATION - EAST WALL - LOOKING WEST ELEVATION - NORTH WALL - LOOKING SOUTH SCALE: 1/a =1' 8 SCALE: 1/6"=1'-0" SCALE: 1/e"=1 _0•. -0" S I I I I I I I I I I I I I I .. _I..... 0 1 I aN I 1 gM� I I I I I 1 I I I I I i 5 12"OC EF I I I w I I o I _o I 1 ®� I I : n I I : 1 i 3.3 3300" 30" #5 x In ® 12"OC EF 'N #5 x�`-�i 0 12"OC LEVEL 4 PERT. #5 DOWELS W/ #5 DOWELS W/ STD HOOKS TYP AT I STD HOOKS TYP AT BOUNDARY REINF I BOUNDARY REINF (19) #1 LEVEL 3 --i PERPLAN #5 ® 12"OC EF I LEVEL 2 I PER PLAN #5 UNO.00 EF I BOUNDARY REINF T PER IO/S3.05 TYP 8/53.06 1 8/S3. I LEVEL 1 BOUNDARY REINF PER I PER PLAN 12/S3.05, TYP UNO I 10 DOWELS W/ STD HOOKS s, i 53.07 DOWELS H STD NO TO MATCH VERT TO MATCH VERT REINF TYP UNO I TYP WALL REINF, TYP UN raI F ' N LEVEL 4 PER PLAN I I I I I I (19) #g I 1 LEVEL 3 I wan I PER PLAN 4 I (19) #9 LEVEL 2 I I I 4 012"OC EF i PER PLAN I I I I I I I 1 6 w I _ LEVEL 1 I o PER PLAN 10 MKS I ® i 53.07 TYP I I I PER PLAN 30" #5 .12 In ® 12.0C EF , LEVEL 4 N #5 x I� 0 12"OC EF ' N � #5 DOWELS W/ I I PER- PIAN #5 DOWELS W/ PER PLAN STD HOOKS TYP AT STD HOOKS TYP AT BOUNDARY REINF i BOUNDARY REINF I AI I () # I I I LEVEL 3 (33) #9 i LRAI'l] Id n __ PER PLAN i a o N I I BOUNDARY REINF PER I 3 "' � i i BOUNDS, R UNO #5 012"OC EF 1 I LEVEL 2 1 4 ® 12"OC E 1 PER PLAN PER PLAN #5 ® 12"OC EF I I (33) #9 TYP UNO I I BOUNDARY REINF I PER 8/53.05 TYP I I B/S3.06 I i 8/S3.06 I I LEVEL 1 I I LEVEL 1 - -- BOUNDARY REINF PER PER PLAN (33) #9 I o I I PER PLAN 10/S3.05, TYP I a 10 I ®� I I 10 DOWELS W/ STD HOOKS i i S3.07 DOWELS W/ STD HOOKS I I I 53.07 TO MATCH VERT I "' s= I y TO MATCH VERT I 1 TO WALL REINF, TYP UNO III ,' TYP WALL REINF, TYP UNO- BASEMENT WALL ; BASEMENTi ' I BASEMENT PER PLAN PER PLAN III -III_ III -III 4 CONCRETE SHEAR WALL CONCRETE CONCRETE SHEAR WALL ELEVATION - NORTH WALL - LOOKING SOUTH SHEAR WALL ELEVATION - WEST WALL- LOOKING EAST ELEVATION - SOUTH WALL - LOOKING NORTH SCALE: 1/8'=1' SCALE: 1/g"=1'-0" SCALE: /8 Reviewed Sy: CONCRETE BECK & AS SHEAR WALL ELEVATION - EAST WALL - LOOKING WEST SCALE: 1/8"=l'-O" Ill Western Avenue Suite 301 >eattle, WA 98104 FEL 206.235.0935 :mail: Doyerscottl@gmail.com =DC1 100 MONTGOMERY STREEE-SWE1150 tN F11As CiSCO' CAUFOR A U104 G.Wg N NA ; p•-. --1 `111 RgRH R.,.- 'ROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC a" Rti P-,,,Ui �''7 APR 04 'i-u 0 NQ DAZE RENSICN 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRWECi CIRECiOR -1 PMANAGER SB PROkCT ARCHITECT SB P-CT I MEMBER CHEC% ENCNEER S ey 40789 L 0g''� ` ZONAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE SHEAR WALL ELEVATIONS PRWECi ND. 10001.00 CATS APRIL 3, 20�(-.�1y�D PROJECT NEIWCRN PATH n A'0a " �Sr,OG1PjE51y110 NHMRER B� S3.05 SET 13081-0107-53RSEWy 3-Ap,-14 1o:J8 AM j- -. .: .1: PER PLAN ..�; V -1 I I-I41 I III-1 I=1il - 'IIIIiIIllilllll y2v CONCRETE SHEAR WALL CONCRETE SHEAR WALL CONCRETE SHEAR WALL CONCRETE SHEAR WALL ELEVATION - WEST WALL - LOOKING EAST SCALE: 1/a'•=1 -0•' 5 ELEVATION - SOUTH WALL - LOOKING NORTH ELEVATION - EAST WALL - LOOKING WEST ELEVATION - NORTH WALL - LOOKING SOUTH SCALE: 1/a =1' 8 SCALE: 1/6"=1'-0" SCALE: 1/e"=1 _0•. -0" S I I I I I I I I I I I I I I .. _I..... 0 1 I aN I 1 gM� I I I I I 1 I I I I I i 5 12"OC EF I I I w I I o I _o I 1 ®� I I : n I I : 1 i 3.3 3300" 30" #5 x In ® 12"OC EF 'N #5 x�`-�i 0 12"OC LEVEL 4 PERT. #5 DOWELS W/ #5 DOWELS W/ STD HOOKS TYP AT I STD HOOKS TYP AT BOUNDARY REINF I BOUNDARY REINF (19) #1 LEVEL 3 --i PERPLAN #5 ® 12"OC EF I LEVEL 2 I PER PLAN #5 UNO.00 EF I BOUNDARY REINF T PER IO/S3.05 TYP 8/53.06 1 8/S3. I LEVEL 1 BOUNDARY REINF PER I PER PLAN 12/S3.05, TYP UNO I 10 DOWELS W/ STD HOOKS s, i 53.07 DOWELS H STD NO TO MATCH VERT TO MATCH VERT REINF TYP UNO I TYP WALL REINF, TYP UN raI F ' N LEVEL 4 PER PLAN I I I I I I (19) #g I 1 LEVEL 3 I wan I PER PLAN 4 I (19) #9 LEVEL 2 I I I 4 012"OC EF i PER PLAN I I I I I I I 1 6 w I _ LEVEL 1 I o PER PLAN 10 MKS I ® i 53.07 TYP I I I PER PLAN 30" #5 .12 In ® 12.0C EF , LEVEL 4 N #5 x I� 0 12"OC EF ' N � #5 DOWELS W/ I I PER- PIAN #5 DOWELS W/ PER PLAN STD HOOKS TYP AT STD HOOKS TYP AT BOUNDARY REINF i BOUNDARY REINF I AI I () # I I I LEVEL 3 (33) #9 i LRAI'l] Id n __ PER PLAN i a o N I I BOUNDARY REINF PER I 3 "' � i i BOUNDS, R UNO #5 012"OC EF 1 I LEVEL 2 1 4 ® 12"OC E 1 PER PLAN PER PLAN #5 ® 12"OC EF I I (33) #9 TYP UNO I I BOUNDARY REINF I PER 8/53.05 TYP I I B/S3.06 I i 8/S3.06 I I LEVEL 1 I I LEVEL 1 - -- BOUNDARY REINF PER PER PLAN (33) #9 I o I I PER PLAN 10/S3.05, TYP I a 10 I ®� I I 10 DOWELS W/ STD HOOKS i i S3.07 DOWELS W/ STD HOOKS I I I 53.07 TO MATCH VERT I "' s= I y TO MATCH VERT I 1 TO WALL REINF, TYP UNO III ,' TYP WALL REINF, TYP UNO- BASEMENT WALL ; BASEMENTi ' I BASEMENT PER PLAN PER PLAN III -III_ III -III 4 CONCRETE SHEAR WALL CONCRETE CONCRETE SHEAR WALL ELEVATION - NORTH WALL - LOOKING SOUTH SHEAR WALL ELEVATION - WEST WALL- LOOKING EAST ELEVATION - SOUTH WALL - LOOKING NORTH SCALE: 1/8'=1' SCALE: 1/g"=1'-0" SCALE: /8 Reviewed Sy: CONCRETE BECK & AS SHEAR WALL ELEVATION - EAST WALL - LOOKING WEST SCALE: 1/8"=l'-O" Ill Western Avenue Suite 301 >eattle, WA 98104 FEL 206.235.0935 :mail: Doyerscottl@gmail.com =DC1 100 MONTGOMERY STREEE-SWE1150 tN F11As CiSCO' CAUFOR A U104 G.Wg N NA ; p•-. --1 `111 RgRH R.,.- 'ROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC a" Rti P-,,,Ui �''7 APR 04 'i-u 0 NQ DAZE RENSICN 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRWECi CIRECiOR -1 PMANAGER SB PROkCT ARCHITECT SB P-CT I MEMBER CHEC% ENCNEER S ey 40789 L 0g''� ` ZONAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE SHEAR WALL ELEVATIONS PRWECi ND. 10001.00 CATS APRIL 3, 20�(-.�1y�D PROJECT NEIWCRN PATH n A'0a " �Sr,OG1PjE51y110 NHMRER B� S3.05 SET 13081-0107-53RSEWy 3-Ap,-14 1o:J8 AM j- 3.3 3300" 30" #5 x In ® 12"OC EF 'N #5 x�`-�i 0 12"OC LEVEL 4 PERT. #5 DOWELS W/ #5 DOWELS W/ STD HOOKS TYP AT I STD HOOKS TYP AT BOUNDARY REINF I BOUNDARY REINF (19) #1 LEVEL 3 --i PERPLAN #5 ® 12"OC EF I LEVEL 2 I PER PLAN #5 UNO.00 EF I BOUNDARY REINF T PER IO/S3.05 TYP 8/53.06 1 8/S3. I LEVEL 1 BOUNDARY REINF PER I PER PLAN 12/S3.05, TYP UNO I 10 DOWELS W/ STD HOOKS s, i 53.07 DOWELS H STD NO TO MATCH VERT TO MATCH VERT REINF TYP UNO I TYP WALL REINF, TYP UN raI F ' N LEVEL 4 PER PLAN I I I I I I (19) #g I 1 LEVEL 3 I wan I PER PLAN 4 I (19) #9 LEVEL 2 I I I 4 012"OC EF i PER PLAN I I I I I I I 1 6 w I _ LEVEL 1 I o PER PLAN 10 MKS I ® i 53.07 TYP I I I PER PLAN 30" #5 .12 In ® 12.0C EF , LEVEL 4 N #5 x I� 0 12"OC EF ' N � #5 DOWELS W/ I I PER- PIAN #5 DOWELS W/ PER PLAN STD HOOKS TYP AT STD HOOKS TYP AT BOUNDARY REINF i BOUNDARY REINF I AI I () # I I I LEVEL 3 (33) #9 i LRAI'l] Id n __ PER PLAN i a o N I I BOUNDARY REINF PER I 3 "' � i i BOUNDS, R UNO #5 012"OC EF 1 I LEVEL 2 1 4 ® 12"OC E 1 PER PLAN PER PLAN #5 ® 12"OC EF I I (33) #9 TYP UNO I I BOUNDARY REINF I PER 8/53.05 TYP I I B/S3.06 I i 8/S3.06 I I LEVEL 1 I I LEVEL 1 - -- BOUNDARY REINF PER PER PLAN (33) #9 I o I I PER PLAN 10/S3.05, TYP I a 10 I ®� I I 10 DOWELS W/ STD HOOKS i i S3.07 DOWELS W/ STD HOOKS I I I 53.07 TO MATCH VERT I "' s= I y TO MATCH VERT I 1 TO WALL REINF, TYP UNO III ,' TYP WALL REINF, TYP UNO- BASEMENT WALL ; BASEMENTi ' I BASEMENT PER PLAN PER PLAN III -III_ III -III 4 CONCRETE SHEAR WALL CONCRETE CONCRETE SHEAR WALL ELEVATION - NORTH WALL - LOOKING SOUTH SHEAR WALL ELEVATION - WEST WALL- LOOKING EAST ELEVATION - SOUTH WALL - LOOKING NORTH SCALE: 1/8'=1' SCALE: 1/g"=1'-0" SCALE: /8 Reviewed Sy: CONCRETE BECK & AS SHEAR WALL ELEVATION - EAST WALL - LOOKING WEST SCALE: 1/8"=l'-O" Ill Western Avenue Suite 301 >eattle, WA 98104 FEL 206.235.0935 :mail: Doyerscottl@gmail.com =DC1 100 MONTGOMERY STREEE-SWE1150 tN F11As CiSCO' CAUFOR A U104 G.Wg N NA ; p•-. --1 `111 RgRH R.,.- 'ROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC a" Rti P-,,,Ui �''7 APR 04 'i-u 0 NQ DAZE RENSICN 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRWECi CIRECiOR -1 PMANAGER SB PROkCT ARCHITECT SB P-CT I MEMBER CHEC% ENCNEER S ey 40789 L 0g''� ` ZONAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE SHEAR WALL ELEVATIONS PRWECi ND. 10001.00 CATS APRIL 3, 20�(-.�1y�D PROJECT NEIWCRN PATH n A'0a " �Sr,OG1PjE51y110 NHMRER B� S3.05 SET 13081-0107-53RSEWy 3-Ap,-14 1o:J8 AM j- raI F ' N LEVEL 4 PER PLAN I I I I I I (19) #g I 1 LEVEL 3 I wan I PER PLAN 4 I (19) #9 LEVEL 2 I I I 4 012"OC EF i PER PLAN I I I I I I I 1 6 w I _ LEVEL 1 I o PER PLAN 10 MKS I ® i 53.07 TYP I I I PER PLAN 30" #5 .12 In ® 12.0C EF , LEVEL 4 N #5 x I� 0 12"OC EF ' N � #5 DOWELS W/ I I PER- PIAN #5 DOWELS W/ PER PLAN STD HOOKS TYP AT STD HOOKS TYP AT BOUNDARY REINF i BOUNDARY REINF I AI I () # I I I LEVEL 3 (33) #9 i LRAI'l] Id n __ PER PLAN i a o N I I BOUNDARY REINF PER I 3 "' � i i BOUNDS, R UNO #5 012"OC EF 1 I LEVEL 2 1 4 ® 12"OC E 1 PER PLAN PER PLAN #5 ® 12"OC EF I I (33) #9 TYP UNO I I BOUNDARY REINF I PER 8/53.05 TYP I I B/S3.06 I i 8/S3.06 I I LEVEL 1 I I LEVEL 1 - -- BOUNDARY REINF PER PER PLAN (33) #9 I o I I PER PLAN 10/S3.05, TYP I a 10 I ®� I I 10 DOWELS W/ STD HOOKS i i S3.07 DOWELS W/ STD HOOKS I I I 53.07 TO MATCH VERT I "' s= I y TO MATCH VERT I 1 TO WALL REINF, TYP UNO III ,' TYP WALL REINF, TYP UNO- BASEMENT WALL ; BASEMENTi ' I BASEMENT PER PLAN PER PLAN III -III_ III -III 4 CONCRETE SHEAR WALL CONCRETE CONCRETE SHEAR WALL ELEVATION - NORTH WALL - LOOKING SOUTH SHEAR WALL ELEVATION - WEST WALL- LOOKING EAST ELEVATION - SOUTH WALL - LOOKING NORTH SCALE: 1/8'=1' SCALE: 1/g"=1'-0" SCALE: /8 Reviewed Sy: CONCRETE BECK & AS SHEAR WALL ELEVATION - EAST WALL - LOOKING WEST SCALE: 1/8"=l'-O" Ill Western Avenue Suite 301 >eattle, WA 98104 FEL 206.235.0935 :mail: Doyerscottl@gmail.com =DC1 100 MONTGOMERY STREEE-SWE1150 tN F11As CiSCO' CAUFOR A U104 G.Wg N NA ; p•-. --1 `111 RgRH R.,.- 'ROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC a" Rti P-,,,Ui �''7 APR 04 'i-u 0 NQ DAZE RENSICN 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRWECi CIRECiOR -1 PMANAGER SB PROkCT ARCHITECT SB P-CT I MEMBER CHEC% ENCNEER S ey 40789 L 0g''� ` ZONAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE SHEAR WALL ELEVATIONS PRWECi ND. 10001.00 CATS APRIL 3, 20�(-.�1y�D PROJECT NEIWCRN PATH n A'0a " �Sr,OG1PjE51y110 NHMRER B� S3.05 SET 13081-0107-53RSEWy 3-Ap,-14 1o:J8 AM j- 30" #5 .12 In ® 12.0C EF , LEVEL 4 N #5 x I� 0 12"OC EF ' N � #5 DOWELS W/ I I PER- PIAN #5 DOWELS W/ PER PLAN STD HOOKS TYP AT STD HOOKS TYP AT BOUNDARY REINF i BOUNDARY REINF I AI I () # I I I LEVEL 3 (33) #9 i LRAI'l] Id n __ PER PLAN i a o N I I BOUNDARY REINF PER I 3 "' � i i BOUNDS, R UNO #5 012"OC EF 1 I LEVEL 2 1 4 ® 12"OC E 1 PER PLAN PER PLAN #5 ® 12"OC EF I I (33) #9 TYP UNO I I BOUNDARY REINF I PER 8/53.05 TYP I I B/S3.06 I i 8/S3.06 I I LEVEL 1 I I LEVEL 1 - -- BOUNDARY REINF PER PER PLAN (33) #9 I o I I PER PLAN 10/S3.05, TYP I a 10 I ®� I I 10 DOWELS W/ STD HOOKS i i S3.07 DOWELS W/ STD HOOKS I I I 53.07 TO MATCH VERT I "' s= I y TO MATCH VERT I 1 TO WALL REINF, TYP UNO III ,' TYP WALL REINF, TYP UNO- BASEMENT WALL ; BASEMENTi ' I BASEMENT PER PLAN PER PLAN III -III_ III -III 4 CONCRETE SHEAR WALL CONCRETE CONCRETE SHEAR WALL ELEVATION - NORTH WALL - LOOKING SOUTH SHEAR WALL ELEVATION - WEST WALL- LOOKING EAST ELEVATION - SOUTH WALL - LOOKING NORTH SCALE: 1/8'=1' SCALE: 1/g"=1'-0" SCALE: /8 Reviewed Sy: CONCRETE BECK & AS SHEAR WALL ELEVATION - EAST WALL - LOOKING WEST SCALE: 1/8"=l'-O" Ill Western Avenue Suite 301 >eattle, WA 98104 FEL 206.235.0935 :mail: Doyerscottl@gmail.com =DC1 100 MONTGOMERY STREEE-SWE1150 tN F11As CiSCO' CAUFOR A U104 G.Wg N NA ; p•-. --1 `111 RgRH R.,.- 'ROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC a" Rti P-,,,Ui �''7 APR 04 'i-u 0 NQ DAZE RENSICN 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRWECi CIRECiOR -1 PMANAGER SB PROkCT ARCHITECT SB P-CT I MEMBER CHEC% ENCNEER S ey 40789 L 0g''� ` ZONAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE SHEAR WALL ELEVATIONS PRWECi ND. 10001.00 CATS APRIL 3, 20�(-.�1y�D PROJECT NEIWCRN PATH n A'0a " �Sr,OG1PjE51y110 NHMRER B� S3.05 SET 13081-0107-53RSEWy 3-Ap,-14 1o:J8 AM j- BASEMENT WALL ; BASEMENTi ' I BASEMENT PER PLAN PER PLAN III -III_ III -III 4 CONCRETE SHEAR WALL CONCRETE CONCRETE SHEAR WALL ELEVATION - NORTH WALL - LOOKING SOUTH SHEAR WALL ELEVATION - WEST WALL- LOOKING EAST ELEVATION - SOUTH WALL - LOOKING NORTH SCALE: 1/8'=1' SCALE: 1/g"=1'-0" SCALE: /8 Reviewed Sy: CONCRETE BECK & AS SHEAR WALL ELEVATION - EAST WALL - LOOKING WEST SCALE: 1/8"=l'-O" Ill Western Avenue Suite 301 >eattle, WA 98104 FEL 206.235.0935 :mail: Doyerscottl@gmail.com =DC1 100 MONTGOMERY STREEE-SWE1150 tN F11As CiSCO' CAUFOR A U104 G.Wg N NA ; p•-. --1 `111 RgRH R.,.- 'ROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC a" Rti P-,,,Ui �''7 APR 04 'i-u 0 NQ DAZE RENSICN 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRWECi CIRECiOR -1 PMANAGER SB PROkCT ARCHITECT SB P-CT I MEMBER CHEC% ENCNEER S ey 40789 L 0g''� ` ZONAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE SHEAR WALL ELEVATIONS PRWECi ND. 10001.00 CATS APRIL 3, 20�(-.�1y�D PROJECT NEIWCRN PATH n A'0a " �Sr,OG1PjE51y110 NHMRER B� S3.05 SET 13081-0107-53RSEWy 3-Ap,-14 1o:J8 AM j- HALLER ARCHITECTS LLC n HORIZ REIN ELEVATION, DOWELS W/ HOOKS TO HORIZ REIN VERT REINF ELEVATION, #4 HOOPS TIES ® 4% E] 3/4" CHAMFER, TYP NORTH CONCRETE SHEAR CORE PLAN - LEVEL 1 10 % SCALE: 1/2"=1'-0" I 1c (psi) #4 #5 #6 #7 #8 #9 #10 #11 4000 20 24 28 41 47 58 71 85 5000 20 21 25 37 42 52 64 77 6000 20 20 23 34 38 47 58 70 7000 20 20 21 31 35 44 54 65 8000 20 20 20 29 33 41 51 61 9000 20 202 27 31 39 48 57 10000 2C 20 20 26 29 37 45 54 LAP SPLICE TYP 1YR TYP d a d' PLAN - TYPICAL SHEAR WALL NOTE: TABULATED VALUES ARE IN INCHES. SHEAR WALL REINFORCING LAP SPLICE SCHEDULE 01404 SCALE: NONE Y I. 1 SOUTH CONCRETE SHEAR CORE PLAN - LEVEL 1 SCALE: 1/2"=l'—O" 0 Ir /I HORIZ REINF I ELEVATION, TYI DOWELS W/ S HOOKS TO MA HORIZ REINF, VERT REINF ELEVATION, 3.2 HOOPS 1,CROS TIES ®a"oc, TYP TI REVIFWFD MAY 312014 3/4" C WE&poebyjy: BECK & ASSOCIATES, PLLC NORTH CONCRETE SHEAR CORE PLAN - LEVEL 3 1L SCALE: 1/2°°=1'—O" 911 Western Avenue Suite 301 Seattle; WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com NO D C I F=nG1P1r=(1=R5® 100 MONTOOMERY STREET• SUITE 1150 SAxeiiNCISCOO,C LILIFORNA94104 xw,r.<vl«pbwM` y 1. �"',,..�.�.R-.. PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC p"f.�: 8,Qj( APR 04 2014 9UILD1r1C4 DCP RTtdENT r,T OF F:Dt.,DNU� x9. DAu: rannsxw 1 /23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PROJECT DIR— SB ROJECT ON— SB PROJECT ARC 1— SB PROJECT 1EAN MEMBER CHECK FNtlNEFR q7� 40789i' '�,EL flA'N 1C' FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES 9nE CONCRETE SHEAR CORE PLANS PRWECT NO. 10001.00 DAZE APRIL 3, 20RECEIVED PROJECT NETNORN PAM APR 0 4 2013 gFCK & ASSOCIATES, PLLC SHEET NUMBER S3.06 SET 1ID81-0107-SBOB.dw 3-O 14 10:37 R hews (Ps) #4 #5 #6 #7 #8 #9 #10 #11 4000 20 24 28 41 47 58 71 85 5000 20 21 25 37 42 52 64 77 6000 20 20 23 34 38 47 58 70 7000 20 20 21 31 35 44 54 65 8000 20 20 20 29 33 41 51 61 9000 20 20 N 27 31 39 48 57 10000 20 20 20 26 29 37 45 54 SLAB DOWELS PER PLAN, DOWELS T&B WHERE REQD PER PLAN ---------- CONIC SLAB PER PLAN T/SLAB PER 4.— �ON �Us O moo? Us MIN OF (2) P-T TENDONS OVER SHEAR WALL, TYP ROUGHEN SURFACE (1/4" AMPLITUDE) TYP PER PLAN DOWELS PER WALL EL, BOTH HOOKS POINT INSIDE AT SLAB EDGE WHERE OCCURS SLAB EDGE WHERE OCCURS HOOKS AT SLAB EDGE WHERE OCCURS CONIC SHEAR WALL PER PLAN & EL TYPICAL SLAB CONNECTION AT TOP OF SHEAR WALL 03326 SCALE: 3/4"=1'-0" SLAB DOWELS PER PLAN, DOWELS T&B WHERE READ PER PLAN CONIC SLAB PER PLAIN� T/SLAB PER PLAN LAP SPLICE TYP 'IYp" TLR TYP MIN OF (2) P-T TENDONS OVER SHEAR WALL, TYP — PLAN -TYPICAL SHEAR WALL NOTE: TABULATED VALUES ARE IN INCHES. SHEAR WALL REINFORCING LAP SPLICE SCHEDULE 01404 SCALE: NONE —CONC SHEAR WALL PER PLAN & EL —ROUGHEN SURFACE (1/4" AMPLITUDE) TYP `SLAB EDGE WHERE OCCURS —HOOKS AT SLAB EDGE WHERE OCCURS TYPICAL SLAB CONNECTION AT SHEAR WALL %� CONCRETE SHEAR WALL PLAN - LEVEL 3 03325 SCALE: 3/4"=1'-0" U SHEAR WALL SHEAR WALL HORIZ REINF---, (—VERTICAL WALL PER PLAN SHEAR WALL END VERTICAL REINF 4. FTG REINF PER PLAN BOUNDARY TIE SPACING PER BOUNDARY ELEMENT DETAILS (4) TIES ® 3"OC TO MATCH BOUNDARY ELEMENT TIES SLAB ON GRADE PER PLAN T/SLAB PER T/FrG a. a PER PLAN a � 3 A n d Ad K d .. 1 da. d ��i!►ii �l LAP PER 5/53.06, TYP SHEAR WALL BOUNDARY ELEMENT FOUNDATION TIES CONCRETE SHEAR PLAN -LEVEL B SCALE: 3/4"=1'-0" 10 ELEVATION, 'TYP- SCALE: 3/4 '=V-O" I DOWELS TO MATCH HORIZ SHEAR WALL REINF, TYP #4 HOOPS & CROSS \ 4"O TYP VERT REINF INF PER ELEVATION, TYP REVIEWED MAY 312014 Reviewed By: BECK & ASSOCIATES PLLC SCALE: 3/4'=V-0" i G HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscotUggmail.com =DC1 100MONTGOMERV STREET- SUITE 1150 SA NE MINCIISCOO, CALIFORNIA N104 m Copy1ipM Oa/ Ont<OPmoCCan naRnonin�xi AiyN9 Rnenetl PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 0 4 2014 eO1LDltv'G DfPA�1JE1'1T qN OF LO.+ArtDs xa DATE RExsial 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRWECT OWE— SB P—T unNn SB xw[CT Axcwrtci SB PRwECT — xE.- waxen Y BSI 7 c .glpy40789 �'q4� TU 0='N titer" 7ONNAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE SHEAR WALL DETIALS 10 mD.EDT xa 00 1.00 DATE APRIL 3, 2014vL7 PROJECT NEIRIIRR PANT sNEEr xuu9ER BECK eC4gVS Puc S3.07 SET HALLER ARCHITECTS LLC ERS 2CH PER PLAN III i I an • . .�_- _ _ 1E REao �* ` - �..< • I -I I i i • A • ^ PER PLR" N PER PLAN — I I= I I I' lfiI IJ—I I "I' �Ij Nfl� ' �I—III III ; I ;• Ill�llli I'' s. -- -- -- -- -- -- i -III �I I I _ _ _ _ _ S3.12 77 i I I I I I III=III III I ._.TI I i j � I I III: �. 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REVIEWED MAY 312014 FIG PER PLAN Re .." oy: BECK & ASSOCIATES PLLC SCALE: 3/4"=17-, 12 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com DC1 100MONTGOMERV STREET- SURE 1150 'RCOE i sN IISCOOCMFORNI n94104 ©CoyngAl C,/s a C..R Gnrumno Nc N FgMa Aumetl PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC "R - S UNS APR 04 2014 BUILDING DEPARTMENT CITY OF EDMONDS ND. DAIS RFM9dR 1/23/14 PERMIT SET Z�,4/3/14 PERMIT REVISIONS PROJECT EIRE— SB PROJECT .—ER SIB PROJECT ARCHITECT B PROJECT — NEHAER CHECK —HEIR REP, Y gRt c 40r59 L TONAL FOR PNER,MIT O THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES IRE BASEMENT WALL SECTIONS MECi N0. 10001.00 DARE APRILVED PROJECT NEN'ORx PA1X LLC ztiEEr RuuAER BECK S3.10 SET 13051-0107—$310.dwg 3—Apr-14 9:45 LEVEL 2 T/CI AR PER ARCH ERS 0C RCH LEVEL 2 . 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CALIFORNIA 94104 wnw.(41WhfiLI kPiFµwnean ®c �!gL Oo/1ON q.Nmio C:merson�`N sgxa Rmuw PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 0 4 2014 aUILDtAI(i OEPA�TIf.EN� CiN of COA.'JA:ur onre SENSION 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRO— SIB gRECiOR PRO.ECT MANA— B PROhCT ARCHITECT SB P—T — ME— WgNEW YBRt 40789 SIGNAL ' FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES nnE BASEMENT WALL SECTIONS PROJECT N0. 10001.00 DAE APRIL 31 2014 PROJECT NEMORK PAM PEC ApR 0 4 Z013 SHEET NUMBW isocS 3 �� SET 13081-0107-S311x, EO EO 1" CONT_ TOPPING SLAB KEY SOG BY OTHERS PER PLAN P-T SLAB & REINF SLOPE PER PLAN - - - - - - PER PgCH 30" #5x 10 12"OC o � 30• T/SLAB a SOG BY OTHERS #5x� PER PLAN i FIN GRADE T/SLAB PER CMLL PER PLAN °ILIII �I SLAB BOT REINF a � PER PLAN PROVIDE INTENTIONALLY ROUGHENED SURFACE II N TO 1/4" AMPLITUDE r ICI= I 1" 2° CLR CLR PER PLAN NATERSTOP PER ARCH - P-T SLAB & REINF MORING BY OTHERS w PER PLAN a. 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"� /— ER PLAN. TYP PER PLAN 1 TYPICAL STAIR ON GRADE %1 SLAB ON GRADE STEP 2 03800 SCALE: 3/4"=1'-O" I SCALE: 3/4"=1'-0" 3/4" CHAMFER AT WALLS NOT IN CONTACT W/ SOIL RPI ICE AT CORNERS AT INTERSECTIONS NOTES: 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING AT CONCRETE WALLS 3 03402 (SINGLE MAT) SCALE: 3/4"=V-0" STD HOOK 3/4" CHAMFER AT WALLS NOT IN CONTACT W/ SOIL LAP PER - .. . SCHED CORNER REINF zz = a CORNER REINF TO MATCH • d•,a i w TO MATCH CROSS WALL HORIZ REINF , a SOG PER PLAN—,REINF PER PLAN v7 HORIZ REINF w T/SLA'A B PER W OLS PER PLAN . , PLAN PILASTER SIZE & TYPE PER PLAN CONTROL JOINT OR CONST JOINT IER BATCH SLAB REINF OR BEND CONT REINF AT CORNERS AT INTERSECTIONS NOTES: 1, SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. AT PILASTER 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING TYPICAL DEPRESSED SLAB DETAIL �1 AT CONCRETE WALLS 7 03202 SCALE: 3/q"=1'-0" 03403 (DOUBLE MAT) SCALE: 3/4"=1'-0" r 5/8"0 x 24" SMOOTH BAR - 0 24"OC, GREASE ONE SIDE REINF PER PLAN IN DOWEL INSERT T/SLAB N •. e . • PER PER 'LAN PLAN 4, VAPOR BARRIER SUBGRADE PREPARATIONIt WHERE READ PER GEOTECH REPORT COMPACTED STRUCT FILL OR COMPETENT NATIVE SOIL PER GEOTECH REPORT ems' CONSTRUCTION JOINT REINF PER PLAN t/4 SAWCUT DEPTH OR t/4 PREMOLDED JOINT (1I /2" MIN) T/SLAB PER PLA. • PLAN SUBGRADE PREPARATION _-_ VAPOR BARRIER PER GEOTECH REPORT WHERE READ COL SIZE & TYPE COMPACTED STRUCT FILL PER PLAN OR COMPETENT NATIVE SOIL NOTES: CONTROLJOINT PER GEOTECH REPORT 1. CONSTRUCTION OR CONTROL JOINT LOCATIONS PER 4. PROVIDE CONSTRUCTION/CONTROL JOINT TO CONTROL JOINT OR FOUNDATION/SLAB PLAN. ENCLOSE APPROXIMATE SQUARE AREAS 225 CONST JOINT SQUARE FEET MAXIMUM, WITH A MAXIMUM PANEL 2. USE "EARLY ENTRY DRY -CUT SAW" AS SOON AS ASPECT RATIO OF 1.3 TO 1.0. POSSIBLE WITHOUT CAUSING RAVELING OF CONCRETE EDGES. SAWCUT ALONG SHORT 5. CONTRACTOR TO SUBMIT CONSTRUCTION/CONTROL AT INTERIOR COLUMN DIRECTION OF POUR FIRST. JOINT PLAN TO STRUCTURAL ENGINEER OF RECORD FOR REVIEW/APPROVAL. 3. ALIGN A CONSTRUCTION OR CONTROL JOINT WITH RE-ENTRANT SLAB CORNERS, EACH WAY, TYPICAL. PLAN - TYPICAL CONTROL JOINT TYPICAL SLAB ON GRADE AT CONCRETE COLUMNS JOINT DETAILS WITH REINFORCING 3/4"=1'-0" S 03214 SCALE: NONE 03201 SCALE: 2'-0^ HOOK BARS WHEN (2) #5, TYP TYP 24" EXTENSION IS #5 x 48" DIAG, TYP T/S� PER PLAN OR EL (2) #5, TYP MAX, TYP T/SLAB � PER PLAN nR FI NOTE: PROVIDE (2) #5 x 48" DIAGONAL BARS AT WALLS 10" OR THICKER. ELEVATION - TYPICAL CONCRETE WALL OPENING REINFORCING SCALE: NONE I 1 4d OR 90' 45' 21/2" MIN D D ^� 45' D D 18U D = 6d FOR 3 THRU #8 D=8d FOR 9,#10&#11 D= 10d FOR#14&#18 ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS z 21 D � E180' — 135'el d` DD STIRRUP STIRRUP OR TIE D=4d FOR 13, 14&15 D = 6d FOR 6, 7 & 8 90' 135' oe'� 90' 18V h 6d MIOR N NOTE: BEAM OR COLUMN CROSSTIES TIES AND CROSSTIES FOR SHEAR WALL BOUNDARY ELEMENTS SHALL BE DETAILED BEAM STIRRUPS AND COLUMN TIES AS COLUMN TIES/CROSSTIES. d = BAR DIAMETER, D = BEND DIAMETER STANDARD HOOKS AND BENDS - BEAM STIRRUPS AND COLUMN TIES 03400 (FOR REVISIONS TO STANDARD HOOKS & BENDS REF TO CURRENT ACI) SCALE: NONE 4 BAR SIZE MISC BARS TOP BARS (see note #3) HOOKED BARS Ld Splice Ld I Splice Ltlh i'C = 3000psi #3 17 23 22 29 9 #4 22 29 29 38 11 #5 28 37 36 47 14 #6 33 43 43 56 17 #7 48 63 63 82 20 #8 55 72 72 94 22 #9 62 81 81 106 25 #10 70 91 91 119 28 #11 1 78 102 101 132 31 rc = 4000psi #3 15 20 19 25 8 #4 19 25 25 33 10 #5 24 32 31 41 12 #6 29 38 37 49 - 15 #7 42 55 54 71 17 #8 48 63 62 81 19 #9 54 71 70 91 22 #10 1 61 1 80 79 103 25 #11 67 1 88 87 114 1 27 Pc = 5000psi #3 13 17 #4 17 23 #5 22 29 1 #6 26 34 3 #7 38 50 M 5 #8 43 56 7 #9 48 63 0#10 54 71 2#11 60 78 4 ISC TOP BARS HOOKED BARS (see note #3) BARS Ld Splice Ld Splice Ltlh 000psi 12 16 16 . 21 6 16 21 21 28 8 20 26 26 34 10 24 32 31 41 12 34 45 45 59 14 39 51 51 67 16 44 58 57 75 18 17100UPS! 50 65 64 84 20 5572 71 93 22 000psi 12 16 14 19 6 15 20 19 25 8 18 24 24 32 9 22 29 28 37 11 32 42 41 54 13 36 47 47 62 15 41 54 53 69 17 46 60 60 78 19 #11 51 67 66 86 21 Pc = 8000psi #3 12 16 14 19 6 #4 14 1 19 18 24 7 #5 17 23 22 29 9 #6 21 28 27 36 11 #7 30 39 39 51 12 #8 34 45 44 58 14 #9 38 50 50 65 16 #10 43 56 56 73 18 #11 46 63 62 81 19 NOTES: 1. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db, CLEAR COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING > 2db AND CLEAR COVER > db. 2. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld 3. TOP BAR = HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE BELOW (EXCLUDING WALL HORIZONTAL REINFORCING) OR AS NOTED ON DOCUMENTS AS "TOP BAR". 4. ALL TABULATED VALUES ARE IN INCHES. RENEWED TYPICAL LAP SPLICE AND MAY 3 1 2014 DEVELOPMENT LENGTH SCHEDULE Reviewec 91 : 01400 C 2 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscoNt@gmail.com MDC19 100MONMOMERY STREET- SUITE 1150 SAN FRANCI6CO3 CALIFORNW 94104 HONE RANCI� CO • PAJc,1415f 1 R 94 PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC PitF" 15k j? w APR 04 2014 DUII.DIr10 DEPAR'1TTs:Ni CITY OF ER1n0NL:, N0. DALE RENSIDN 1 /23/14 PERMIT SET ,L4/3/14 PERMIT REVISIONS PRQIECT WRECxIR SB SB PRDkCT ARCNITECI SB PRaECI TEAM MEMSR expxEER Y.gRt -•rdUL8 P'E'NtN'4C' IDIAL. � FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES FOUNDATION DETAILS PRaECi N0. 10001.00 APRIL3,A1H2p cwr-j] PRaECi NE1MVRx P n r-� WITH STEMWALL FIG STEP PER PLAN FTG REINF s(;Htu, ITH PER PLAN CONC WALL BEYOND WHERE OCCURS T/FA PER PUN T FTG Y z a -.III=TIP • III —III —I .` a.a. R PUN zs T/FTG �— P PER PUN PER PUN SLOPE 1:1 OR PER GEOTECH — _ REQUIREMENTS TYP TYPICAL STEPPED FOOTING WITH BOTTOM REINFORCING (1 03901M SCALE: J/q,_I, 1 COL & REINF PER EL DOWELS PER EL CONC WALL & z� REINF PER PLAN °" d PER PUN T/FTG — PER PUN -1I1 IIIII DOWELS W/ a — s STD HOOK TYP 1- '1=1 III - I SECTION AT CONCRETE WALL AND FOOTING CONTINUOUS FOOTING AT CONCRETE COLUMN SCALE: 3/a"_7.-0.. u SCALE: 3/4"=1._0,. % SHEAR WALL & REINF T/SUB PER PLAN PER R PUN HEAR WALL DOWELS W/ STD HOOK #4 x 24"1® 18'bC SOG & REINF PER PUN EXT TOPPING SUB PER ARCH c M 111 T/SLAB PER' PLAN FIN GRADE ` PER ARCH N III g 3 .1111 II ITf_l_Ti_ II I I I=11' 411 a 711 I=I I I I I I 111-111 1 , II STEEP AS POSSIBLE �I T/FTG IlIll lllllll llllll . • ,-., h ADDL 4 B/FTG PER PLAN — PER PLAN 2 61. I II I PER PUN REINF PER PUN I I I I -III- SOG & REINF 11 PER PUN WITHOUT STEMWALL �I I - I—. III — II I PER PUN O G LS PER EL & REINF PER EL IELS PER EL & REINF PER EL PER PUN & REINF PER PUN PER PUN. II�IIII-,IIIII-II11111111111111. IIII�IIIIIIIIIIII111Uffi T CLR AT BELOW GRADE SPREAD FOOTING PER PLAN DOWELS W/ STD HOOK COL & REINF PER EL DOWELS PER EL DOWELS PER EL COL & REINF PER EL CONC WALL & SOG &REINF REINF PER PLAN W o PER PLAN a c I i SOG &REINF PER PUN g B x 48"®12"O.C. g N T/SUB 24 T/SLAB -- PER PLAN PERPER PIAN - < T/FTG T/FfG : ,•r.+a '''+'�° }- PER PUN a ° PER PUN - lil ,III. III —III IT —III °.a 111�111= III III- -III III III it I; III = o 1 REINF PER PUN 1= • =1 1=1 I �- O -I 11= 11— "' FTG & REINF PER PUN PER PUN - _ PER PLAN _ REINF PER PUN AT TYPICAL SPREAD FOOTING RFC„FW1=D PER PUN PIAY 312014 THICKENED SLAB EDGE FOOTING SCALE: 3/q"=1'-0" �� SHEAR WALL FOOTING SECTION SCALE 3/4 G �� STRIP FOOTING AT CONCRETE COLUMN SCALE: 3/q"=1'-0" �1 INTERIOR FOOTING AT CONCRETE COLUMN 3E SCALE. .%OCIATEI, P C HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscoMpgmail.com MDO ac)Gor)M=R=® 100 MONTOOMERV STREET• SUITE 1150 Zxs (a�imliO:Oil Infln� nB4104 O.-I M o�.�>co.V �u� a I. — PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC W u* APR 04 2014 WILDING gi[:DMOPIDS T xD. wn: Rexnox 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PROJECT DnECipt SB PROTECT NPNACiA SB PROkCi AflCHNECi SB PRO1ECi iEAN MEMBER WECR Y B�f rOVAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES nnE FOUNDATION DETAILS PRAECt - 10001.00 DALE APRIL 3, 2014 �/ PROJECT NEMUfd( PRECEIV i APR 0 4 2013 sxEEr xuuBER CK SOCIA S�62 1=1-010J-510 d. J-Ap, HALLER ARCHITECTS LLC F.7 CONC SHEAR WALL & REINF PER PLAN, TYP FIG TOP REINF FTG TOP REINF PER PLAN PER PLAN CONC SLAB &REINF PER PLAN CONC SHEAR WALL &REINF PER PLAN 301, CONC SLAB &REINF w $5 x� 36" ® 12"OC PER PLAN T/SLAB.PTER a SLABgI y E___ a PER PLAN - PLAN T/FTG T/FIG a PER PLAN �, Nei "• .. .. e- • . ... '� .. ,., PER PER < • .: ..:. a: �ea, ;..• e. L IN —= a s !1 aI_ a — I —I I I I a rd a: f a e •, • i < q . = 1—I 5141 ELEV PIT •. 'a .. . - III 4' .. .• ,:. .. • � ... Y • 4. is .' .' �•'$� a' 111— i II II • I11A1 1=111— I , IIII 11� I 111-1I I II I III —III— I II I II 1-1 I— I —III III —III —III I =1I —I I —II I —I 1=1 I 1— III —III III I I III —III —III III=11 L=,I-1 I —III —III— I1-1 n U ° "e ^ .• "'7.. 2I �_, — FTG PER PLLANREINF 12" -' 1=1 1-1 I IL I I 11 - 1- I —I I —1I —III—I I —III —III —III —III III III —III —I I =11I—I 1=1 I —III —I FTO BOT REINF 1vP " 1=1 1=1 11=1 11=1 1=1 I-1 1= I PER PLAN SECTION AT MAT FOUNDATION 6 SECTION AT MAT FOUNDATION SCALE: 1/2°=1'-0" SCALE: 1/2'=1'-0" FC MAT FOUNDATION REINFORCING PLAN 10 FB MAT FOUNDAT r ` SCALE: 1/4"=1._0„ 19T W/ S1 REINFORCING PLAN REVIEWED MAY 312014 Reviewea Fly: BECK & ASSOCIATES, SCALE: 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com 'DO r=naIMr= r=R5e 100 MONTGOMERY STREET -SUITE 1150 PANPMONEFRANTCISCO,CALILIFORNN'z944104 wxxal.nAo-..mm� ®Co9NgA1 pa/MIa NPmolo�fommman No NI A:gM, Auwd PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 042014 N0. REMACN �- 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS SB SB MANAGER PROJECT AR.I.. SB CHECN FxbIFFR Y BRJ �c a 40M9 FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES Tn FOUNDATION DETAILS PROJED, 10001.00 DAIS APRIL 3, 2014 IRD T NF»roRN 'A,� APR 04 91EET NUMBER ECK & ASSOCIA , S4.03 SET twat-Dtm-s4o]eNy ]-Apr-14 1e.18 AM pmoprMgNe HALLER ARCHITECTS LLC STAGG DEADEND ANCHORAGES 12" WHEN CONT TENDONS MORE THAN (2) ARE PLACED PER PLANS IN ONE LOCATION L" I ADDED TENDONS PER PLAN �(MIN) - - C SUPPORT PLAN C SUPPORT O SUPPORT BAR I BAR I BAR SUPPORT BARS 1'-6" BY OTHERS W READ -' 4'-0" MIN FROM F/SUPPORT I OR PER PLAN I I a T/S� LAB PER PLAN CHAIR BY OTHERS, TYP MIN (2) #4 BACKUP BARS, TYP, EXTEND 24" BEYOND ANCHORS SECTION 1'-6" T/4 MAX (2) #4 BACKUP BARS T/SLAB 3 " CLR MIN TYP, PER PLAN t- _ L.PLACE P-T ANCHORS ®_s-- VERT UNO SECTION } —HA IRPINx (SIDE // HAS EA SIDE OF ANCHOR AT GROUPS OF (4) OR MORE DIST TENDONS BANDED TENDONS PER PLAN (2) #4 BACKUP BARS SLAB EDGE M� M� PLAN NOTE: STUDRAILS MAY BE USED IN LIEU OF HAIRPINS PENDING STRUCTURAL ENGINEER OF RECORD APPROVAL. T TENDONS PER PLAN 1" CLR BTWN TENDONS MIN, TYP T/SLAB PER PLAN TENDON CENTER SPAN Li/2 L1/2 L2/2 1_2/2 OF GRAVITY ABOVE B/SLAB OR B/DROP BAND PER PLAN INFLECTION POINTS N H TENDON PROFILE (REVERSE PARABOLA) 0.1 Lt 0.1 L2 CANTILEVER INT SPAN END SPAN 18" ADDL J3 x C HAIRPINS ® 12 OC FOR EVERY (4) TENDONS, SECTION STAGG HAIRPINS POST -TENSIONED TENDONS WITH SWEEP GREATER THAN 1:6 SCALE: NONE 3 DTYPICAL POST -TENSIONED SLAB PROFILE 3303 SCALE: NONE 4 X-!P PLAN .m SECTION (1) ADDL HAIRPIN EA SIDE OF BANDED TENDON GROUP —� PLAN NOTE: STUDRAILS MAY BE USED IN LIEU OF HAIRPINS PENDING STRUCTURAL ENGINEER OF RECORD APPROVAL. MAX -(2) #4 BACKUP BARS 3/a" CLR MIN TYP. PLACE P-T ANCHORS VERT UNO ANCHORAGE AT ENDS OF ADDED TENDONS 5 ANCHORAGE AT ENDS OF DISTRIBUTED TENDONS 6 ANCHORAGE AT ENDS OF BANDED TENDONS 03308 SCALE: NONE 03306 SCALE: NONE __(:03307 SCALE: NONE ADDL ANCHORAGE REINF PER 4/S501 & 5/S501 TOOLED JOINT P-T TENDONS REINF PER PLAN PER PLAN T/SLAB PER PLAN .,- aa 3/ex21/2"x12" KEY ® 48"OC MAX BTWN TENDONS 1/2" CHAMFER NOTES: 1. ENGINEER SHALL APPROVE THE USE AND LOCATION OF ALL POST -TENSIONED SLAB CONSTRUCTION JOINTS. 2. WHERE 1"DP BLOCKOUT OCCURS AT EXTERIOR SLABS, MAINTAIN CLEAR COVER PER PLAN. TYPICAL POST -TENSIONED SLAB CONSTRUCTION JOINT 9 03305M SCALE: NONE DIST TENDONS PER PLAN BANDED TENDONS PER PLAN, GROUT (5) TENDONS MA) TOP LOWER REINF PER PLAN MIN OF (2) TENDONS AT SLAB EDGE, PARALLEL TO DIST TENDONS ONLY TOP UPPER REINF PER PLAN COL BELOW PER PLAN SLAB EDGE VARIES PER PLAN I NOTES: 6 (MIN) 1. MINIMUM OF (2) TENDONS SHALL BE PLACED DIRECTLY OVER COLUMNS, IN BOTH DIRECTIONS, UNO. LEGEND: W = COLUMN WIDTH 2. ADDIRONAL POST -TENSIONED ANCHORAGE T = SLAB THICKNESS REINFORCEMENT PER 6/S5.01 AND 7/S5,01. 6" REINFORCING AT EXTERIOR COLUMN $ 03310 SCALE: NONE 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: 1myerscott1@gmail.com 'DO C_nC3Inar=R 100 MONMOMERY STREET- SUITE 1150 SAN FRANnISCOO. CAUFORM K94104 w".xF.nN-n.wm ®CeryfiRM o,/ED 4MwW Onasor" iM, xl xoAb &,epee PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC R _Sul l70 RP1f 04 2014 nuarnrlcR oEPr:+n+eN' CLfY OF EOb�iFOS MTE Renucx 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRWECT ME— SB PRafOT x ABER SB PRNECT ARp1'1 RSw T A. xEUB R aEa xxa GRID G6D MILWITHIN THIS AREA IST S�v��oR Y BJI c" TOP UPPER REINF 1.5T W 1.5T DIST TENDONS s PER PLAN MILD REINF PER PLAN 2" CLR BANDED TENDONS PER PLAN. GROUP (5) TENDONS MAX BANDED TENDONS PER PLAN, GROUP (5) TENDONS MAX STAGG EW, TYP �i W PER PLAN -" 40Ta9 -g 1 MIN, TYP UNIFORMLY DIST UNIFORMLY DIST 71 - t CIVAL > z TENDONS PER PLAN w > 2" CLR TENDONS PER PLAN TOP UPPER REINF c>a MIN, TYPT PER POWER REINF -0" PER PER PLAN, TENDONS MAX FOR PERMIT pi PER PLAN T/SLAB T/SLAB a O N LY PER PLANS a z a PER PLAN a z a THIS DOCUMENT HAS BEEN •� ,�, PREPARED FOR PERMIT CHAIR BY OTHERS APPLICATION AND IS SUBJECT SUPPORT REINF BY OTHERS I BY PO�HERS RT REINF o �d T'"' '' TO REVIEW AND MODIFICATION TOP LOWER REINF PER PLAN o 3 BY GOVERNMENTAL AGENCIES 0 o CHAIR BY OTHERS z BOT REINF PER PLAN, PROVIDE BOT REINF PER PLAN, PROVIDE CONCRETE �g STD HOOK AT SLAB EDGE �o STD HOOK AT SLAB EDGE o3 g COL PER PLAN FRAMING DETAILS COL PER PLAN NOTES: NOTES: TOP UPPER REINF %tOJEOT N0. 10001.00 1. ALTERNATE TENDON AND REINFORCING GROUPS. 1. ALTERNATE TENDON AND REINFORCING GROUPS. LEGEND: PER PLAN BA1E 2. QUANTITY AND LENGTH OF REINFORCING PER PLAN. 2. QUANTITY AND LENGTH OF REINFORCING PER PLAN. W =COLUMN WIDTH TOP LOWER REINF AP RIL 3, 2014 T =SLAB THICKNESS PER PLAN RRo.ECT xfrxoRN RAiX 3. REINFORCING STAGGER PER 12/S5.01. 3. REINFORCING STAGGER PER 12/S5.01. REVIEWED""' 4. MINIMUM OF (2) TENDONS SHALL BE PLACED DIRECTLY OVER COLUMNS BOTH DIRECTIONS, 4. MINIMUM OF (2) TENDONS SHALL BE PLACED DIRECTLY OVER NOTE: AP pLL� IN UNO. COLUMNS IN BOTH DIRECTIONS, UNO. MINIMUM OF (2) TENDONS SHALL BE PLACED DIRECTLY OVER COLUMNS, IN BOTH DIRECTIONS, L 40. MAY 312014 5 EfI NBNBER & BECK SECTION THROUGH DISTRIBUTED TENDONS AT SUPPORT 10 SECTION THROUGH BANDED TENDONS AT SUPPORT 11 REINFORCING AT INTERIOR COLUMN 01 �� 03321 SCALE: NONE 03320 SCALE: NONE 03309 SCALE: NDBECK $ A$ CIA 5, P C SET Boat-olm-sscl.e.q 3-APr14 10:28 AM O,bb o rQ 1'-0" TYP 8" MIN p z w o TYP #4 REQD LINO WHERE RE 8" MIN MIN SPACING PER ARCH w w o 5 CONC SLAB BRVN GROUPS IS NOT P-T TENDONS CONIC CURB &REINF a a ti ? o PER PLAN MAINTAINED --,PER PLAN PER ARCH AS REQD T/SLAB'- DOWEL AT SOFER STEP T/CURB SLAB BREAK PER ARCH PER ' hf� . PER ARCH STEP PER SLOPE PLAN ` 4 ° 0 .6 O...b. T/SLAB PLAN -PERPLAN- " PER PLAN .. 4 1< CONDUIT (3) DUR PER j - - (D s T/3) GROUPCONMAX TYP UNO D OR 2" MIN 2" MIN LAP PER SCHED #4 ® 18"OC SLAB BOT REINF PER PLAN TYP UNO TYP TYP W/ STD HOOK NOTES: 1. ALUMINUM MATERIALS SHALL NOT BE EMBEDDED IN CONCRETE. 2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WHICH INDICATE THE PLACEMENT OF CONDUIT IN SLAB. 3. DO NOT PLACE CONDUIT WITHIN 48" OF COLUMN FACE OR SLAB EDGE. 4. CONDUIT SHALL NOT TOUCH P-T TENDONS. PROVIDE CHAIRS TO SUPPORT CONDUIT. 5. CONDUIT PLACEMENT NOT MEETING ABOVE CRITERIA MAY REQUIRE ADDITIONAL REINFORCING AND/OR SLAB THICKENING. SECTION AT SLAB TRANSITION SLEEVES THRU CONCRETE SLAB 3 G SCALE: 3/4"=1'-0" 03222 SCALE: 1"=1'-0" BANDED TENDONS PER PLAN - DIST TENDONS PER PLAN - EDGE, TYP CORNER SLAB EDGE REINF PER [033041 NO STL PIPE INSERT n �IS REQD FOR SLAB z PENETRATIONS OUTSIDE � THE 45' ZONE OF ANCHOR REINF ON ALL SIDES TO ONE-HALF THE IF SLAB REINF CUT . ((2) #5 T&B ALL x 48" DIAG EA CORNER STD STL PIPE INSERTS o� ,typ REQD WHEN SLAB PER ARCH O Ay WITHINPENErRATIONS ARE PERIMETER SLAB EDGE THE ZONE OF ANCHOR (48" MAX) `V REINF PER PLAN, TYP 21/2- NOTES: MIN 1. ALL OPENINGS WITH A DIMENSION OF 12" OR GREATER SHALL BE TRIMMED WITH REINFORCING. IN 2. REINFORCING IS IN ADDITION TO ANY REINFORCING STL PIPE INSERTS ARE INDICATED ON PLANS. NOT REQD FOR SLAB NOTES: - PENETRATIONS LOCATED 3. WHERE AN ADJACENT OPENING IS CLOSER THAN THE 1. ADDITIONAL INFORMATION PER (03306 AND 033071. FURTHER THAN TWICE THE SMALLER OPENING DIMENSION, EXTEND TRIM OPNGS GREATER DIMENSION REINFORCING TO 24" MINIMUM PAST ADJACENT 2. REINFORCING AT POST -TENSIONING ANCHORS NOT SHOWN FOR CLARITY. (36" MIN) FROM ANCHORS OPENINGS. 3. IF EDGE DISTANCE CAN NOT BE MET, CONTACT STRUCTURAL ENGINEER OF RECORD. 4. HOOK REINFORCING AT SLAB EDGE AS REQUIRED. PLAN - TYPICAL POST -TENSIONING PLAN - TYPICAL SLAB OPENING REINFORCING AT EXTERIOR SLAB EDGE CORNERS SLAB PENETRATIONS AT POST -TENSIONED ANCHORS AT REINFORCED SLAB 03304A SCALE: NONE 6 03302 SCALE: 3/4"=1'-O" T 03220 SCALE: NONE 8 TYP V D (4) SLEEVES #5 T&B, TYP SLEEVE, TYP TENDONS SHALL BE SLAB EDGE, TYP MAX PER ALL SIDES STRAIGHT IN THIS AREA GROUP 11/2 1'-0" MIN CLR TYP TYP ro #5 T&B x 48" DIAG 11 N SLEEVE TYP /P2" CLR < TYP AT EA CORNER 6 (MIN) oz a 1 o� PERIMETER SLAB EDGE CORNER SLAB EDGE REINF a a v OP G P-T TENDONS REINF PER PLAN, TYP TO MATCH PERIMETER SLAB D OR 4" REINF MIN, TYP PLAN - EXTERIOR SLAB EDGE CORNER 18" MIN BTWN GROUPS z M U � 2'-0" TYP 46" MAX PROVIDE REINF ON ALL SIDES, PER ARCH 2'-0" T&B EQ TO ONE-HALF THE AREA PERIMETER SLAB EDGE NOTE: (48" ) Np OF S#5 TRENALL SIDEE CUT S PIN REINF PER PLAN, TYP PROVIDE TRIM REINFORCEMENT AS SHOWN AROUND NOTES: NOTE: __C z GROUPS OF (5) OR MORE SLEEVES. PROVIDE TRIM 7, ALL OPENINGS WITH A DIMENSION OF 12" OR PROVIDE TRIM REINFORCEMENT PER (032201 OR REINFORCEMENT PER 8/S5.02 OR 12/S5.02 WHERE GREATER SHALL BE TRIMMED WITH REINFORCING. [03301) WHERE MINIMUM SPACING IS NOT MET. MINIMUM SPACING IS NOT MET. 1,/2" CLR SLAB EDGE. TYP PLAN - NO ADDITIONAL REINFORCEMENT PLAN - ADDITIONAL REINFORCEMENT 2. REINFORCING IS IN ADDITION TO ANY REINFORCING TYP INDICATED ON PLANS. NOTES: 3. WHERE AN ADJACENT OPENING IS CLOSER THAN THE 1. ALUMINUM MATERIALS SHALL NOT BE EMBEDDED IN CONCRETE. SMALLER OPENING DIMENSION, EXTEND TRIM (2) #5 T&B x DIAG 2. SLEEVES SHALL NOT BE LOCATED WITHIN 48" OF COLUMNS WITHOUT ENGINEER'S APPROVAL. OPENINGS. TO 24" MINIMUM PAST ADJACENT NOTE: B EDGE CORNER REVIEWED PLAN -INTERIOR SLA POST-TENSIONING ANCHORAGE AT 3. SLEEVES SHALL NOT INTERRUPT TYPICAL REINFORCEMENT INDICATED ON PLAN. 4. HOOK REINFORCING AT SLAB EDGE AS REQUIRED. MAY 3 1.2014 SLAB CORNERS PER [03304A]. 4. PROVIDE 2" MINIMUM CLEARANCE BETWEEN ALL POST -TENSIONING TENDONS. PLAN - TYPICAL REINFORCING AT SLAB EDGE CORNERS 1 PLANS - SLEEVES THRU CONCRETE SLAB 11 TYPICAL POST -TENSIONED LAYOUT AT SLAB OPENII ,' cAy: I L 03304 SCALE: NONE 03221 SCALE: 1/2"=1'-0" 03301 SCALE: ONE - HALLER ARCHITECTS LLC 9l1 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com IEnoC3orlar=R 100 MOMOVERY STREET- SUITE 1150 SAN FRANC1800 CTAUFORNIA 941N '1 1 IafNnfnte PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC Ia-SUI APR 0 4 2014 eUILDING DEPAPMVENT CITY OF EDN'DUDS xa DATE eExsaN 1/23114 PERMIT SET 04/3/14 PERMIT REVISIONS PROJECT dREC10R SB PROJECT MANAGER SB PROJECT ARCHI SB NGINEER y���o� Y BRI 40109 (} �OL�,_+,JiNL E• ^'1Q'VAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES T.- CONCRETE FRAMING DETAILS PROECT N0. 10001.00 APRIL3' 0 VED PR NETWI PAd C � 20 TES,?tLr SHEET NUMBER BEC S5.02 SET EDGE OF SLAB PER PLAN ONC COL PER PLAN ALIGN STUDRAILS W/ F/C04 lYP a O E3 PER NOTES, TYP U-ALIGN STUDRAILS �_ PER NOTES, TYP NOTES: NOTES: NOTES: 1. SRF (11) STRIPS W/ (10) 1/2"0 STUDS ® 3"OC. 1. (SRE (10) STRIPS W/ (13) 1/2"0 STUDS ® 3"OC. t 1. SRD (14) STRIPS W/ (10) 1/2"0 STUDS ® 3"OC. 2. ADDITIONAL INFORMATION PER 20/S5.03. 2. ADDITIONAL INFORMATION PER 20/S5.03. 2. ADDITIONAL INFORMATION PER 20/S5.03. STUDRAIL LAYOUT - TYPE sRF 2 STUDRAIL LAYOUT -TYPE CED 3 STUDRAIL LAYOUT - TYPE SRD Y 03332M SCALE: 3/4"=l'-O" SCALE: 3/4"=l'-0" SCALE: 3/4"=1'-0" PER NOTES, TYP 2" CLR TYP ALIGN STUDRAILS W/ F/COL, NP UN PER PLAN EDGE OF SLAB e -'r o D a W ,"4 CONC COL PER PLAN o - - o w SLAB PER NOTES. TYP EDGE OF SLAB PER PLAN CONC COL PER PLAN ALIGN STUDRAILS W/ F/COL, TYP UNO 0 o N STUDRAILS F/COL, TYP LINO PER NOTES, TYP COL PER PLAN NOTES: NOTES: NOTES: NOTES: 1. SRJ (7) STRIPS W/ (24) 1/2"0 STUDS ® 3"OC. 1. SRC (8) STRIPS W/ (10) 1/2"0 STUDS ® 3"OC. 1. SRB (10) STRIPS W/ (10) 1/2"0 STUDS ® 3"OC. lye 1. (SRA (10) STRIPS W/ (10) 1/2"0 STUDS 0 3"OC. 2. ADDITIONAL INFORMATION PER 20/S5.03. 2. ADDITIONAL INFORMATION PER 20/S5.03. 2. ADDITIONAL INFORMATION PER 20/S5.03. 2. ADDITIONAL INFORMATION PER 20/S5.03. STUDRAIL LAYOUT -TYPE SRJ STUDRAIL LAYOUT - TYPE (sK) C I STUDRAIL LAYOUT -TYPE SRE) 1 STUDRAIL LAYOUT - TYPE SRA T 8 SCALE: 3/4"=1'-0" 03332M SCALE: 3/4"=1'-0" SCALE: 3/4'=1'-O" 03332J 03336M 5 SCALE: 3/4"=1'-O" 03332M PER NOTES, TYP ALIGN STUDRAILS W/ F/COL, TYP LINO w w w �T EDGE OF SIA� PER PLAN CONC COL PER PLAN PER NOTES, TYP 0 0 EDGE OF SLAB PER PLAN - NOTES: SRG 1 S ®3" jq 2" CLR TYP CONC COL EDGE OF SLAB PER PLAN PER PLAN •"e CONIC COL PER PLAN .. STUDRAIL PLAN, TYP NOTES: 1. (5) STRIPS W/ (24) /2 m STUD DC. 1. SRH (6) STRIPS W/ (24) 1/2"0 STUDS 0 3"OC. 2. SRK (5) STRIPS W/ (15) 1/2"0 STUDS ® 3"OC. 2. ADDITIONAL INFORMATION PER 20/S5.03. 3. ADDITIONAL INFORMATION PER 20/S5.03. STUDRAIL LAYOUT -TYPE SRH 9 STUDRAIL LAYOUT - TYPE SRG SRK S 03336M SCALE: 3/4"--V-0" -(:03332M SCALE: 3/4"=1'-0" .ONE 2 T/SLAB CONIC COVER SHALL BE THE SAME AS NOTED FOR SLAB REINF CONC SLAB PER PLAN PER PLAN TITHU 8 �o STUDRAIL STRIP DIMENSION NUMBER & SPACING DIMENSION > o 0/4x11/4 x AS SHOWN PER MFR OF STUDS PER PER MFR o o rn SHEAR STUDS LAYOUT DETAILS -CONIC COL PER PLAN STUDRAIL NOTES: PLAN VIEW 1. STUDRAIL HEIGHT IS DETERMINED BY THE THICKNESS OF THE SLAB. NOTES: HEIGHT MAY NEED TO BE ADJUSTED WHERE SLABS STEP OR SLOPE. 1. FOR SLEEVES LOCATED IN ZONE 1, REFERENCE 12/S5.01. 2. STUDRAILS AT COLUMN CORNERS SHALL BE ALIGNED WITH THE FACE 2. (1) SLEEVE WITH A 'D' < 6" IS ALLOWED IN ZONE 2. (1) SLEEVE TOTAL AT COLUMN. OF COLUMN. INTERMEDIATE STUDRAILS SHALL BE EQUALLY SPACED. 3. SLEEVES NOT MEETING THE ABOVE CRITERIA SHALL BE SUBMITTED TO STRUCTURAL 3. STUDRAIL SHEAR REINFORCEMENT SHOWN IN THESE DETAILS SHALL BE STUDRAILS AS MANUFACTURED BY "DECON". ENGINEER OF RECORD FOR APPROVAL. PLAN - SLEEVES THRU CONCRETE SLAB AT COLUMN TYPICAL STUDRAIL SECTION 11 03223 SCALE: 3/4"=1'-0" 03330M RFVIFWFD MAY 312014 4 Re iewea by; „BECK & ASSO �1 PLL SCALE: 3/4"=1'-0" ' 12 HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: 6oyerscottl @gmail.com =DO anc3lnr= (=-pSO 100 MONTGOMERY STIR ET•SURE1150 v NF�aMisNCI e�'iMFa°inmwn�4104 w.w.a�«m ebo,m OEoq. w/aai PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC R RE8 ko APR 04 2014 EOILDIN3 DEPARIME-NT o I of EDMONDS Na DA1E RENegI 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PR-T gRECRRf SIB T gAxA�R PSB PRWMT ARaUW SB PRDIEDT iFAN w,EURER cxEa1 ENpxSfR Y 4We9 74VAL �' FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE FRAMING DETAILS PRO.ECi Ra 10001.00 DAZE APRIL 3, 2014 PRQEDT NE-1 . - pPR i�5 P1.LC 91EET NUTABER CK & p5S` SS-03 SET 13Dei-Dim-ssm.e"D 3-Apr-14 10.28 AM tlaWon HALLER ARCHITECTS LLC #4 DOWELS TO (1) #5 CONT DOWEL W/ STD HOOK TO MATCH VERT REINF CONC SLAB & REINF PER PLAN TT/S� PER ARCH I 3/4" CHAMFER TYP � WLL VERT REINF PER PLAN T/PERAARCH P/WALL R ARCH TV W/ STD HOOK CONC WALL & RDNF PER PLAN CONC SLAB & REINF PER PLAN CONC SLAB & REINF NON -EXPANSIVE PER PLAN WATER -STOP PER ARCH T/SLAB T/SLAB PER P PEA R PLAN (1) #4 CONT 3/4" CHAMFER TYP CONC WALL & REINF PER PLAN VERT REINF PER PLAN x I (1) #4 CONT SLAB AT TOP OF WALL %,� SECTION AT PARTIAL HEIGHT WALL %3 SECTION AT PARTIAL HEIGHT CONCRETE WALL SCALE: 3/q"=1'-0" SCALE: 3/4'=1'-0" J SCALE: SCH T/SLAB PER PLAN CONC SLAB REINF PER T/SLAB PER WALL 'LAN )NT SECTION AT LEVEL 3 COURTYARD STAIR �1 SECTION AT LEVEL 3 COURTYARD �8 SCALE: 3/4"=1,_0,. O SCALE: 3/4"_l,_U�. O SLAB EDGE PER PLAN EDGE PER PLAN 51/2"MIN-61/2"MAX 51/2"MIN-61/2"MAX P-T CONC SLAB P-T CONC SLAB 4'-0" ttP, UNO PER PLAN NOTES T/SLAB VARIES ;SLAB q'-p" TYP, UNO PER PLAN NOTES T/SLAB VARIES HP=T/SLAB -1/2" HP=T/SLAB -1/2" #5T 9 VOC #5T 0 12"OC EXTERIOR STUD WALL W/ STD HOOK W/ STD HOOK & SHTHG PER PLAN O 2INSULATION RIGID INSULATION W/ BE D ON INSULATION W/ BE D ON 2" MAX BAR CTRD ON Ed! #5 0 6"OC #5 012"OC RIGID INSULATION 9' W/ BEND CTRD ON INSULATION W/ BEND CTRD ON INSULATION T/SLAB 1/4" S�LOPF PER PLAN #6B 0 6"OC #6B 0 6"OC 10/55.04 #5 T&B x 7'-C 0 12"OC 10/S5.04 DEFLECTION TRACK E T&B DECK REINF PER B/S7.03 PER PARTIAL PLAN 2" MAX 2" MAX DRIP CHAMFER INSULATION BREAK I INSULATION BREAK CAST -IN -PLACE CONC DECK PER ARCH a� s 6' _0"MAX 4 T&B AT PERIMETER OF DECK .� CAST -IN -PLACE CONC DECK ___ _ 6'-O" MAX #4 T&B AT PERIMETER OF DECK LL RED/I FWF_p MAY 31 Z014 Rwie - oy: SECTION AT ISOLATED DECK CONCRETE CORNER DECK PARTIAL PLAN CONCRETE DECK PARTIAL PLAN BED cK s ASSO 10 11 12 SCALE: 1/4"=1'-0" SCALE: 3/4"=V-O" SCALE: 1/4" 1'-0" 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com =DO r=nGIP'IaaR 100 MONTGOMERY STREET • SUTTE 1150 SAWN FFRRANCISCOO, CALIFORNIA N104 mI a4710 47= `Ni Rem, xh,ma PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC u1 E o `'•`'• APR 0 4 2014 BUILDING D' fAT IENI MO+ M E REw xw 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRWECi DIKE— SB PENECT NAM SB PRWEC7 ARCNITECI SB PRWECT TEAM MEMBER CHECK FNPAINFR Y BRI rgVAl. FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE FRAMING DETAILS PROJECT Na 10001.00 DAiE APRIL 3, 2014 PROJECT NETWORK —HRF APR 0 ENEET NUUBER & pSS S5.E64 SET 13081-0107—S504.aw9 3—Apr-14 9:29 A!A 1m 11eghe HALLER ARCHITECTS LLC CONIC SLAB & REINF PER RN T/SLABSLAB PER PLAN, TYP SLAB TOP REINF PER PLAN T/SLAB PER PLJER 1'-0. BEAM TOP REINF PER ELrz— CONIC SLAB PER PLAN T/SLAB BEAM TOP REINF CONC SLAB PER EL PER PLAN TOP REINF PER PLAN T/SLAB PER PLAN _ PER PLAN pEN TYP„SLAB BOT REINFWALL VERT REINF PER PLAN W/ v .7 _ .. SLAB BOT REINF PER PLAN, TYP STD HOOK, TYP . . <. -.P-T PER PLAN, TYP BEAM TIES PER EL REINFWALL HORIZ REINF PER PLAN 3/q" CHAMFER lYP PER PLAN, TYP 3/q" CH PT REINFPER PER PLAN PLAN P �Np - lYP EAM BOT REINFDOWEL W/ STD BEAM BPER PLAN UNO PER EL HOOK, TYP - PER EL (2) #5 CONE T&B, TYP T/SLAB PER PLAN SECTION AT CONCRETE WALL 1 SCALE: 3/q°=1'-0" CONCRETE BEAM SECTION (,) CONCRETE BEAM SECTION �� SCALE: 3/4"-1'-0" J SCALE: 3/4"=V-0.. ' SLAB TOP REINF SLAB TOP REINF o LL PER PLAN PER PLAN BEAM TOP REINF PER EL SLAB TOP REINF BEAM TOP REINF CONC SLAB PER (2) #5 T&B CONT SLAB BOT REINF PER PLAN 1 -0" METOP REINF BEAM PER EL PER PLAN PLAN PER PLAN ti CONC SLAB PER PLAN T/SLAB I T/SLAB T/SLAB PER PLAN - - .:.: , . PER PLAN-.. ... : - .... ..... .:.. ;: PER PLAN CONIC SLAB PER P LAN . VERT REINF .. .. ,a. PER PLAN . .f.PER PER PLAN W/ 6" • T SLABSTD PER HOOK EA pLAN� .�,p . • BOT REINFPLAN, HORIZ REINF END, TYP a BEAM TIES TYP TYP PER PLAN, NP 1" CLRPER ELTYpT SLAB BFAM BOT 11 SLAB BOT REINF P-T REINF BEELES . PER PLAN � 1 1 /2" CLR REINF PER EL 3/q" CHAMFER TYP P-T REINF PER PLAN, TYP 3/4" CHAMFER TYP PER PLAN .. TYP LINO PER PLAN 1 " CLR BEAM BOT REINF 06" CLR TYP UNO PER PLAN BEAM BOT REINF TYP LINO PER EL PER PLAN PER EL PER PLAN CONC SLAB & REINF PER PLAN, TYP SECTION AT CONCRETE STEP BEAM �5 CONCRETE BEAM SECTION �� CONCRETE BEAM SECTION �� CONCRETE BEAM SECTION �� 3 SCALE: 3/a,-1,_O„ q SCALE: 3/4"=1'-O" SCALE: 3/4"=1'-O" SCALE: /q"=1'-0" ' SLAB TOP REINF PER PLAN, TYP CONIC SLAB PER PLAN, TYP CONIC SLAB & REINF PER PLAN SLAB BOT REINF �' PER PLAN, TYP (2) #6T CONT PER PLAN, TYP ^ rn T/SLAB T/SLAB PERMELOP REINF #4 TIES 0 12.00 PER PLAN PER PLAN BEAM TIES 5 PER EL 6 n a T/SLAB z 5 TYP PER PLAN � a • HORIZ REINF - PER PLAN, TYP T/SLAB 11/2' CLR BEAM BOT PER TYP UNO REINF PER EL (4) #6B PER PLAN CONT 1 -0" SLAB TOP REINF BEAM TOP REINF PER PLAN BEAM TOP REINF PER EL CONIC SLAB PER EL PER PLAN SLAB STEP CONC SLAB PER PLAN U SLAB TOP REINF PER PLAN T/SLAB T/S�AB 1 EEOp�gN PER PLAN PER PLAN SLAB BOT REINFPPER ,,,A r-p, 6" SLAB BOT REINF PLAN, TIP a PER PLAN, TYP BEAM TIES PER EL BEAM TIES PER EL 71 P-T REINF PER PLAN P-T REINF 3/4" CHAMFER TYP CLR PER PLAN 1 " CHAMFER TYP TYp PER PLAN BEAM BOT REINF LINO TIp BEAM BOT REINF PER EL I PER PLAN ENO - PER EL REVIEWED MAY 312014 Revie—a Sy: SECTION AT CONCRETE STEP BEAM �� CONCRETE BEAM SECTION 1D CONCRETE BEAM SECTION S CONCRETE BEAM SECTION BEAK a AssoclA s LL SCALE: 3/4"=1 -0" SCALE: 3/4=1�-0" SCALE: 3/4"=1'-O" SCALE: 3/4,=1,-O„ 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com �DCI 700 gRANCI COXAUFORNK 104 s oxE rtnNcisco cauFoaNw ealoa ®c W s 04/2014 D—m - k. 11 gre, Rl— PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC AP APR 04 2014 BUILDING DEPART&4ENi CITY OF EDMDNUS xa gArz u1ssMx 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PROJECE dREcroR SB PROAECi MAN— SB PRPkCT ARWIIECi SB PROJECR TEAM M9ABER ExraxEw YOT ��I c� 40789 TONAL FOR PERMIT THIS DOONLY AS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE FRAMING DETAILS PxoJ:n xo. 10001.00 oA1E APRIL 3, 2014 Pno3:m xEiWORI( PAn AP p11C G1P1E5, sxEcr uuxeER am & P` 6 •• S51.05 SET 13001-0107-SSO—g 3-Ayr-14 10 n 2 1 CONC COL ABOVE, TYP I I 6'-0" W/W) #10Tx10'-0" 1.LAP PER STD HOOK v'�i P-T TENDON SCHED, TYP. (6) #8T x 16'-0" (6) #8T W/ STD HOOK N (2) #5T PER PLAN a T/SLAB .a q ... .. (5) ST5D HOOK 0" PER PLAN .. . s W/ 0 2" #5x U ® 4"OC #5 x D 12.00 (6) #8B #4 xL10 1B"OC (5) #7B TYP CONC. COL S BELOW, TYP CONC COL BELOW a I CONCRETE BEAM ELEVATION AT LEVEL 1 - GRID G.6 4 SCALE: 1/2"=1'-0" 4 D E F STRESS (24) TENDONS I I W/ LEVEL 1 SLAB TENDONS. STRESS REMAINING TENDONS W/ (10) #10T x 14'-0" (10) #10T x 14'-0" LEVEL 3 SLAB TENDONS. (7) #ST x 14'-0" CTRD ON COL CTRD ON COL CTRD ON COL (4) #5T P-T TENDONS PER PLAN (4) #5T o , LAP PER (4) #5 $ T/SLAB n SCHED TYP PER PLAN 4- rn a---------------------------------------------------------------------------------- (7) #96 x 23'-0" W/ STD HOOK (6) #76 (10) #10B I r� I LID �I� ��11 I 1� �1 #5 xLJ0 12"OC #5 x u D VOC 2° #5 x U D 18"OC #5 xL_7 D 12"OC #6 xLj D 4"OC TYP z a� LAP PE SCHED TRRIP F.7 G.2 G.6 I I CONC COL ABOVE, TYP (7) #8T x 16'-0" (10) #10T x 14'-0" o ' 6•-0" CTRD ON COL LAI PER (2) #5T CTRD ON COL (2) #5T N SCHED, TYP P-T TENDONS 4 - 0" (6) #6T x 12'-0" PER PLAN CTRD ON COL T SLAB m. PER PLAN (5) #8B (6) #713 #5 x[j0 12"OC 2" #5 x[j0 18"OC 2" I TYP TYP CONC COL BELOW, TYP LAP PER SCHED CTRD ON COL TYP REVIEWED MAY 312014 Revieweu ay: BECK 8 ASSOCI ES LC CONCRETE BEAM ELEVATION AT LEVEL 1 - GRID 1.7 --- SCALE: 1/2"=l'-O" HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: Ooyerscottl @gmail.com =DC1 100 M .%1ERY3TREET. SURE 1160 8 off FRRAN1nOi5CRCOR CiLIFORNH a94104 ®coP��g a4izoT one-Gc� ��� PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC s11 ' ,. ApR 0 4 2014 BUICLIDTINOF Eolaios' NA DAiE gEN90N 1/23/14 PERMIT SET Z�4/3/14 PERMIT REVISIONS -1 T gRECxIR SB SB PS BT A-ITECT P—CT TEAM MEMBER ENGNEERoEY 407893 T.. ZONAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE BEAM ELEVATIONS PRAECI ND. 10001.00 DATE APRIL 3, 2014 PRO1ECi NE-NN PAd ems+ SI weg pPR 0 lC -ET NUMBER p,SSO �rEST p1. S s:'10 SET 13081-010)-551-9 3-W-14 1024 AM N.bl., 2 1 CONIC COL I STRESS (14) TENDONS W/ ABOVE, TYP LEVEL 1 SLAB TENDONS STRESS (14) ADDL TENDONS 6'-0" W/ LEVEL 3 SLAB TENDONS 1. STRESS REMAINING TENDONS- (7) #8T X 10--0" 6 ' LAP PER W/ LEVEL 4 SLAB TENDONS N SCHED, NP. (9) #1OT x 16'-0" W/ STD HOOK (2) 15T P-T TENDONS PER PLAN (7) #8T W/ STD HOOK ° T/SLAB 4 `G - 1- PER PLAN M W/ STD HOOK 2" #5 xU 0 8"OC #5 xLj0 24"OCI (11) #10B (6) #7B TYP 2- #4 xCJ0 16"OC 3 TP d CONC COL a CONIC WALL BELOW BELOW, TYP PER PLAN CONCRETE BEAM ELEVATION AT LEVEL 1 - GRID G.2 SCALE 1/2"=1'-O" 4 2 1 i I CONC COL PER PLAN, NP STRESS BEAM TENDONS W1 P-T TENDONS PER PLAN N, #gT W/ LEVEL 2 SLAB STD HOOK M TENDONS d. T/SLAB 4 (6) #58 x 4'-0" PER PLAN .. W/ STD HOOK I #5 0 18"OC (6) #7B 2" #5 x LJ0 18"OC , a TYP CONIC WALL BELOW PER PLAN CONCRETE BEAM ELEVATION AT LEVEL 1 - GRID D.5 SCALE: 1/2'=1'-O" 8 F F,7 G.2 G.6 T CONIC COL ABOVE, NP (9) #7T x 28'-0" o c .. W/ STD HOOK (8) #9T x 16'-0" , (2) #5T (9) #10T x 12'-0" lAERR_ W/ STD HOOK P P T/S ..----------------------------------------------------- ------------------------------------ I PER PLAN 4 " , ________ ________________ (6) #7B 15 xLJ0 12"OC ° - #5 xLJ0 12"OC (8) #98 2" #sex 4'-0 W/ " a NF W/ STD HOOK 2" CONC WALL BELOW CONIC COL TYPCONIC PLAN BELOW, TYP REVIEWED MAY 312014 Reviewea uy: CONCRETE BEAM ELEVATION AT LEVEL 1 - GRID 2.7 BECK&ASSOCI LLc SCALE: HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com =DC1 a—FsIn amr=F=9 100 MONTGOMERY 87REET°SWE1150 SAN FRANCISCO, CALIFORNIA ONE�(1161701-15ci . EAx: a� OCo g1Ol/014OVa1�1,1so,,ul,n.ul OOM,Reve"O PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 04 2014 OUI CITY o emu ; NIOS CITY OF FOM01lOG 1/23/14 PERMIT SET RMswx ZL4/3/14 PERMIT REVISIONS PROJECT DR — SIB PROJECT NANACEfl SB PROJECT ARCHITECT SB PROJECT TERN MEMBER ENCIXEFA oEY 8A't c 407894'�'{$'� 7CNAL FOR PNER,MIT THIS DOCCUUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION 3Y GOVERNMENTAL AGENCIES CONCRETE BEAM ELEVATIONS 11—T N0. 10001.00 APRIL 3, 2014 PRO.ECT NEMUPoI PAM RECE� APR 0420 WET.— C SET' 13091-0107-5511.dr 3—A-14 10.23 All c� ` HALLER ARCHITECTS LLC CONC COL PER PLAN, T/SLAB PER PLAN CONIC COL PER PLAN, (2) #5T W/ STD HOOK STRESS BEAM TENDONS W/ LEVEL 1 SLAB TENDONS T/SLAB �.----- � PER PLAN (6) #513 xx T-0—O" W/ STD HOOK— CONC COL BELOW TYP— CONC COL CONCRETE BEAM ELEVATION AT LEVEL 1 - GRID F.1 4 �2 = SCALE: 1 1'0° () — (8) #7T % 14'-0" T/SLAB PER PLAN PER PLAN 5T W/ STD HOOK 5B x 4'-0" TO HOOK WALL PER PLAN CONCRETE BEAM ELEVATION AT LEVEL 3 - GRID C CONCRETE BEAM ELEVATION AT LEVEL 1 - GRID D.5 8 SCALE: 1/2"=1'-0" U SCALE: 1/2"=l'—O" T/SLAB PER PLAN CONCRETE BEAM ELEVATION AT LEVEL 1 - GRID F !6T W/ STD HOOK 15B x 4'-0" !TD HOOK WALLPER PLAN I RFVIFWFD MAY 312014 BECK & ASS ! 5, SCALE: 1/2"=1'-0" 111 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmall.com =DCI r=Ma9 MEET= RSo 100 MONTGOMERY STREET-$ ME1150 S ANe RANCISCO, CALIFORNIA 94104 WESVT 0 ,,9, 04/N14°a CO-- 111_1E,Ms Rn,Me PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 04 2014 BUILDING DEPARR.gENT CITY OF EDMOND S HEN RENSION 1/23/14 PERMIT SET &4/3/14 PERMIT REVISIONS PR- 0REcmR SB PROJECT MANAGER SB RMECT ARCNIiEti SB PROTECT TEAM MEMBER ENGNEER SFA Y B�I �k 7O NAI FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION 3Y GOVERNMENTAL AGENCIES nnE CONCRETE BEAM ELEVATIONS PROJECT No. 10001.00 GA APRIL 3, 2014 PRpfCi NEInOk( FAIp E APR 0 4 20 SHEET M... CK & ASSOCIATES, S6■ SET/ �r 130B1-0107-S512Aw9 3-P,r 10:23 PM HaE✓ F E IALLER ►RCHITECTS LLC p r/sLAs PERK PLAN CONCRETE BEAM ELEVATION AT LEVEL 2 GRID D 8 �1 SCALE 1/2 1 0 P-T TENDONS PER PLAN T/SLAB PER PLAN STRESS ADDL BEAM TENDON W/ LEVEL 3 SLAB TENDON (6) #5B x 3'-0" W/ STD HOOK D.8 C.8 I � (5) #9T X 14'-0" SCHED, M. (2) #5T CTRD ON COL q (5) #9T X 14'-0" CTRD ON COL N .. . _ r� • • • • • • '•a a •e� � U n� -PER BEAM R� —(T) #9B n_.1 #5 x l_® 8"OC #5 x ® 12"OC REINF, TYP #5 x U ® 8"OC r- CONC COL BELOW, TYP CONCRETE BEAM ELEVATION AT LEVEL 2 GRID 3.5 SCALE 1/2 1 0 P-T TENDONS PER PLAN T/SLAB to PER P' P STRESS ADDL BEAM TENDONS W/ LEVEL 3 / SLAB TENDONS (8) #5B x 3'-0" W/ STD HOOK CONC COL BELOW (5) #9T x 16'-0" CTRD ON COL CONCRETE BEAM ELEVATION AT LEVEL 2 - GRID C (2) 15T #5 x U ® 12"OC I '--(8) #9B CONIC COL ABOVE, TYP (5) #9T x 16'-0" CTRD ON WALL #5 x Irl@ 6"OC a°a W/ #76 x OK tCONC W/ STD HOOK WALL PER PLAN J RFVIFWED MAY 31.2014 Rev,nwca �A. BECK & ASSO SCALE: 1/2"=l'-O" •..-12 19 S T e w tL 11 Western Avenue Suite 301 rattle, WA 98104 :L 206.235.0935 nail: boyerscottl@gmail.com =DC1 ar)GI n S(=-F15® 100 MONTGOMERY STREET- SURE 1150 SAN F RAANCISCOO, OALIFOR e�Ax 9141% ®fogngM oa/zow Rmow mm'ea�� ul TOJECT: Jew Edmonds lost Office )CATION: 30 Second Ave N :dmonds, WA REPARED FOR: :dmonds 2020 LLC APR 04 2014 °UCInTIY10F (Dr ONDS N0. DALE REN9IGN 1 /23/14 PERMIT SET �4/3/14 PERMIT REVISIONS PRDJECT DINE. SB PRQIECT MANAGER SB RO¢C3 ARCHITECT PSB -CT TEAM MEMBER EM,YNFFR 1��W OF Y e�c a 40789 tAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE BEAM ELEVATIONS PRaECT xa 10001.00 DATE APRIL 3, 2014 PRO.FCi HEIWOPo( PAMRrr CEI Y ED ApR 0 4 W3 NEET NUMBER OCIATES,PLLC S6.1 SET 13051-0107—S513A"9 3—Ap,14 W:14 AM eladan CONC COL (12) #6T x 24'-0" P-T TENDONS ABOVE, TYP CTRD ON COL PER PLAN T SLA� A ... .....�;- .. .,, PER PLAN (6) #5 x 3'-0" W/ STD HOOK 5 (6) #7B W/ w a STD HOOK CONC COL #4 0 12"OC BELOW 2" x 4 x CLR 0 6"OC TYP CONCRETE BEAM ELEVATION AT LEVEL 3 - GRID 1.5 4 SCALE: 1/2"=1,-O„ 4 CONC COL ABOVE, TYP P-T TENDONS i CONC COL ABOVE, TYP PER PLAN o (5) #9T x 16'-0" LAP PER SCHED NP (2) jjST m - CTRD ON COL O" CTRD T/SLAB B ONXCOL PER PLAN STRESS ADDL BEAM TENDONS W/ LEVEL SLAB TENDONS z (11)96 W/ STD HOOK Z W1)STD HOOK 0" / #5 xLj0 12"OC I #5 xU0 6"OC 2" NP CONC COL BELOW, TYP CONCRETE BEAM ELEVATION AT LEVEL 2 - GRID F SCALE: 1/2"=1'-O" 4 CONC COL ABOVE, TYP (5) #9T x 16'-0" o P-T TENDONS CTRD ON COL LAP PER SCHED "' ' PER PLAN TYP f (2)5T _ 5 9T x 16 0 TT/S.�� CTRD 0 N BEAM PER PLAN I 47 5TRESS ADDL BEAM TENDONS W/ LEVEL 3 a W/ #91HOOK SLAB TENDONS 7r�ffil� STI) STD HOOK 5 x 0 12"OC a5 x 0 6"OC T5B x 3'-0" u 2» W/ STD HOOK W/ TAP REVIFWED BELOW, TYP:�� MAY 312014 . Revi—eu ny: BECK & ASSOCI LLC CONCRETE BEAM ELEVATION AT LEVEL 2 - GRID D , 12 SCALE: 1/2"--1'-0" HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com EDC1 100 MONTGOMERY STREET- SUITE1150 SAN FRANCISCO, CALIFORNN M104 xr�lns�,e1-,cn . rAz:1<,sl,cla,e cc PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC R [�-kk APR 0 4 2014 9UILmNp DEPARTIAEN� CIN Of- EDPAtr;JD N0. WTf RMS,IM 1/23/14 PERMIT SET ,&4/3/14 PERMIT REVISIONS PRaECT 01AEM SB PROJECT MANAC£i SB PRMCT ARCHITECT SB ExmlErn �c�gEY Bgt o� a 40789 y' ICBNAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE BEAM ELEVATIONS 10 PROJECt N0. 00 1.00 APRIL 3, 2014 PRP[CL NETWORK PAiN RECEIVED APR n 4 2013 SHEET NUMBER S �:AS�CIATES, PLLC SET 13081-010J-R514.dwg 3-W-14 10:25 AM —11. f 9 3 T e CONC COL ABOVE, TYP N ' (3) #8T TOP REINF PER PLAN G T/$LAB PER PLAN v ---- ---- -- ---- V4— PER PIAN ' • 4 • . � � .. ; ,, .. : a F 3) #6B 4x Ux12"OC #4x9"OC 2" MIN L CONC COL BELOW, TYP Lj CONCRETE BEAM ELEVATION AT LEVELi-GRID D SCALE. 1/2-1 0 4 p F.7 I CONC COL CONC COL ABOVE ABOVE o (7) #6T x 12'-0" P-T TENDONS N ' LAP PER (7) #6T x 12'-0" N LAP PER (7) #6T x 10'-0" P-T TENDONS CTRD ON COL PER PLAN SCHED, TYP. CTRD ON COL CTRD ONxC12 -0" (2) #5T N SCHED, TYP. CTRD ON COL PER PLAN (4) #5T T/SLAB - PER T/SLPLAN . PER PLAN7BELOW, (10) #5B x 3'-0"(8) #5B x 3'-0" W/ STD HOOK 2„ w (8) #7B W/ STD HOOK TW/ STD HOOK (10) #9B W/ a aTYP #4 x ® 9"OC STD HOOK #4 x ® 6"OC #4 x ® 12"OC TYP C COL CONC COL TYP BELOW, TYP 41 CONCRETE BEAM ELEVATION AT LEVEL 3 - GRID 1.5 �6 CONCRETE BEAM ELEVATION AT LEVEL 3 - GRID G 9 �8 v SCALE: Ys -1 0 SCALE. 1/2 1 0 1 • G.2 G.6 G,6 I I CONC COL ABOVE ACOL ABOVE, TYP---,ABOV P-T TENDONS PER PLAN o (7) #6T x 8'-0" , LAP PER (7) #6T x 10'-0" LAP PER N , W/ STD HOOK AT (7) #6T x 10'-0" (7) #6T x 12'-0" PER PLAN ONS CTRD ON WALL SCHED, TYP. (2) #5T N SLAB EDGE T SLAB CTRD ON COL (2) #5T N SCHED, TYP. CTRD ON COL T/SLA�_ .. .. ... PERK —PIN — .. PER PLAN •` (8) #56 x 3'-G. (8) #5B x 3'-0" W/ STD HOOK d (8) #7B W/ STD HOOK W/ STD HOOK (8) #7B W/ STD HOOK a Z r� 2„ #4 x 0 9"OC #4 x U 0 6"OC p^ #4 x ®6"OC #4 x 09"OC 1YP CONC COL CONC COL TYP BELOW, TYP BELOW, TYP REVIEWED MAY 312014 Reviewao uy: CONCRETE BEAM ELEVATION AT LEVEL 3 - GRID 1.5 BECK a ASSO LLC CONCRETE BEAM ELEVATION AT LEVEL 3 GRID 1.6 �1 SCALE 1/21 C SCALE: 1/2"=1'-0" 1ALLER \RCHITECTS LLC 11 Western Avenue Suite 301 eattle, WA 98104 EL 206.235.0935 mail: boyerscottl@gmail.com MDO aFaalnaaR =o 100 MONTGOMERY STREET• SUFE 1150 SAN FMCIISCO,O, CALIFORNR 94104 wxx.x,evM+nwm ROJECT: dew Edmonds 'ost Office OCATION: 130 Second Ave N Edmonds, WA 'REPARED FOR: Edmonds 2020 LLC RES' U APR 04 2014 eUILDING "EPAmh!ENT CITY OF VDM A uD. DATE REnsIDx //1/23/14 PERMIT SET Al 4/3/14 PERMIT REVISIONS PROJECT DIRECTOR SB PROECT M11- SB PROTECT AACMIECT SB PROJECT A. MFMBEfl EwuxBm ��1ZEY BUJ c 40T99 y IWVAL FOR PNER,MIT THIS DOCCUUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE BEAM ELEVATIONS PROECT NO 10001.00 APRIL 3, 2014 PROJECT NETWORK 'A APR 0 4 20 3 91EET "'" m BECK & ASSOCIATES, PLLC S5.15 $ET 13OBl-01 -s15A" 3-Apr-14 B:al ON cm-m l HALLER ARCHITECTS LLC 6 JOINT VERT CONTROL JOINT, OMIT MORTAR. CAULK PER ARCH TERMINATE HORIZ REINF 2" FROM CONTROL JOINTS. EXCEPT AT FUR CONC SLAB & " EMBED E5/16x10x1'-6" 0 48"OC irr & ROOF BOND BEAMS REINF PER PLAN 1 YW/ (4) 1/2"6 x 5" WHS _ T/SR PLLAB PEAN VS5.20 PROVIDE 16" SMOOTH DOWEL VERT REINF PER 12 / (SAME SIZE AS HORIZ REINE) ACROSS JOIM. PREVENT BOND BTWN DOWEL o �'•' " & GROUT W/ GREASE OR PLASTIC '°- Q " ; . ..30/4 x 8" 0 48"OC, SLEEVE. CAP ALL DOWELS TO ALLOW 1" J 3o TYR EA SIDE OF WALL (LOCATE OF MOVEMENT. ANGLE 24" MAX FROM EA END OF WALL) PROVIDE CLOSED END BLOCKS AT CONTROL JOINTS, TYR (3) SIDES TYP 3/16 - CMU WALL (NONBEARING) PER PLAN NOTE: CONTROL JOINT LOCATION CRITERIA PER STRUCTURAL GENERAL NOTES. CONTRACTOR SHALL COORDINATE LOCATION OF JOINT WITH ARCHITECT AND STRUCTURAL TYPICAL CMU WALL ^ ENGINEER. ^ SECTION AT ELEVATED POST -TENSIONED SLAB SCALE: 1"=1'-0" / J 1 PLAN - CMU CONTROL JOINT SCALE: 1"=1'-0" l 404071M 1 DOWELS W/ STD HOOKS CMU WALL (NONBEARING) TO MATCH VERT WALL REINF PER PLAN ® MID -DEPTH OF WALL DOWELS W/ STD HOOKS STD HOOK, TYP TO MATCH VERT WALL CORNER REINF TO CORNER REINF TO N N REINF AT MID -DEPTH OF MATCH HORIZ REINF RUNE HORIZ WALL _ WALL (ALT HOOKS) CONIC SLAB & REINF PER PLAN N ;{ EMBED E5/16x1Ox1'-6" 0 48"OC W/ (4) 1/2"0 x 5" WHS 17 36" w EMBED E5/16x10x1'-2" 0 48"OC - -1" 4 x HAIRPIN °' W/ (4) 1/2"4 x 5 LONG WHS d 1 1 CONC SLAB & TYP REINF PER PLAN T/SLAB - (1) #4 CONT T/S�— LAB J PER PLAN PER PLAN CROSS WALL L4x3x1/4 x 8" LLV 0 48"OC (LOCATE ANGLE 24" MAX FROM " #4 x 36" EA END OF WALL) o j L3x3x1/4 x 8" 0 48"OC TYR EA SIDE OF WALL (LOCATEANGLE 24" MAX FROM EA ENDOF WALL) 3 SIDES, TYR AT CORNERS AT INTERSECTIONS 3/16(3) SIDES TYP#4 CONT CMU WALL (NONBEARING) PER PLAN NOTES: 1. LAP LENGTHS PER REINFORCING LAP SPLICE AND DEVELOPMENT LENGTH -9 SCHEDULE FOR CMU. TYPICAL CMU WALL SECTION TYPICAL CMU WALL 2. WALL REINFORCING PER ELEVATIONS, SECTIONS AND DETAILS. AT ELEVATED POST -TENSIONED SLAB EDGE SECTION AT ELEVATED POST -TENSIONED SLAB PLAN - TYPICAL CORNER REINFORCING AT CMU WALLS SCALE: 1"=1'-0" O 04072M SCALE: 1"=1'-0" 04002M SCALE: 1"=1'-0" O FOR WALL SECTIONS 16 OR SMALLER - PER �PLAN� CMU WALL PER PLAN CMU WALL & ,; „ DOWELS TO MATCH CMU WALL 5: VERT REINF ALT HOOKS REINF REINF PER PLAN—_�, � ( ) SIZE GRADE 80 IZ PROVIDE (2) #4 IN HORIZ BOND BEAM 04 44 STOP HT C REINF AT CONTROL SUB -GRADE PREPARATION IN ALL COURSES BELOW &FlRST SOG &REINF $ 15 30 JOINT, TYP UNO .. & SUB -SLAB DRAINAGE PER PLAN o COURSE ABOVE SOG PER GEOTECH REPORT S a N as \ #6 36 SOG & REINF PER PLAN #7 42 5, TYP AT LEVELLT/SLABP1 III 5 _ T/SLAB %8 CONTROL JOINT PER PLAN - PER PLAN zg � #4 0 48"OC WATERSTOP PER a X T/FTGk...e !"'�-I III ARCH "v `:t ._ i .? III— a _ ' ° J=III _III 2) #4 IN BOND PER PLAN III= DOWEL TO MATCH " 1 �' =I I— I I —III— I— I BEAM AT SILL VERT REINF I -III III—ITI—III— REINF PER PLAN NOTES: III I I 1. DEVELOPMENT AND LAP SPLICE LENGTHS INDICATED SHALL BE USED UNLESS SPECIFICALLY NOTED ON DRAWINGS. #4 IN FIRST DOWELS TO MATCH VERT REI COURSE 2. REINFORCING MAY BE CONSIDERED TO BE SPLICED WHEN PLACED IN ADJACENT 5 (PROVIDE STD HOOK PER UCT I— — - I— GROUTED CELLS AND IF THE BARS ARE SPACED NO FARTHER APART THAN 1/5 NOTES: NOTES AS READ) REVIEWED THE REQUIRED LENGTH INDICATED AND NEVER FURTHER APART THAN 8". 1. TYPICAL REINFORCING PER STRUCTURAL GENERAL NOTES. PER PLAN 3. ALL TABULATED VALUES ARE IN INCHES, 2. INFORMATION NOT SHOWN PER TYPICAL SECTIONS. MAY 3 2014 INTERIOR THICKENED SLAB TYPICAL LAP SPLICE AND DEVELOPMENT 3. CMU WALLS ARE SOLID GROUTED. Revixweu oy: FOOTING AT CMU WALL 9 FOOTING AT CMU NONBEARING WALL 10 LENGTH SCHEDULE FOR STRUCTURAL MASONRY %1 ELEVATION - TYPICAL REINFORCING IN CMU WALL BECK & Asso TE , PLL SCALE: 3/4"=1'-O" 03161 SCALE: 3/q'=1'-0" 01402M SCALE: NONE 04000M SCALE: NONE PROVIDE (2) �5, MIN CORNER REINF PER 8/S5.20 TO MATCH HORIZ REINF, TYP (2) �4 CMU CONTROL JOINT PER 4/55.20, LOCATION PER ARCH T/WALE__ B/SOFFIT i i (2) �4 IN BOND i I BEAM TYP AT i OPNG OP NG � (2) #5 MIN AT CORNERS � pE ING 2'-0" MIN (2) #5 1 TYP HOOK IF TYP AT OPN MIN LENGTH i NOT AVAILABLE T/FTG ' OR SLAB � N PER PLAN ri N - 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscoNt@gmail.com �DCI ® 100 MONTGOMERV STREET- SURE 1150 BAN FRANCISCO CALIFORNN 94104 ® PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 04 2014 BUC 1U10F'10 fEDP10F DSNT 1/23/14 PERMIT SET ,L4/3/14 PERMIT REVISIONS PRWEC] gREC)gt SB PRaECi N.ANAGER SB PRaEtt ARairzci a B 1.,EA9 RExKEA ONLY L ENgRgR Y BRr �a 40769 LDX'1 OVAL FOR PERMIT , THIS DOCUMENT i AS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CMU WALL DETAILS PRO.ECi N0. 10001.00 APRL 3, 2014 PR RK PAWECtly APR/.�n:3 r RHEEr NUMBER p,$SOC�"' ES�"- �EC SV<��© yr"SET iJ081-0107-55f0.tlxq 3-Oy-14 9:15 PM cnawle9Ne 24" ? e #4 x'A . T/TOPPING SLAB PER PLAN STRUCT FOAM FILL PER GEN NOTES — CSLAB REINF PER PLAN #4 0 18"OC W/ STD HOOK EA END ;.,ADDL #4 T&B ROB ��43i4 �J�'.� ♦ M4y0.OJ•4�4 .o p V p J��7WS •J ��• iS��JG4 N DR � T/SLAB PER PLAN PLAN I 3/4" CHAMFER TYP FOAM FILL PER STRUCT GENERAL NOTES �• #4 x 24" ® 18"OC HORIZ REINF PER - W/ STD HOOK HORIZ REINF PLAN (2) MIN PER PLAN SLAB &REINF PER PLAN CONIC SLAB &REINF v T/FlN T/SLAB PER PLAN GRADE PER ARCH j v ' :. • • PER PLAN III —III VERT REINF PER I =L—I T/SLAB PLAN W/ STD HOOK —III—I PER PLAN —I �o w T/SLHB 5 in v- PER PLAN.Q �. 9 VERT REINF PER T/SLAB - PLAN W/ STD HOOK _s.. $ 01 PER PLAN II . .. ADDL #4 CONT FOAM FILL PER STRUCT ^'. <� CONC SLAB & GENERAL NOTES I _ REINF PER PLAN .°. - '.. ADDL #4 CONT CONC SLAB & REINF PER PLAN OVER -FRAMING AT PARTIAL HEIGHT WALL 3 OVER -FRAMING AT PERIMETER WALL 4 SCALE: 1 "=1'-0" SCALE: 1 "=1'-0" STRUCT SLAB & REINF 3/4" CHAMFER PER PLAN, TYP T/SLAB HORIZ REINF PER PLAN, TYP INF PER PLAN r HOOK, STD HOOK - �OOP.O�ODO.�i��0000 �i�i�i�i�.�.�.�.�i�!�,a�i�i�i�i� ►PO.O�000.d��i`ei�i�i'O.B ►��s�i�i�i�i�.�.�.r.�s�i_��i1��l�i�.� PER PLAN FOAM FILL PER STRUCT GENERAL NOTES— CONC SLAB & REINF PER PLAN ADDL #4 CONT STAIRS AT TOPPING SLAB/FOAM 6 TYPICAL OVER -FRAMING AT SLAB STEP 7 TYPICAL OVER -FRAMING SLAB STEP $ SCALE: 3/4"=i'—O" SCALE: 1"=1'-0" 03344M SCALE: 1"=l'—O" CONIC SLAB & REINF PER PLAN SLAB & REINF SLAB & REINF PER PLAN PER PLAN 3/4" CHAMFER SLAB & REINF PER PLAN T/SIAB T/SLAB ROUGHEN COLD JOINT SURFACES PER PLAN -^ PER PLAN :. HORIZ REINF PER PLAN (2) MIN 4 LAP PER SCHED �z a. .. SLOPE PER ARCH . �z W/ STD VERT IHOOKNF ERrPP N . ° `.... • . �. .. °. - T/SLAB.. " T/SLAB ..<. .. a.° 4.. - PER " ..4 4:. PER PLAN ADDL #4 CONT 5IRUCT FOAM FILL 14 DOWEL 0 18"OC W/ STD HOOK FOAM FILL PER STRUCT CONC SLAB & PER GENERAL NOTES FIELD BEND AS REOD GENERAL NOTES FOAM FILL PER STRUCT REINF PER PLAN GENERAL NOTES --ADDL #4 CONT REVIFWED MAY 312014 TOPPING SLAB RAMP TRANSITION 10 TYPICAL OVER -FRAMING AT SLAB STEP TYPICAL OVER -FRAMING ReYlewea °Y: T P C SCALE: 3/4"=1 —0" SCALE: 1"=1'-0' 03341M S CALr 1 = ' 0 HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com M D C I a r T G I P 7r= r= F; . 100 MONTGOMERY STREET -SUITE 1150 SAN FRFNCISCO, CALIFORNIA 94104 '_,s R<1a CISCCO,CAUFORNA 9e OW,11 Wall o.Me m� � �ui Ream-RU:nm PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 04 [ui 13UILD„u. n._Ia r.9d', ary c�� xu DAre RENSW 1/23/14 PERMIT SET Z�,4/3/14 PERMIT REVISIONS PR W 01RE— SB PxO,ECT MAN— SB PR(NECT ARf 1—T SB P—CT IEAM MENIIER ExaxEEn s Y Bh! ,�sv w of r c� 40789 L L'J�A 1CNAL CST' FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES CONCRETE FRAMING DETAILS PRO.ECT N0 10001.00 DAZE APRILVED PRO.ECT NEI L'R f A E11EET x,nreER gE3BEI�TES PLLC S5.25 SET 13081-0102-5525.4x9 3-Apf-14 10:26 (2) PLACES ADDL SLAB REINF PER 3/S-8.1 SHTHG PER PLAN P—T SLAB PER PLAN JOIST PER PLAN 5 2" (2) ADDL #4 x 48" T/SHTHG EMBED C /8x16x1'-4" W/ TYP EW (4 TOTAL) PER - - -- v T/S� LONG/WHS (SLAB "HEW CTRD HOIST BEAM PER PLAN PER PLAN ^'.:..'. TOP PLATE 3 c3 � T/SLAB ° PER PLAN " PER ELEV MFR 1" MAX LL HOIST BEAM PER PLAN .* " 2" MIN a nB NP 2x TOP PIATE PROVIDE CONESTUDS 1" RETURN 7/4 PLAN EA SIDE OF HOIST BEAM EA SIDE, NP 1/4 EO i I 3/4WELDED THIRD STUD 5/8"O x 4" LAG SCREW 5/8"0 x 4" LAG SCREW TYP (2) SIDES OF COL I STUD WALE PER PLAN I I EO EMBED Et/ x14x1'-2" EA SIDE OF WEB BUNDLED STUD PER PLAN i i TYP ERT IDES OF HOLE,V ® (2) SIDES TYP i i W/ (4) 1/2 Ox6" WHS TYP (2) SIDES OF COL 1/4 i i o I I I 1 N' HSS COL PER PLAN ;• I i i e4x4x1/4 x 4", TYP BUNDLED STUDS HSS COL ' ' PER PLAN NOTE: HSS COL PER PLAN t4x4 SECTION LOCATE ANGLE & WELDED THREADED STUDS ON ADJACENT SIDES OF COLUMN AT SLAB CORNER CONDITION (SHOWN) AND ON OPPOSITE SIDE OF COLUMN AT SLAB EDGE CONDITION. HSS COLUMN TOP CONNECTION PLAN HOIST BEAM SUPPORT 2 TO POST -TENSIONED SLAB S HSS COLUMN AT SLAB SOFFIT 4 SCALE: 1"=1'-0" SCALE: 1 "=l'-0'• SCALE: 1 "=1-0" HSS /4 WIDTH /4 1Y2" /4 BIDDER DESIGNED ' BIDDER DESIGNED SLAB EDGE rn c 1/4 RAILING BY OTHERS 1i i _ RAILING BY OTHERS s3 CONC SLAB & PLAN BASE E SLAB PERIMETER S— REINF PER PLAN BASE E F PER CP�N WALL ' REINF PER PLAN PER PLAN PLAN EO EO 2 i i T/SLAB I ' — TYP PER PIANO HSS COL PER PLAN PLAN EMBED C3/8x8xO'-8" EMBED B3/8x4xl'-0" x a° as a° (3) SIDES 1 /a 3 HSS COL PER PLAN / () 1/2" PLAN I I W/ (4) 1/2'Ox4" WHS" " W 3 0 DBA I I BASE Et/2xAS SHOWN I I 3/4" CHAMFER, TYP QVTYP BASE Et/2xAS SHOWN EMBED E1/2x10xY-2" ' I I I AT WALL AT SLAB EDGE W/ (4) 1/2 0 x s" WHS I EMBED Et/2x14x1'-2" 4 x 48" i i FA SIDE 1/4 T/SIAB3 i i W/ (4) 1/2"0 x 6" WHS T/SIAN PER P� �,...;.�.�' �� PER PLAN . r 24" 2• I3" $4 x I HAIRPIN NOTE: C WHS TM IE WHS � EA A WAY (4 TT OTAAL )x 48" EA LOCATE RAILING EMBED PLATES PER ARCH DWGS TYP RAILING EMBED DETAILS 6 HSS COLUMN AT CONCRETE SLAB EDGE 7 HSS COLUMN AT CONCRETE SLAB 8 SCALE: 1"=1'-0" SCALE: 1"=1'—O" SCALE: 1"=1'-0" PER �PLAN� E5/8x18x1'-6" W/ SLAB EDGE STEEL - a CONC WALL OR (4 3/4"0 x 6" WHS PER PLAN �? SLAB PER PLAN CONIC SLAB & SLAB REINF PER PLAN ADDL #4 T&B REINF PER PLAN TT/SLA. " T/SLAB T/SL4$ B 4 1/4 LLV AT ELEV OR STAIR OPNG a EMBED E1/2xl2x1'—O" PER PLAN °• °._ - • , � d.` z PER PLAN PER PLAN LENGTH PER ARCH (4) ADDL #4 x 48' • a / (4) 1/2"0 x 6" WHS EQ EQ t <� .. a Sa " W a • P .p 1" I 2'-6" TYP 1/2 0 x 'r WHS 3" ADDL (2)5 x 6'-0" EW EMBED et/2"x30 x AS SHOWN 18"OC & 6" TYP (4) TOTAL W/ (3) /2 0 x 18" DBA FROM EA END . ADDL REINF REVIFWED NOTE: LOCATE ONE PLATE AT EACH CORNER OF TRANSFORMER UNIT. CONNECTION OF MAY 312014 TRANSFORMER TO PLATE BY OTHERS. Ravi®weo oy: ECK & ASSOCI TRANSFORMER ANCHORAGE EMBED PLATE �� ELEVATOR EMBED AT SLAB EDGE 1U EMBED ANGLE AT ELEVATOR AND STAIR EDGE e STEEL EMBED PLATE FOR ELEVATOR RAIL OR STA14ta -"-- SCALE: 1"=l'-0" SCALE: 1"=1'-0" SCALE: 1"=1 0" SCALE 1"=V-0" HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com = DC1a rB�sa 100 MONTGOMERY STREET- SUnE 1150 S NE RANCISCO, CALIFORNIA NIN DN EAIs�.1 •F 010 N1 0�p gl111/20110 all roe ��`AI WIM, N-1 PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC NO. GATE AEN90N 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PROJECT DIRECTOR SB R.- ­A- SIB ARCHITECT PSB ENONFER Y0. Y 8� f o� 40789 �CNAL Fit FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES STEEL FRAMING DETAILS PROJECT N0. 10001.00 DATE APRIL 3, 2014 PROJECT NETWORK PA1M��� - APR p4 SHEET NUMBER , S A 1OCI SET 13001-0107—S501.E"g 3—Apr-14 10:26 AM j, ec HALLER 4RCHITECTS LLC 1Y2" I --------------- CHANNEL PER PLAN (2) 3/4"0 BOLTS SECTION A -A NOTE: INTERSECTING JOIST NOT SHOWN FOR CLARITY (2) 3/4"0 THRU-BOLTS ---, 1}'2"—t-l-- 1" MAX SECTION B-B HSS BEAM 3P"0 THIRD ROD WASHER & NUT 1/4 EA END STUD PACK e1/gx31/4x51/2 SECTION A -A W/ (2) 5/g"0 A307 BOLTS SHTHG PER PLAN SOLID BLKG OVER WALL SHTHG PER PLAN TYP JOISTS BEAM PER PLAN, TYP T/SHTHG >` T/SHTHG PER PLAN ---------- PER PIAN ---- -------------- ---- --- TYP TYP HSS BEAM WOOD JOIST PER PLAN �" MIN PER PLAN CHANNEL PER PLAN ,�`i W TYP w c TOP FLANGE JOIST rn sod ei W//gx3x0'-6" EA SIDE HANGER PER PLANS, (2) 3/4"0 THIRD WELD TO HSS BEAM RODS HSS BEAM PER PLAN ttP NOTE: 3/,s SKEW CONNECTION PLATES AS REQUIRED TO MATCH JOIST & BEAM ANGLES. STUD PACK PER PLAN CONNECTION AT HSS BEAM HSS BEAM CONNECTION �1 SCALE: 11/2"=1�-O" J SCALE: 11/2,=1•-0'• FOLD LINE (2) 3/4"0 BOLTS 3/16 3/16 ttP - [6x4x3/g LLV 1y•, 2Yp" CHANNEL PER PLAN � SHTHG PER PLAN 1%2" 2T2" 2y't" 3" 1J�" TYP SHTHG PER PLAN �Z T/SHR,G T/SHTHG _ f T/SHTHG _ -------- PER PLAN ------ - --- -- - - --- ----------- PER PLAN PER PLAN ---- -- ------._ I I I M I I P.1/4x31/4x51/2 W/ ---------------- -------------- ---- ----- ------ 1Y" TYP (2) /8"0A307 BOLTS, TYP w aj J�a z 2" WOOD JOIST PER CHANNEL a WOOD JOIST PER PLAN zo MC PER PLAN > & 1 "MIN TYP PLAN, TYP PER PLAN w (4) 3/4"0 THRU-BOLTS d N U Y2" GAP (2) 1/4"0x3" MAX, TYPrn BENT C1/g1c6x0'-11" SDS SCREWS TO DBL TOP L' STUD WALL & (2) 3/q"0 BOLTS DBL TOP C PER PLAN NOTE: NOTE: SKEW CONNECTION PLATES AS REQUIRED TO MATCH JOIST ANGLES. SKEW OF MEMBERS NOT SHOWN FOR CLARITY CHANNEL TO WOOD JOIST CONNECTION G MC CHANNEL TO STUD WALL CONNECTIONS JOIST CONNECTION TO CHANNEL SCALE: 11/p'•=1'-0" SCALE: 11/2"=1 -0" SCALE: 11/2=l'-O" LINE BENT t'1/4x6x1'-2" WOOD JOIST PER PLAN (4) 3/4"0 THRU-BOLTS BENT R3/16x4x AS SHOWN PLAN DIAPHRAGM EDGE CONT 13/4" LVL BLOCKING NAILING PER PLAN R SHTHG PER PLAN T/sHR1c PEPLAN JOIST PER PLAN J - \_ LTP5 CLIP 0 24"OC BEAM PER PLAN 3x BLOCKING BTWN JOISTS W/ 3/4"0 WELDED HEADED STUDS AT 24"OC & COUNTER -SUNK NUT CONNECTION AT INTERSECTION �1 JOIST FRAMING AT STEEL DROP BEAM �� SCALE. 11/q 1 O 18 SCALE: 11/2"=1'-0" 111 Western Avenue Suite 301 leattle, WA 98104 'EL 206.235.0935 ;mail: boyerscottl@gmail.com �DCI a5® 100 MONTGOMERY STREET- SUITE 1150 SAN FRANCISCO, CALIFORNIA 94104 xe IA,sI n,4ms. PAe ta,$)rz,m,e 0CM14-.nmr D 'ROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APRd 04 2014 i. Cd eUTV NOF DEFr3?T.i'cN"1' TY OF Elklmqms N0. DALE PENSIW 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS .=I DIRECTOR SIB PRa4Di MANA.1 SB PRaEDT ARN-T SIB PRacaT TEAM MEuem NNx w ,��� oR BRt 40159 Y�JAL FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES nn5 STRUCTURAL BRICK VENEER DETAILS Pxoccl xa 10A1.00 DALE APRIL 3, 2014 PRO.ECi NEMURI( PAN RECEIVED APR 04W3 SHEET NUMBER S� BF/�g�OCiAI'E:,, PLLC ■ _ SET IJ0n1-01W-5802.tlx9 J-Apr-I4 9:41 AAI pmoprlgl 1Ty " CTION Wl PER PLAI T/STL ql PER ARCH ANGLE PER PLAN EMBED PLATE DETAIL 1 BRICK LEDGER CONNECTION DETAIL G CONTINUOUS ANGLE CONNECTION -) SCALE: 11/2"=l'-0" SCALE: 11/2"=1'-0" SCALE: 11/2"=1'-0" G HSS, HGR, & EMBED I'. 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PER PLAN I I I S6.06 EMBED E1/2xl2x1'-O" W/ 5/tfi (2) 1/2'mx6" WHS & I (2) 1/2"0&-0" DBA W/ HOOK PER 1/S6.03 CONT ANGLE PER PLAN HGR PER PLAN i BEAM PER PLAN, TYP I I I DECK PER ARC I I 1 5/16 6/76 i i r•______________________ _ __________ ______ ------------- HSS PER PLAN I I1 3 - /q SLOPE PER ARCH 56.03 'A I /q SLOPE PER ARCH 56.03 1/4 Wa M 1/4 SLOPE PER ARCH S6,03 1/4 PER ARCH t PER ARCH A _ PER ARCH NOTE: 6'-0" MAX NOTE: 6'-0" MAX NOTE: 6'-0" MAX PROVIDE CONTINUOUS CHANNEL CONNECTION PER 9/S6.03 PROVIDE CONTINUOUS CHANNEL CONNECTION PER 9/S6.03 PROVIDE CONTINUOUS CHANNEL CONNECTION PER 9/S6.03 CANOPY SECTION 6 CANOPY SECTION 7 CANOPY SECTION 8 SCALE: 1 "=1'-O" SCALE: 1"=1'-0" SCALE: 1 "=1'-O" TYP 1/4 HSS C6 PLAN PLAN _ I C6x8.2 LOCATE I PER ARCH I HSS HANGER PER PLAN I' till" t/q 1/4 CONTINUOUS CHANNEL CONNECTION � CANOPY FRAMING PLAN SCALE: 11/2"=1'-0" z3x3x1/a EDGE ANGLE. TYP. HSS D E 'off F N w � PE ARCH � Tyll HSS 12160/8 HSS12x6x3/6 Jy yyvy REVIEWED MAY 312014 Revieweu 6y: BECK & ASSOCI S, SCALE: 1/8"=l'-0" HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com =DCI r= I 0s I PU L= r= R = 100 MONTGOMERY STREET•SUITE 1150 v oxe laMisf AeiSC:OFn cIF06 NIA�&iW ®Cory 9M 01/1014 D'omob C"mrson�o lnu NI Po9AU AwmN PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC 3 a'1-Hw",UL9 APR 0 4 2014 WIL MO t)LR1RWIENT LYIY OF CE)MONDS 1/23/14 PERMIT SET RE�dM 04/3/14 PERMIT REVISIONS PROJECT DIRECTOR EC PROJECT MANA= SB PROECT ANCMIRCT SB PROJECT RAM MEMBER CHECK ENdNFFR SEA c ,r 40789 L FdX'A FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES STEEL FRAMING DETAILS P 100;1.00 DFR APRIL 3, 2014 PROJECT NETWORK PAiH R EGFONFD SHEET NUMBER PR 9 4 �01� S 6.K03'A" rl-mac fVf SET 13081-010)-5603.d" 3-Apr-14 9:43 AM --Rh. HALLER ARCHITECTS LLC TRELLIS HSS PER PLAN I I I I TYP1 I I 1/4 i � 1" SECTION A -A E3/i6x2xO'-2" EA SIDE W/ r� 1/2"0 THRU BOLT, TYP r� WOOD FRAMING PER ARCH I I I I I I I I I I l I I ________u____ -- I. -_______- �A ADDL (2) #4 x 6'-0" CTRD ON EMBED 1/q TYP TYp 1/4 1/e BEAM PER PLAN, TYP ______________ CONC WALL & REINF PER PLAN _______________________________________ CAP E3/16 TYP I I BEAM PER PLAN 1 I I TYP t I 3/16 I 1 1/4 HSS8x4x3/8 1/4 i 1/4 1/4 EMBED E1/2x12xl'-O" W/ (4) 6/8"Ox4" WHS TRELLIS HSS PER PI WALL & REINF PER PLAN PER ARCH TYP PFn AncN TYP PER ARCH TYP TRELLIS TO CONCRETE WALL CONNECTION 10 TRELLIS ELEVATION 11 TRELLIS PARTIAL PLAN SCALE: 11/2 =1 -0" SCALE: 1"=1'-O" REVIEWED MAY 312014 Re —.-may: BECK & ASSOCIATES SCALE: 1/4"=1'-O" 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com =DCI e nV W a r= R= 0 100 MONTGOMERY STREET- SUITE IM SA HPHOERANnISCOO, CAUFOR A 94104 O coP,ngm a,/so7 'r um� m�ul R'ym: weewm PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC 11=3i:eti �:i€ APR 04 20114 BUILDING OEPPAR-RAMP CITY OF COA'ONDS NA DAZE REYIBION 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRaECT WE — SIB uANADER SB PRa ARCHITECT SIB P—OT — ME— CNECN fNbNFFR S`r$OF Y Bfj f 40789 ICpNAL Fib' FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES STEEL FRAMING DETAILS PRP£Ci Nq 10001.00 DATE APRIL 3, 2014 PRa¢ NET - PATxECEIVED A SHEET NUMBER BECK & ASSOCIAIES, S6.05 SET 13081-OIOJ-SEOS.tlw9 3-AP114 10.n M -- HALLER ARCHITECTS LLC BRICK VENEER j AIR SPACE & WATER PROOFING PER ARCH BRICK VENEER AIR SPACE WATER VENEER, PER ARCH DS V ! / I f: STUD PER _ PER PLAN NO 9 GA CONT PENCIL ROD IN MORTAR BED JOINT ENGAGE EA PINTLE AS SHOWN. LAP ROD 12" AS READ. BEND AROUND CORNERS AND LAP — 11/7" MIN 12 GA ANCHOR PINTLE TYP 14 GA ANCHOR TYP SECTION AT WOOD STUDS TYPICAL VENEER ANCOR CONNECTION PLAN VIEW AT WOOD STUDS #9 D/A 808 WOOD SCREWS • • EMBED EI/2 x SLAB DEPTH x 0'-8" W/ (4) 1/2"ox24"DBA, TYP AT 6'-0"OC MAX & 12"OC FROM EA • • END OF ANGLE 1 " SLAB PERIMETER 8" REINF PER PLAN -� T/SLAB PER PLAN 1/4 NOTE: COORDINATE LOCATION OF EMBED WITH P-T TENDONS. BRICK VENEER PER ARCH BRICK LEDGER AT SLAB CONNECTION DETAIL S SCALE: 11/2"=7'-0" 16"OC MAX HORIZ ANCHOR N SPACING, TIP � I I x n n n n n n u u u �o n n n n n n n n n n n ro ^I n n n n n u u u w u u D ANCHORS AS R /18 o� xz oy U LINTEL ANGLE PER SCHED 6" MIN, TYP U BRICK VENEER x x PER ARCH z ix OP ING w� oa 0 ROUGH OPENING WIDTH ELEVATION C:3 4EDGES, 31A" MIN PER ARCH n n n n TYP ^ ^ 4" MAX 1" 41/2" MAX -+I------+r-----rl---+f-+r--- -+r u u u u Iu u MIN A, n BRICK VENEER PER ARCH ��GGGWB SHTHG ^ ^ ^ ^ fa N✓ WHERE OCCURS -+r------+r-----rl---+r-+'+--- -+r (ANCHORS NOT SHOWN FOR j[��I- u u u u " CLARITY, VENEER ANCHORAGE TYP REQUIREMENTS PER 7/S6.06 STRUCTURAL WALL n n n n n n n n PER PLAN u u u u u u T/ROUGH OPNG t4x4xJ/e ADJUSTABLE 2-PIECE B/LIB NTEL n n n n n n n ^ ANCHORS PER STRUCT I I I I u u u u u u u u GENERAL NOTES, TYP BRICK VENEER BEYOND I I I I STRUCTURAL WALL I I'�BEYOND J tiL J_�A__L n n n n n n n n W1.7 (.148"0) CONT WIRE 2y" MIN -1+------1+-----++-----+1------+I------}F-----tti--- -1-I- JOINT REINF MECHANICALLY ERG u . u u u u u u u ATTACHED TO ALL ANCHORS 1AX ELEVATION SECTION TYPICAL BRICK VENEER ANCHORAGE 7 TYPICAL LOOSE BRICK VENEER LINTEL OBOOOM SCALE: NONE SCALE: BRICK VENEER AIR SPACE PER ARCH BRICK VENEER AIR SPACE PER ARCH dn <`. w CONIC WALL OR CMU WALL NO 9 GA CONT PENCIL ROD IN MORTAR BED JOINT 1 ENGAGE EA PINTLE AS 1 SHOWN. LAP ROD 12" AS READ. BEND AROUND 1 CORNERS AND LAP I PLAN B 1 � I 1 a 1 1" MORTAR 1 COVER, TYP 11/2" MIN °6 1 12 GA ANCHOR PINTLE 1 TYP J 14 GA ANCHOR PLATE TYP SECTION AT CONC OR CMU CONIC OR CMU WALL, COLUMN OR SLAB EDGE PER PLAN 2) HILTI X-ZF 32 P8 0.138"0 x 11/4" LONG) PAF PER VENEER ANCHOR PLAN VIEW AT CONIC OR CMU o BRICK VENEER AIR SPACE &WATER PROOFING PER ARCH SECTION ATSTEELSTUDS :SIGNED STUDS NO 9 GA CONTI ROD IN MORTAR ENGAGE EA PINT] SHOWN. LAP RO[ AS READ. BEND CORNERS AND L 122 GA ANCHOR TYP 144 GA ANCHOR TYP BRICK VENEER AIR SPACE WATER PRQOFING PER ARCH x 11/2" 'PING SCREWS ' RO EQUAL) SCALE: 11/2"=1'-O" 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com 'DO 100 MONTGOMERY STREET•SUITE 1150 SAN FRANCISCO. CALIFORNM 941N PHONE 01N as PAx(4NOMO11 xxw.xl.,mrri..wm ®Copy,IgM oa/Iola V.NP_m 1.P NWgAN ReuvM PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC ca ES,U 3 APR 04 2014 BUILDING CEPART7JENT CITY OF ED?IONDS NO, OATE REHEICN 1/23/14 PERMIT SET Z�,4/3/14 PERMIT REVISIONS PROJECT DIRECTOR SB N— PPOJB ANCH-T SB PROJECT TEA. I.E.N ENGxm1 �S4tEY 8Rt "�, 40r89 7QVAL �' FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES STRUCTURAL BRICK VENEER DETAILS PRD[CT No. 10001.00 APRIL 3, 2014 PRwECT 11E1YAM& PAm RECEIVE[ APR 0 4 2013 sIEEr xuuecre $%„�1 S�E■V`IelEi>,r SET HALLER ARCHITECTS LLC HOLD-DOWN/STRAP SCHEDULE - DOUG-FIR STUDS 01420 [11 --INDICATES FOOTNOTES NUMBER OF NAILS, SCREWS DIAMETER ANCHOR TYPE STUD[ OR BOLTS [31 EMBEDMENT NOTES ]POST HDU2 PER PLAN (6) SDS1/4x21/2 5/e"0 9" ---- 0 HDU4 PER PLAN (10) SDS1/4x21/2 5/8.0 9" ---- ¢ UO HDUS PER PLAN (14) SDS1/gx21/2 5/g"q g" ---- ZO U HOUR PER PLAN (20) SDS1/4x21/2 7/8"0 9" ---- HDUI1 PER PLAN (30) SDS1/4x21/2 1"0 9" ---- NOTES: [11 TYPICAL HOLD-DOWN DETAILS PER 8/S7.01. [21 PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE AT HOLD-DOWN STUDS/POST. (31 AT PRESSURE TREATED .SILLS, USE HOT DIPPED GALVANIZED BOLTS. (4] NAIL LAMINATE MUL11PLE 2x STUDS WITH PLATE NAILING PER SHEAR WALL SCHEDULE. 4'-0" MIN SPLICE LAP DBL TOP PLATE (2) ROWS 0.148%31/4" NAILS (1(16) TOTAL) STAGG (WITHIN AREA OF SPLICE) ® 6"OC PLAT OCC1 STUD U STAL NOTE: FLOOR/ROOF JOISTS NOT SHOWN FOR CLARITY. SPLICE TO R OVER i, TYP D WALL PER PLAN HOLD-DOWN/STRAP SCHEDULE - DOUG FIR STUDS 3 TYPICAL PLATE SPLICE DETAIL 4 01420M SCALE: NONE 06904 SCALE: 1"=1'-0" SHEAR WALL SCHEDULE Nj> FOR 0.148"0x21/2" NAILS IN DOUG-FIR LARCH (2012 IBC) [161 SOME SHEAR WALL TYPES NOTED MAY NOT BE USED ON THIS PROJECT. WALL TYPE WALL SHEATHING [1, 2, 121 NAIL SIZE & SPACING AT ALL [4 N5] EDGES BLOCKING & STUD SIZPANELEAT EDGES[3,NI6, 131 RIM JOIST OR BLOCKING CON ELTOOWT[� PLATE 2x PLATE AJIACHMENI SILL AIJACHMENI SHEAR CAPACITY LBS/FT RIM JOSTILING TO OR BLOCKING BELOW ANCHOR BOLT TO CONCRETE BELOWOD [101 SILL FOUNDATIONS [ 1] W6 15/32" 0.148"Ox21/2" 0 6"OC 2x CLIP ® 16"OC 0.148%31/4" 0 6"OC 5/s"4 ® 48"OC 2x 310 W4 15/32 0.148"0x21/2" ® 4"OC STAGGERED 3x CUP ® 12"OC 0.148"0x31/4" ® 4"OC 5 "O ® 32"OC 2x 460 5 8"0 ® 48"OC 3x 15 W3 15/32" 0.148"Ox21/2" 0 3"OC STAGGERED 3z CLIP ® 8"OC 0.148"0x31/4" ® 6"OC (2) ROWS (91 8"0 ® 24"OC 2x 600 5 "0 ® 32"OC 3x 15 WZ 15/32" 0.148"Ox21/2" ® 2"OC STAGGERED 3x CLIP ® 16"OC EACH SIDE 0.148%31/4 ® 6"OC (2) ROWS [9] 5 "0 ® 16"OC 2x 770 "0 ® 24"OC 3x 15 2W4 BOTH SIDES 0148 STAGGER D 4"OC 3x CLEACH SIDE 0.14(�1xROWS [914"OC 5/8"0 ®24"OC - 3x [151 920 2W3 BOTH SIDES 0 148 STAGGERED 3"OC 3x CEAC ® DELIP 0 C 0.148"0x31/4" ® 4"OC 91 OR (2)(2R)OWSW F ROS[SDS /4x5 SCREWS 0 8"OC [91 5/8 0 ® 16"OC 3x [15] 1200 W2 BOTH SIDES 0.148 STAGGER D 20C 3x CEAC®SIDEC CLIP ® 6"OC EACHOR OF7SDS1/4x5 SCREWS ®8 OC [91 5/8"O ® 12"OC 3x [15] 1540 NOTES: [11 INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. [21 WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2x FRAMING SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. [31 BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4] PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY WINDOWS, OR DOORWAYS OR AS DESIGNATED ON PLANS. HOLD-DOWN REQUIREMENTS PER PLANS. (ALTERNATE NOTE: WALLS DESIGNATED AS PERFORATED SHEAR WALLS REQUIRE SHEATHING, SHEAR WALL NAILING, ETC. ABOVE AND BELOW ALL OPENINGS). [5] SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLD-DOWN POSTS. EDGE NAILING MAY ALSO BE REQUIRED TO EACH STUD USED IN BUILT-UP HOLD-DOWN POSTS. ADDITIONAL INFORMATION PER HOLD-DOWN DETAILS. [61 INTERMEDIATE FRAMING TO BE 2x MINIMUM MEMBERS. ATTACH SHEATHING TO INTERMEDIATE FRAMING WITH 0.148"Ox21/2" NAILS AT 12"OC WHERE STUDS ARE SPACED AT 16"OC AND 0.148"Ox21/2" NAILS AT 6"OC WHERE STUDS ARE SPACED AT 24"OC. [7] BASED ON 0.131"001/2" NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131%21/2" NAILS WHERE INSTALLED OVER SHEATHING. (8] FRAMING CLIPS: A35 OR LTP5 OR APPROVED EQUIVALENT. [91 WHERE BOTTOM PLATE ATTACHMENT SPECIFIES (2) ROWS OF NAILS OR SCREWS, PROVIDE DOUBLE JOIST, RIM JOIST OR EQUAL BELOW. STAGGER NAILS/SCREWS IN ROWS 11/2" APART MINIMUM. FIELD NAILING PER SHEAR WALL SCHED TYP, UNO PANEL EDGE NAILING PER SHEAR WALL SCHED WALL SHTHG PER PLAN, TYP *p,_'PE1L1L PANEL EDGE NAILING TYP SHEAR WALL SCHED [101 ANCHOR BOLTS SHALL BE PROVIDED WITH HOT DIPPED GALVANIZED STEEL PLATE WASHERS 0.229"x3"x3" MIN. THE HOLE IN THE PLATE WASHER MAY BE DIAGONALLY SLOTTED 13/16"x13/4" PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND NUT. PLATE WASHER TO EXTEND TO WITHIN 1/2" OF THE EDGE OF THE SILL PLATE ON THE SIDE(S) WITH SHEATHING. INCREASE PLATE WASHER SIZE AS REQUIRED. EMBED ANCHOR BOLTS 7" MINIMUM INTO THE CONCRETE. [111 PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO-PLATING IS NOT ACCEPTABLE) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. ADDITIONAL INFORMATION PER STRUCTURAL NOTES. [121 WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G), CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. [131 AT ADJOINING PANEL EDGES, (2) 2x STUDS NAILED TOGETHER MAY BE USED IN PLACE OF SINGLE 3x STUD. DOUBLE 2x STUDS SHALL BE CONNECTED TOGETHER BY NAILING THE STUDS TOGETHER WITH 3" LONG NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING, PER SECTION. [141 CONTACT THE STRUCTURAL ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST -IN -PLACE ANCHOR BOLTS. SPECIAL INSPECTION MAY BE REQUIRED. (15] NAIL STUDS TO 3x SILL PLATES WITH EITHER (2) 0.148"0x4" END NAILS OR (4) 0.131"0x21/2" TOENAILS [16] WX WHERE "W" INDICATES WOOD SHEATHING AND "X" INDICATES EDGE NAIL SPACING. [171 EDGE NAILS SHALL BE LOCATED 3/8" FROM PANEL EDGES. ADJOINING PANEL EDGE PANEL EDGE NAILING, TYP NAILS TO MATCH PLATE NAILING (2) 2x STUDS SECTION T/� PER PLAN WALL END SHTHG PER SHEAR WALL SC BUNDLED STUDS OR POST PER PLAN W/ EDGE NAIUNG ENTIRE STUD HEIGHT PER SHEAR WALL SCHED HD PER PLAN — HEADED AB'S PER HD PT BOT PLATE — (2) #4 x 48" EW—� (2) #4 x 48" WASHER 1'_1/2.3.0'-3", TYP CONC SLAB PER PLAN— #4x AT SLAB EDGE HOLD-DOWNS AT INTERIOR HOLD-DOWNS TYPICAL HOLD-DOWN AT POST -TENSIONED SLAB 13 06093M SCALE: 1"=1'-O" ROOF FRAMING PER PLANS & DETAILS . T/SHTHG ST BL ST PE ED PT AB HD PER PLAN 11 ADS PER PLAN G ® HORIZ PANEL EDGE— n D WALL & SHTHG ii N PLAN N H ;E NAILING PER PLAN, TYP N N F SILL PLATE W/ 3 PER PLAN i N ri ri ,a ANCHOR TYPE PER PLAN i 1.1 U T SLAB rr_rt rulry - a W8 S7.01 TYPICAL SHEAR WALL ELEVATION AT PLAN AT STAGGERED SHEAR WALL 9 SHEAR WALL SCHEDULE - DOUG-FIR LARCH 11 POST -TENSIONED SLAB SCALE: 1"=1'-0" 01430A SCALE: NONE 101STS, RIM JOISTS OR 3LKG PER DETAILS )BL TOP PLATE STUDS PER PLAN TELD NAILING PER PLAN ' T SLAB PER PLAN REVIEWED MAY 312014 R—a..-.: "r, 9ECK & ASSOCIATES SCALE: NONE 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com H D C I r=ncsonr=r=p=0 100 MONTGOMERY STREET- SURE 1150 = RANCISCOO CFLIFORN K84104 O CoglgM oa/2T Hs ReewM PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC APR 04 2014 OU,:IITM of Eo ACVMosNT Na Dore Rfwsaw 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS PRMECT mRECTUR SB PROD MANPOER SB vRoacr aRcwrecT SB P—T TEAM MWU CHECK uvKwEER Y 7 40789 �j, FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES ¶WOOD FRAMING DETAILS PROJECT NO. 10001.00 APRIL3, �4-, PR0.ECi NfTMORK PAIN TVEF)� SHEET NUU- 1 , ST O ■ SET SHEATHING PER ARCH DIAPHRAGM EDGE CONT RIM JOIST NAILING PER PLAN CONT RIM JOIST T/SHTHG PER PLAN PLAPER PLAN DIAPHRAGM EDGE ATTAv" PER PLAN HMENT SHTHG PER PLAN PER SHEARWALLSCHEDULE SHTHG PER PLAN NAILING PER PLAN 1 A34 CLIP JOIST 7PLAN, PER PLAN JOIST JOIST PER PLAN T1P - PER PLAN JOIST PLATE ATTACHMENT 2x BLKG 0 46"OC PER PLAN BEAM PER PLAN PER SHEAR WALL SCHEDULE BLKG 0 48"OC JO PER PLAN, TYP 1 TOP FLANGE HANGER TOP FLANGE HANGER & WEB STIFF PER PLAN & WEB STIFF PER PLAN STUD WALL & STUD WALL & SHTHG PER PLAN SHTHG PER PLAN TYPICAL JOIST TO BEAM CONNECTION 2 INTERIOR WALL PARALLEL TO ROOF JOISTS 3 INTERIOR SHAFT WALL PERPENDICULAR TO ROOF JOIST SALE 4 06204 LE: 1 "=1'-0" SCALE: 1 "=1'-0" SCALE: 1 "=1'-0" DIAPHRAGM EDGE 2x 12 CONT RIM BOARD W/ (2) 0.131"0 x 21/2 (6) SDS 1/4"0 X 3" SHEATHING NAILING PER PLAN, TYP NAILS 0 12"OC 18" MIN 18" MIN (6) SDS Wo X 3" PER PLAN SCREWS —CONT 2x6 SCREWS CONT 2x6 2x SOLID BLOCKING (PROVIDE 6"0 SHEATHING DIAPHRAGM EDGE RIM BOARD SHEATHING RIM BOARD VENT HOLES AS READ PER ARCH) T/RIM BOARD PER PLAN NAILING PER PER PLAN DIAPHRAGM EDGE PER ARCH PLAN, TYP T/SHTHING NAILING PER PLAN, ° T/SHWING A T/SHEATING TYP ° PER PLAN v PER PLAN ------ A35 CLIP °' PER PLAN ------ z A35 CLIP 1 x10 OUTRIGGER AT EA 1� 1 z10 OUTRIGGER AT EA I ROOF JOIST. CUT TO FIT 1 ,1 • 2x SOLID BLKG (PROVIDE 6"0 1 • ROOF JOIST. CUT TO FIT 1 CONT 2x RIM BOARD a • 1" VENT HOLES AS REQD PER ARCH PLATE ATTACHMENT ) ROOF JOIST PER SHEAR WALL SCHEDULE ROOF JOIST n, ROOF JOIST 1" PER PLAN A35 CLIP PER PLAN PER PLAN S D WALL & SHEATHING PER PLAN 2x SOLID BLKG (PROVIDE 6"0 PER ARCH 36" MAX VENT HOLES AS REQD PER ARCH) PER ARCH 36" MAX STUD WALL & SHEATHING PER PLAN STUD WALL & SHEATHING PER PLAN AT COUTYARD AT EAST ALLEY AT TYPICAL EXTERIOR ROOF EAVE DETAILS SCALE: 1"=1'-D" 8 T/SHTHG PER PLAN I 1 I I I I I I I I I I I I I I I I I I 11 II RIM JOIST PER PLAN DIAPHRAGM EDGE NAILING TO ADDL STUD(S) CH (PROVIDE 6"0 MAX VENT HOLES PER PLAN DIAPHRAGM EDGE NAILING STUDS TABOVE AS REQD PER ARCH) PER PLAN STUD WALL BLKG PER PLAN CONT SHTHG TO ROOF AT (2) 2x4 TOP PLATE, UNO PER PLAN CONTRACTORS OPTION, (PROVIDE 6 0 MAX VENx SOLID BLKG PER T HOLES DBL TOP PLATE, SPLICE OMIT CLIP &NAIL PER AS READ PER ARCH T PLATE PER 4 S7.01 A34 CLIP SHEAR WALL SCHED ) I� / 2z CRIPPLE STUDS TO T/PLATE T/SHTHG T/SHTHG PER PLAN/ARCH MATCH TYP STUDS PER PER PLAN/ARC FRAMING PER PLAN PER PLAN v PLAN WHERE HDR IS NOT ROT PLATE PER PLAN TIGHT TO PLATE STUD WALL PER PLAN (2) ROWS OF 0.148"0 x 31/2. (3) 0.131%31/4" NAILS JOIST PER PLAN NAILS 0 12"OC, ALT NAILING HDR PER PLAN TYP EA END (OMIT AT IXT) FROM EACH SIDE PLATE ATTACHMENT PER JOIST PER PLAN JOIST PER PLAN ' BUNDLED TRIMMER STUDS SHEAR WALL SCHED PLATE ATTACHMENT PER 1/2" SHTHG SPACER SILL AT WINDOWS INDICATED AS THUS:Q2 BLKG EB STIFF�C (2) 2x HDR OR BEAM ON PLAN SHEAR WALL SCHED SIZE PER PLAN KING STUDS PER PLAN CLIP PER PLAN STUD WALL & SHTHG PER PLAN STUD WALL & SHTHG TRIMMER & KING PER PLAN STUDS CONT TO BOT PLATE REVIEWFI) MAY 312014 Rev,eweu ey: TYPICAL B -UP 2x HEADER OR BEAM 9 TYPICAL HEADER WALL PARALLEL TO ROOF JOIST INTERIOR WALL PERPENDICULAR TO ROOF JOIST 'BECK&.ASSOCIA LC 06212 SCALE: 1"=1'-0" 06211 SCALE: 1"=1'-0" 10 06074M SCALE: 1"=1'-O" 06074 SCALE: 1"=1'-0" 12 HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com =DO �D°B�OPTEEII�S® 100 MONTGOMERY STREET. SUITE 1150 SAN FRANCISCO, CALIFORNLA 94IN NEA,r TBv,sgs.FAYI<iS�Tel-Tl1B EJwiprv.n.mm ®Coq qAl BB/M �Vlmob fonvznena Ino, Al A,gmv Wswee PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC pa L:,".c::s� N s APR 0 4 2014 BUILDING DEPARI EN'• CITY OF EDL•:OI:G^+ NA DARE REMSYON 1/23/14 PERMIT SET Z�,4/3/14 PERMIT REVISIONS PROJECT DIMCNR SB PROJECT MANAGER SB P-ECT RCHI4CT SB P CCT JEAN MEMBER Y Bht CA 407S9 IWVAL �B FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES WOOD FRAMING DETAILS PRO.ECi N0. 10001.00 CARE APRIL 3, 2014 PATMRECEIVED APR 0 4 2013 91EET NOMREA S � ■C�A�CIATES, PLLC SET 13081-0107—S702.d"g 3—*-14 10:19 AM cm AqM HALLER ARCHITECTS LLC 911 Western Avenue Suite 301 Seattle, WA 98104 TEL-206.235.0935 email: boyerscottl@gmail.com ti.ssr 2x4 (4) 0.131 0 x 21/2" NAILS SHTHG PER PLAN SHTHG PER PLAN .V — DO IAPHRAGM EDGE DIAPHRAGM EDGE � T/SHTHG NAILING PER PLAN T/SHTHG NAILING PER PLAN - - -------- --------� ,L:.�: PERPLAN vP PER PLAN _. - 2x RIM JOIST 2x RIM JOIST I O I �100MONTGOMERYSTREET•SUITE1150 . MR FRANCISCO• CALIFORNR N104 HOIST BM BELOW I I ONC.Ens7m4.ms. EAnc4+N7nnm ' PER PLAN I I :+ ®�Mq�10`/30,4 VNmm Gnw uI k�igmA a " AL none In:. wem9 f� ������ SND WALL & STUD WALL & I - SHTHG PER PLAN JOIST PER PLAN SHTHG PER PLAN 22/PS7'03 ! ! 2/S6.01 PROJECT: JOIST PER PLAN Blew Edmonds BLKG 0 48"OC ' ---- ---- -- Post office o vv LOCATION: 1 r32" SHTHG PER 52.05 130`SeCOnd Ave N n PLAN NOTES .fi., T/SHTHG PER ARCH ..:Edmonds, WA PREPARED FOR: ',Edmonds 2020 LLC EXTERIOR WALL ROOF JOIST PARALLEL �� EXTERIOR WALL ROOF JOIST PERPENDICULAR �� ELEVATOR OVER -RUN PARTIAL PLAN SCALE: 1"=1'-0" G SCALE: 1"=1'-O" J SCALE: 1/4"=1'-0" 4 �i xEr urP 7/SSG PER PLAN K. CONC SLAB PAF 0 12"OC CEILING SHTHG WHERE OCCURS JOIST PER PLAN li 30" !I s-"k ; 0. C+ ± - �a APR 04 2D PER PLAN W/ /4"0 MAX EMBED (SIZE & CONN PER ARCH) cD CS14 STRAP x 18" SHTHG PER PLAN I II CS14 STRAP .x 'N —! 8 ''Rr BUILDING UEPAHT1mEa` T SLAB / DO NOT CONNECT TO FRAMING \ BLKG 0 48"OC WITHIN 16" OF WALL PLATE. SHTHG PER PLAN 'I r cIN OF eDMOrJDe PER PLAN - CONNECT TO WALL PLATE DTC CLIP 0 48"OC A35 CLIP EA SIDE ) W DS" CLIPS 0 16"OC / " °�.• 1'-4" MIN (NAIL MID -HEIGHT OF SLOT) - --- BEAM PER PLAN ! BEAM PER:PLAN ..`,. 1'7+23/"t4 PERMIT SET . 2'-0" MAX NON -BEARING WALL i--- : �/3414 PERMIT REVISIONS PER ARCH I is x'� "` WALL PARALLEL TO FLOOR/ROOF FRAMING COLD -FORMED VERT I ELEV GUIDE RAIL & CONN 7 "---" ELEV GUIDE..Rk & C04:, DEFLECTION TRACK I TO BEAM PER ELEV MFR it lI I�TO BEAM PER.Q€ V MFR .,., . TO ALLOW FOR VERT T SHTHG JOIST PER PLAN I I JOIST PER PLAN II , ' MOVEMENT OF CONC SLAB -. -- PER PLAN - ALIGN W/ ELEV RAIL �I IN -FILL NON -BEARING !I 2x BLKG A21�� s �, "• k* V� A WOOD STUD WALL B I� TY RAIL PER ARCH - ------- ---_- -------- ----- - CEILING SHTHG WHERE OCCURS a JOIST PER PLAN (SIZE & CONN PER ARCH) - ! II ' - DO NOT CONNECT TO FRAMING DTC CLIP 0 48"OC WITHIN 16" OF WALL PLATE. (NAIL MID -HEIGHT OF SLOT) CONNECT TO WALL PLATE WALL STUDS PER PLAN WALL STUDS PER PLAN'a,„�/ �i' r.;'d8'a .. F 'Y� PflQ[q Dxrccroa NON -BEARING WALL W/ 'bS" CUPS 0 16"OC 1'-4" MIN PER ARCH NOTE: NOTE: 2'-0" MAX 1. JOIST &STRAP REQUIRED AT EACH ELEVATOR RAIL 1. BLOCKING &STRAP REQUIRED AT EACH ELEVATOR RAIL •r.-~r "ye- 3 � 2. CS14 STRAP TO BE NAILED W/ 0.148%21/4" NAILS 2. CS14 STRAP TO BE NAILED W/ 0.148%21/4" NAILS P-ECT nxwlTECT WALL PERPENDICULAR TO FLOOR/ROOF FRAMING AT ALL AVAILABLE HOLES. AT ALL AVAILABLE HOLES. DEFLECTION TRACK AT TOP OF STUD IN -FILL WALL NON-STRUCTURAL PARTITION WALL CONNECTION JOIST PERPENDICULAR TO BEAM AT ELEVATOR SHAFT JOIST PARALLEL TO BEAM AT ELEVATOR SHAFT SCALE: 1"=1'-0" 06505 SCALE: 1"=1'-0" p / SCALE: 1"=1'-0" O SCALE: 1"=1'-0" CNE rc-. 5,543r 'i Y 1 PER PLAN 2 EO EO 2" DBA 0 0 a wrs DIAPHRAGM EDGE EMBED P1/2x7x3'-0" NAILING PER PLAN 0 48"OC W/ (6) 3/4"0 WELDED 1/2"0x24"DBA THREADED STUD (WTS) 0 16"OC CONC SLAB & SEATHING PER PLAN REINF PER- N� F(lx'421/2" NAILS xW/ (4) 0.131 "0 SLAB PERIMET REINF PER PL CONT LEDGER PER PLAN — TOP FLANGE I & WEB STIFFS PER PLAN ING 0 48"OC PER PLAN EMBED 1'-1/ x7xCONT DIAPHRAGM EDGE NAILING PER PLAN W/ (2) 1/2 0x24"DBA 0 16"OC & 2" FROM 3/4"0 WELDED EACH END THREADED STUD (MS) 016" 0 16"OC T/SHTI F CONC PER PLANS SHEATHING PER PLAREINFN T, .^ BLKG JOIST SLAB PERIMETER REINF PER PLAN STUD SHEATI CONT LEDGER LULLBEAM OR PER PLAN OR JOIST PER PLAN TOP FLANGE HANGER WOOD FRAMING TO CONCRETE SLAB CONNECTION 10 WOOD FRAMING TO CONCRETE SLAB EDGE S INTERIOR WALL PERPENDICULAR TO SCALE: 1"=1'-0" SCALE: 1"=1'-0" ENDN R Y 8h J DGE REPLAN 40709 1QVAL PER PLAN FOR PERMIT ONLY THIS DOCUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES PLAN WOOD e r7�;F41/F I ew..w«H MAY 3120&'*-: BECK & ASSOCIAT - 1 lT _ SCALE: 1"=1'-O"L,y..' FRAMING DETAILS PRWECT N0. 10001.00 Mx APRIL 3, '%Cr PBP£CT NETNOPx PAM APR —T U.- BECK & ASSUCIgE51 S ■ .O3 SET 13001-0107-0703.0"9 3—A9r-14 9:40 AM --- HALLER ARCHITECTS LLC SECOND A FUTURE REMODELED LOADING DOCK. T1:IIS WILL BE ADDRESSED IN SOfY2AREr PENBl4lG PERMIT SET SUBMITTAL-1 "IMAGINARY" LOT LINE PER 2012 IBC 705.3 / EXISTING EDMOND 1 a POST OFFICE A9.12 A9.11 EXISTING POST OFFICE LOADING DOCK ROOF TO — BE REMOVED PRIOR TO NEW BUILDING OCCUPANCY. THIS WILL BE ADDRESSED IN SEPARATELOADINGDOCKPERMITSETSUBMITTAL IEXISTING POST OFFICE BOILER ROOM \' PER 2012 IBC 705.8.6 MIN. REQUIRED DISTANCE FOR 1-HR RATING OF ROOF ASSEMBLY SITE PLAN EXISTING MANHOLE COI USED AT HEIGHT CALCULATION DATUM = 45.05 PER SURVEY GARAGE ENTRANCE/EXIT POST OFFICE PARKING — ENTRANCE PROPERTY LINE n/ _ iI 26 " TF3 I ROOFOUTLfNEAeOVE NEWEDMONDSPOST ROOF OFFICE BUILDING I — OPEN COURTYARD AT LEVEL 2 I ROOF UTLINE ABOVE ROOF 1-HRRATEDASSEMBLYTYP-S E - 1 111; ARTITI0N TYPES 8 & 121A5.01 'All 111 1 _ 50.07) Q EXISTING -OPEN ALLEY 1 __ TRASH PICK-UP 5' 2 NEW RETAINING WALL TRASH ROOM IN BUILDING EXISTING RETAINING WALL TO BE REMOVED FIRE SEPARATION DISTANCE & DEGREE OF OPENING PROTECTION PER IBC 2012 TABLE 705.8: UNPROTECTED, KLED, 45% MAX P ING ALLOWED. SEE 11A3.02 FIRE SEPARATION DISTANCE & DEGREE OF OPENING PROTECTION FOR SOUTH ELEVATION PER IBC 2012 TABLE 705.8: UNPROTECTED, SPRINKLED, 25% MAX OPENING ALLOWED. SEE 21A3.01 LINE FIRE SFPA, ___ DISTANCE & DEGREE OF OPENINGPROTECTION PER IBC 2012 TABLE 705.8: UNPROTECTED, SPRINKLED, NO MAX OPENING REQUIRED 45- - ISPACEAREA BELL LU �. LOT AREA: 200' X 120' = 24,000 SF z BUILDING FOOTPRINT 21,117 SF OPEN SPACE = 21.249124,000 = 8.85% h j ALLOWABLE OPEN SPACE (PER ECDC 16.43.030E REQ2 I1� 3F/24,000SF=5.93% $PIL LatA(6ccy;t,- i / a U ShPR�S Ll.c�ltrLZ•' I m PTD S EEL CANOPY LOT SLOPE VARIES - CALCULATED NE TO SW = 4% OPkMSPA� AREA PAD MOUNTED\ TRANSFORMER. ALL OTHER MECHANICAL `) 1 4 EQUIPMENT TO BI.kDOORS rncivct[� FT V, U`- APPROVED AS NOTED BY NGI�"—NEER ��,(..4._._-_.__Y_ 'X` �,cR To &NUwRCitd1�l�tl p�f2A41-T �ENG�2a14OZ8'7 �l RFXEIZ -[o LI✓IL pLMf •1✓dlz •En1E11N�tzIN�i p�C}uIRM�fSIS. N 1" = 20'-0" 0 10 20 40 - - - APPRO D r3Y LAN I G �26 I� l 'Lone / Z Comer - Flag_ 122Lac-k-1 Required Actual Front W O SidesE/S • Rear _ Sani�Atirer n/ O D+ .Height '�o � • ,S &JI 26 /9007 RESUB CITYCOPY l9COPY MAY 23 2014 eU0.0MO DEPA97MENT CITY OF EOMOODNANOS 911 Western Avenue Suite 301 Seattle, WA 98104 TEL 206.235.0935 email: boyerscottl@gmail.com PROJECT: New Edmonds Post Office LOCATION: 130 Second Ave N Edmonds, WA PREPARED FOR: Edmonds 2020 LLC xn xw oAx Rensox 1/23/14 PERMIT SET 04/3/14 PERMIT REVISIONS 05/23/14 PERMIT REVISIONS PROJ:°r oRc°mR \ SB PROJECT MANACfA SBT PSB _ PRBiECT iF.W MEMBFA 1 DT 8117 REGISTERED ARCHI T SCOTT A. B R STATE OF WASHINGTON FOR PNER/MIT THIS DOCCUUMENT HAS BEEN PREPARED FOR PERMIT APPLICATION AND IS SUBJECT TO REVIEW AND MODIFICATION BY GOVERNMENTAL AGENCIES nnE SITE PLAN' 10001.00 Dort MAY 23, 2014 PRaEm xrnwwc PAm 9EET NU4BQi A1.01 SET Idleft CONSTRUCTION