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APPROVED BLD BLD2020-0750+REVISION+3.14.2021_10.19.20_PM+2091445Q*7AL SiRIJCiURAL NXES (The following apply unless shown otherwise on the plans) CRITERIA I. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION 5HALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2015 EDITION). 2. DESIGN LOADING CRITERIA FLOOR LIVE LOAD (RESIDENTIAL BALCONIES) (00 PSF DESIGN LOADING CRITERIA - LATERAL LOADS WINE) VULT = 110 MPH (3-5ECON0 GUST), VAS[) = 85 MPH (3-5ECOND GUST) ENCLOSED BUILDING, EXPOSURE '15% KZT=1.0 DIRECTIONAL PROCEDURE PER A5CE 1-10 CH21 EARTHQUAKE RISK CATEGORY 2, IE =1.0 66=1.311,51=0.5180, SITE CLASS = D (ASSUMED), SDS = 0818, SDI = 0.551, SDC = D, 55FR5 = TIMBER FRAMES R = 1.5 CS =0.5853, RHO =13 DESIGN BASE SHEAR V=6.0K EQUIVALENT LATERAL FORCE PROCEDURE DESIGN LOADING CRITERIA - DEAD LOAD5 FLOOR DEAD LOAD (RESIDENTIAL DECK FLOOR5) 15 P5F 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND ALL OTHER DISCIPLINES' DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DI5CREPANCIE5 PRIOR TO CONSTRUCTION. DISCREPANCIES: THE CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING, DURING THE BIDDING PERIOD, OF ANY DISCREPANCIES OR OMISSIONS NOTED ON THE DRAWINGS OR IN THE 5PECIFICATION5 OR OF ANY VARIATIONS NEEDED IN ORDER TO CONFORM TO CODES, RULES AND REGULATIONS. UPON RECEIPT OF SUCH INFORMATION, THE ENGINEER WILL SEND WRITTEN IN5TRUCTION5 TO ALL CONCERNED. ANY SUCH DISCREPANCY, OMISSION, OR VARIATION NOT REPORTED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, AND WORK SHALL BE PERFORMED IN A MANNER AS DIRECTED BY THE ENGINEER 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER 51ZE5, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMEN5ION5 OF EXISTING CONSTRUCTION 5HOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE FIELD VERIFIED BY THE CONTRACTOR OR THE CONTRACTOR'S SUBCONTRACTOR 5. CONTRACTOR 5HALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. ERECTION PLANS AND INSTALLATION OF SHORING SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND THE SHORING SUPPLIER THE SHORING SHALL NOT BE SUPPORTING ON THE EXISTING STRUCTURE. CHANGES IN FIELD CONDITIONS DURING CONSTRUCTION WILL REQUIRE RE-EVALUATION BY THE CONTRACTOR AND THEIR SHORING INSTALLER. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. 1. CONTRACTORII/8 INITIATED CHANGES 5HALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ONLY ON SHOP DRAWINGS WILL NOT SATISFY TH15 REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, 5U15JECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 9. ALL 5TRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE SUPERVISED BY THE 5UPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER 10. STRUCTURAL ELEMENTS FREQUENCY OF IN5PECTON CODE REFERENCE CONCRETE DRILLED AND EPDXIED 15OLT5, ROID5 AND ANGHOR5 PERIODIC IBC TABLE 1105.3 ITEM 4, AGI 315 11.82.4 DRILLED AND EPDXIED REINFORCING CONTINUOUS IBC TABLE 1105.3 ITEM 4, ACI 315 11.82.4 EXPAN51ON BOLTS AND THREADED EXPAN51ON IN5ERT5 PERIODIC IBC TABLE 1105.3 II. STATEMENT OF SPECIAL IN5PECTION5 5HALL CONFORM TO THE REQUIREMENT5 OF SECTION 1105 OF THE 2015 IBC A5 FOLLOW5: A. THE FOLLOWING 5Y5TEM5 WILL BE 5UBJECT TO THE 5E15MIC QUALITY ASSURANCE: PLYWOOD SHEATHED SHEAR WALLS CONCRETE FOUNDATIONS B. SPECIAL INSPECTION AND TESTING OF PLYWOOD SHEATHED SHEAR WALLS AND CONCRETE FOUNDATIONS 5HALL CONFORM TO IBC SECTION 1108. C. THE TYPE AND FREQUENCY OF TESTING REQUIRED 5HALL BE PER IBC SECTION 1108 AND 1104, D. THE TYPE AND FREQUENCY OF SPECIAL INSPECTIONS REQUIRED SHALL BE PER IBC SECTION 1101 AND 1104. E. THE TYPE AND FREQUENCY OF SPECIAL INSPECTIONS REQUIRED SHALL BE PER IBC SECTION 1106 AND 1104. F. THE REQUIRED FREQUENCY AND DISTRIBUTION OF TESTING AND SPECIAL INSPECTION REPORTS SHALL BE THE RE5PON5181LITY OF THE INSPECTION/TESTING AGENCY. REPORTS SHALL BE 5UBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD WITHIN 14 DAY5 OF INSPECTION. G. 5TRUCTURAL 055ERVATION OF THE LATERAL AND GRAVITY STRUCTURAL 5Y5TEM5 5HALL OCCUR AT APPROPRIATE INTERVALS DURING CONSTRUCTION. THE STRUCTURAL ENGINEER SHALL OBSERVE THAT THE WORK 15 PROGRE551NG IN GENERAL CONFORMANCE WITH THE CONTRACT DOCUMENTS AND ACCORDING TO THE DE51GN INTENT. H. A STRUCTURAL OBSERVATION REPORT 5HALL BE SUBMITTED TO THE ARCHITECT OF RECORD AFTER EACH OBSERVATION. GEarariuirA 12. FOUNDATION AND SLAB NOTES: 5UB-GRADE PREPARATION INCLUDING DRAINAGE, BACKFILL, EXCAVATION DEPTHS, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER IN THE FIELD. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED 5TRUCTURAL FILL OR BOTH) AT LEAST 18' BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTH5/ELEVATION5 SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY. THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE SOILS ENGINEER WORKING WITH THE CONTRACTOR IN THE FIELD. CONTRACTOR SHALL PROVIDE THE SOILS REPORT TO ALL RELATED SUBCONTRACTORS FOR BIDDING AND CONSTRUCTION PURPOSES. CONTRACTOR AND ALL SUBCONTRACTORS SHALL THOROUGHLY REVIEW THE ABOVE REFERENCED SOILS REPORT. EXCAVATION DEPTHS NOTED IN THE SOILS REPORT SHALL GOVERN OVER THE FOOTING DEPTHS SHOWN GRAPHICALLY ON THE STRUCTURAL DRAWINGS TO ACHIEVE THE ALLOWABLE BEARING PRESSURE REFERENCE[) BELOW. CHANGE ORDERS WILL NOT BE ACCEPTED FOR EXCAVATIONS LESS THAN THE MINIMUM DEPTHS NOTED IN THE SOILS REPORT. ALLOWABLE 12" DIAMETER HELICAL PILE CAPACITY (COMPRESSION/TENSION) 10 KIPS ALLOWABLE 12" DIAMETER HELICAL PILE CAPACITY (LATERAL) 11o3 KIPS BASED ON IH:6V BATTER MINIMUM PILE EMBEDMENT 1 FEET BELOW GRADE MINIMUM EFFECTIVE TORQUE 4410 FT-L55 12" DIAMETER HELICAL PILES SHALL BE MINIMUM 2-1/8" DIAMETER CENTRAL SHAFT WITH 10712" X 3/8" HELICAL CONFIGURATION. ALLOWABLE PRESSURE BELOW 12" DIAMETER CONCRETE SONOTUBE 1500 P5F SOILS REPORT REFERENCE: NGA 1151019 BY NELSON GEOTECHNICAL ASSOCIATES, INC 13. AUGERCA5T PILING INSPECTION BY THE 501L5 ENGINEER SHALL BE PERFORMED DURING PLACEMENT. MAXIMUM AUGERCA5T PILE ECCENTRICITY SHALL BE 3' LATERALLY. PILE LENGTH INDICATE[) ON DRAWINGS IS ESTIMATED. ACTUAL LENGTH SHALL BE DETERMINED IN FIELD BY SOILS ENGINEER. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO DRILLING PILES. 14. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905 AND ACI 301. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF PC = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5' OR LESS. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318 SECTION 5.3. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260-06, C494M-05A, C618-05, C989-06, AND C1011M-01. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH ACI 318 TABLE 4.4.1. 15. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT 51), GRADE 60, FY = 60,000 PSI. EXCEPTION: ANY BARS SPECIFICALLY NOTED ON THE DRAWINGS AS "GRADE 40", FY = 40,000 PSI. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A106. REINFORCING COMPLYING WITH ASTM A615(51) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM As 185. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 60, FY = 60,000 PSI. 16. REINFORCING 5TEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 5P-66 (04) DETAILING MANUAL AND THE LATEST EDITION OF ACI 318. LAP ALL CONTINUOUS REINFORCEMENT 30 BAR DIAMETERS OR 214 0' MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS 30 BAR DIAMETERS OR 2'11/8 0' MINIMUM. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8' AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER 11. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3' FORMED SURFACES EXPOSED TO EARTH (I.E. WALLS BELOW GROUND) OR WEATHER (% BARS OR LARGER) 2' (05 BARS OR SMALLER) 1 1/2' COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2' 18. EMBEDDED ITEMS IN CAST -IN -PLACE CONCRETE: EMBEDDED ITEMS IN CAST -IN -PLACE CONCRETE 5HALL NOT BE `WET -SET" UNLE55 SPECIFICALLY APPROVED BY ENGINEER OF RECORD. THESE ITEMS INCLUDE, BUT ARE NOT LIMITED TO, REINFORCING 5TEEL, ANCHOR BOLTS, DEFORMED BAR ANCHORS, EMBED PLATES, OR OTHER M15C. 5TEEL 5HAPE5 TO BE CAST INTO CONCRETE. 19, EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS 5HALL BE GROUTED WITH HIT -RE 500 V3 ADHESIVE ANCHOR 5Y5TEM5 A5 MANUFACTURED BY HILTI, INC. OR PURE110+ ADHESIVE ANCHOR 5Y5TEM A5 MANUFACTURED BY DEWALT - POWER5 OR AN ENGINEER APPROVED ALTERNATE THAT HAS I.C.0 TEST DATA FOR THEIR SPECIFIC PRODUCT AND APPLICATION. INSTALL IN STRICT ACCORDANCE WITH I.C.0 REPORTS FOR SPECIFIC EPDXY UNLE55 NOTED OTHERWISE ON THE STRUCTURAL pRAWING5. HOLE 51ZE 5HALL BE 1/8' LARGER THAN BAR, ROE) OR BOLT SIZE. NOTE: NO WELDING 15 TO TAKE PLACE WITHIN 24" OF HARDENED EPDXY. 20. EXPANSION BOLTS INTO CONCRETE 5HALL BE KWIK BOLT TZ WEDGE ANCHORS AND THREADED EXPANSION IN5ERT5 INTO CONCRETE OR CONCRETE MA50NRY UNIT 5HALL BE KWIK BOLT 3 MA50NRY ANCHORS A5 MANUFACTURED BY HILTI, INC OR APPROVED EQUAL INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS, INCLUDING MINIMUM EMBEDMENT REQUIREMENT5. IN5ERT5 INTO CONCRETE MA50NRY UNITS 5HALL BE INTO FULLY GROUTED CELLS. SPECIAL INSPECTION 15 REQUIRED FOR ALL EXPANSION BOLT AND INSERT INSTALLATION. ANCHORS 5HALL HAVE A CURRENT ICC REPORT. am 21, FRAMING LUMBER 5HALL BE KILN DRIED, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 16, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS, UNLE55 OTHERWISE NOTED ON THE PLANS: JOISTS: (2 X MEMBERS) (3 X AND 4 X MEMBERS) BEAMS AND 5TRINGER5: (INCLUDING (o X 10 AND LARGER MEMBERS) P05T5 AND TIMBERS: (6 X (o AND LARGER) 5TUD5, PLATES 4 MISCELLANEOUS LIGHT FRAMING: BOLTED FRAMING: 5TUD5, LEDGERS, AND PLATES FRAMING MEMBERS NOTED A5 PRE55URE TREATED (PT) (INCLUDING LEDGERS, PLATES, 5TUD5, PO5T5, JOISTS 4 BEAMS) DOUG FIR *2 MINIMUM BA51C DE51GN 5TRE55, FB = 900 P51 DOUG FIR 11 MINIMUM BA51C DE51GN 5TRE55, FB = 1000 P51 DOUG FIR 11 MINIMUM BA51C DE51GN 5TRE55, FB = 1200 P51 DOUG FIR *2 MINIMUM BA51C DE51GN 5TRE55, FB = 900 P51 DOUG FIR 5TANDARp GRADE MINIMUM BA51C DE51GN 5TRE55, FB = 515 P51 DOUG FIR *2 MINIMUM BA51C DE51GN 5TRE55, FB = 900 P51 HEM FIR *2 MINIMUM BA51C DE51GN 5TRE55, FB = 850 P51 22. GLUED LAMINATED MEMBERS 5HALL BE FABRICATED IN CONFORMANCE WITH ANSI / AITC A190.1-2002, AMERICAN NATIONAL STANDARDS INSTITUTE AND ASTM D3131-05. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND 5HALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLA5 FIR COMBINATION 24F-V4, FB = 2,400 PSI, FV = 165 PSI. ALL CANTILEVERED BEAMS 5HALL BE DOUGLA5 FIR COMBINATION 24F-V8, FB = 2400 PSI, FV = 165 PSI. CAMBER ALL GLULAM BEAMS TO 2,000 FT RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. USE GLT" SERIES HANGERS AS REQUIRED TO FIT GLU-LAM BEAMS U.ON. 23. PLYWOOD SHEATHING SHALL BE GRADE Gl/a D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH DOC PSI. SEE PLANS FOR THICKNESS, PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS. 24. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN DIRECT CONTACT WITH SOIL SHALL BE PRESSURE -TREATED WITH ALKALINE COPPER QUATERNARY (ACQ). ALL WOOD MEMBERS (INCLUDING PLATES) IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH 50DUIM BORATE (55X). ALL METAL CONNECTORS IN CONTACT WITH 'AGO' PRESSURE -TREATED LUMBER SHALL BE TYPE 304 OR 316 STAINLESS STEEL. THIS INCLUDE5 WASHERS, SCREWS, NAILS, HANGERS, AND ANY OTHER MI5CELLANEOU5 LT. GAGE METAL CONNECTORS. WHERE AGO LUMBER IS USED IN INTERIOR CONIDITIONS, GI85 ('HOT -DIP' GALVANIZED TO 185 OUNCES PER SQUARE FOOT) METAL CONNECTORS MAY BE USED IN LIEU OF 5TAINLE55 STEEL. METAL CONNECTORS 1/2, THICK OR GREATER NEED NOT BE GALVANIZED FOR INTERIOR USE. METAL CONNECTORS 1/2' THICK PLUS ARE TO BE GALVANIZED FOR EXTERIOR USE, UNLESS SPECIFIED OTHERWISE BY THE ARCHITECT. 25. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE 'STRONG -TIE' BY 51MP50N COMPANY, AS SPECIFIED IN THEIR CATALOG NO.C-2019. EQUIVALENT DEVICE5 BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE IC50 APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A301. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. ALL JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH V SERIES JOIST HANGERS. ALL DOUBLE JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "HU" 5ERIE5 JOIST HANGERS. ALL TRIPLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "HU" SERIES JOIST HANGERS. 26. HOLDOWN5 CALLED OUT BY LETTERS 'HDU', AND 'HD', ARE MANUFACTURED BY THE 51MP50N COMPANY, A5 SPECIFIED IN THEIR CATALOG NO.C-2019. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. EACH 51MP50N HOLD-DOWN 5HALL BE BOLTED TO A MINIMUM OF (2) 5TUD5. 5EE SCHEDULE ON PLANS FOR FURTHER STUD REQUIREMENTS. PROVIDE NUMBER AND 51ZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. ALL HOLDOWN5 SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL 5OLT5 AND LAG SCREWS BEARING ON WOOD. 21. WOOD FRAMING NOTES-- THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL 5OLT5 AND LAG SCREWS BEARING ON WOOD. B. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2 X 4 STUDS Q 16' O.C. AT INTERIOR WALLS AND 2 X 6 9 1(o' O.C. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE ENE) OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2 X 8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS LESS THAN OR EQUAL TO 8' IN HEIGHT. FOR HEIGHTS fiE8', PROVIDE CONTINOU5 SOLID BLOCKING AT 4'-0" OC. ALL STUD WALLS ATTACHED TO CONCRETE FOUNDATION WALLS SHALL HAVE THEIR LOWER WOOD PLATES BOLTED WITH 5/8" DIAMETER ANCHOR BOLTS g 6'-O' O.C. WITH 3' X 3' X 1/4' SQUARE WASHERS OR 3' DIAMETER ROUND WASHERS UNLE55 OTHERWISE NOTED. LAYOUT OF WALL PLATES, STUDS, AND ANCHORS SHALL CONFORM TO THE REQUIREMENT5 OF SECTION 230810 OF THE 2012 IBC. ALL SILL PLATE PIECES SHALL HAVE A MINIMUM OF TWO ANCHOR BOLTS EMBEDDED INTO CONCRETE, WITH THE FIRST ANCHOR BOLT LOCATED NOT MORE THAN 12" FROM THE END OF THE PLATE, AND NO CLOSER THAN 4" TO THE END.ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16D NAILS AT 12, O.C. STAGGERED. UNLESS INDICATE[) OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS 5HALL BE NAILED TO EACH OTHER WITH 16D a 12' O.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES AND GYPSUM SHEATHING ON EXTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH NAILS AT 1' O.C. USE 50 COOLER NAILS FOR 1/2' GWB AND 6D COOLER NAILS FOR 5/8' GWB. USE III GAUGE, 1-3/4' LONG, 1/16' HEAD, DIAMOND POINT, GALVANIZED NAILS FOR EXTERIOR SHEATHING. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN ONE-HALF OF THE JOIST LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING 0 8' O.C. AND SOLID BLOCKING AT ALL BEARING POINTS. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. TOENAIL JOISTS TO 5UPPORT5 WITH TWO 16D NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADER5 OR BEAMS WITH 51MP50N METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULT111/8 JOIST BEAMS TOGETHER WITH 16D g 12' O.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D NAILS 9 6' O.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND 6 12' O.C. (10' O.C. AT FLOORS) TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOl5T5/TRU66E5 AT UNBLOCKED ROOF SHEATHING EDGES OR PROVIDE SOLID BLOCKING. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS AT UNBLOCKED EDGES OR SHALL BE SUPPORTED WITH SOLID BLOCKING. TOENAIL BLOCKING TO PLATE WITH 16D a 12' O.C. OR (2)16D EACH END AT SUPPORTS UNLE55 OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2X BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. D. NAILING: MINIMUM NAIL DIAMETER AND LENGTH 5HALL BE A5 FOLLOW5: NAIL 51ZE ON DRAWINGS OR DETAILS DIAMETER AND LENGTH SHEATHING NAILS 8D 0.131" X 2 '/4' 10D 0.148" X 2 '/z" FRAMING NAILS 8D 0.131" X 2 '/2" 100 o.148" X 3" 16D 0.161" X 3 '/z" REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION W. W ef&aIL BUILDING OFFICIAL Mar 19 2021 APPROVED DATE APPROVED PLANS MUST BE ON JOB SITE ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE Special inspection report required for installation of Helical piles and soils for this project. Please provide the SI documentations prior to final. BLD2020-0750 REVISION TO ADD PIN PILES STRUCTURAL ENGINEERS 23914 56th Avenue W. - Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) 640-7333 WWW.ilgross.com U }' U) 0 C O CU N W .0 C:) .� 00 V, Q 0 _M �--+ 0 U) _0 .Ske o 4_, W r E WQ N -0 p co LU H Ir— REVISIONS NO DATE DESCRIPTION TI TLE GENERAL STRUCTURAL NOTES DESIGNED VM DRAWN KMH CHECKED VM DATE 1/4/21 JOB NUMBER S1.O SDCI REVIEW REVISION Mar 15 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT \ \ \ 2'-0''x2'-0''xl'-6" FTG w/ (4) *4 EA. WAY \ / TOP 8 BOTTOM, TYP. 6� o� e - - - - - - - - - - MAX, U.N.O ' � Peo���� j I I� EX FTG 8 WALL 1'-611 Q1Q�P-Q�,P �—— — — — — — — — — — — — — — — — — J ELEVATION ON 11/54.1 ELEVATION ON 11/54.1 OPP. HAND BATTER THIS PILE AT 6D I Foundation Plan Scale: 1 /4" = V-0" PLAN NOTES: 1) SEE 11/53.0 FOR REBAR BENDING SCHEDULE 2) SEE 16/53.0 FOR TYPICAL ANCHOR BOLT 51ZE AND EMBEDMENT. 3) 5EE 6/53.0 FOR REINFORCING AND DEVELOPMENT LENGTH 4) PROVIDE ADDITIONAL PILES AT EX. WALL 8 FTG A5 SHOWN, PILE MANUFACTURER TO PROVIDE SUPPORT BRACKET AND CONNECTION TO EX. FTG WITH 5 KIP CAPACITY, I I 1 I I I I I I I BATTER THI5 PILE AT Q, North M11h, LCI I/ -AI =11 C SEE 12/54.1 FOR BEAM TO P05T, TYP — EXISTING HOU5E Il/54.0 TYP. I." 1st Floor Deck Plan Scale: 1 /4" = V-0" PLAN NOTES I. INDICATES BEAM OR HEADER PER PLAN. 2, INDICATE5 FRAMING DIRECTION AND EXTENTS. 3. SEE 1/54.0 FOR HANGER SCHEDULE u PT 6x12 APPROXIMATE LOCATION OF HOT TUB North ji FM ,1 104[401 'X STRUCTURAL ENGINEERS 23914 56th Avenue W. - Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) 640-7333 WWW.ilgross.com (1) U -4--j C/) C) O ` � a . 0 O } 00 Cn ' 0 m Q �--+ O-0 U) L� O V O +� 4) E Cif Q N -0 O co w LL V— REVISIONS NO DATE DESCRIPTION ADD'L RETROFIT PILES TI TLE FIRST FLOOR / FOUNDATION PLAN DESIGNED `m DRAWN KMH CHECKED VM DATE 1/4/21 JOB NUMBER SHEET NO. S2.0 SDCI REVIEW REVISION Mar 15 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 2nd Floor Deck Floor Plan Scale: 1/4" = V-0" North PLAN NOTES 1, INDICATES BEAM OR DEADER PER PLAN. 2, INDICATES FRAMING DIRECTION AND EXTENTS. 3. SEE 1/54.0 FOR HANGER 5CHEDULE I I.L. GROSS STRUCTURAL ENGINEERS 23914 56th Avenue W. - Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) 640-7333 WWW.ilgross.com U � O O `c) -0 + � � Cn � 0 ca Q Q � �U) O-0 L� O V O +� (D E Cif Q N � O co w H V- REVISIONS NO DATE DESCRIPTION TI TLE SECOND FLOOR DECK FLOOR PLAN DESIGNED N1 DRAWN KMH CHECKED ym DATE 1/4/21 JOB NUMBER SHEET NO. S2.1 SDCI REVIEW REVISION Mar 15 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE (For Grade 60, Uncoated Bars, Normal Weight Concrete) I MINIMUM STRAIGHT DEVELOPMENT LENGTH ( 9d ) f 'c = 3000 PSI f 'c = 4000 PSI BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS 03 10 13" 14" 12" # 4 22" 11" 19" 15" # 5 21" 21" 23" IS" J # (0 35" 21" 31" 24" "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF THE BAR OR THE CENTER TO CENTER SPACING IS NOT GREATER THAN 3 BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 43%. 3 4 II MINIMUM LAP SPLICE LENGTHS ( 9s ) f'c = 3000 PSI f 'c = 4000 PSI BAR SIZE TOP BARS OTHER BARS #3 #4 #5 :6 III /9 TOP BARS OTHER BARS 21" 16" IS" 16" 28" 22" 24" 19" 35" 21" 30" 23" 46" 35" 40" 31" MINIMUM EMBEDMENT LENGTHS ( ldh) FOR STANDARD ENID HOOKS for general uses: BAR SIZE f 'c = 3000 PSI f 'c = 4000 PSI 03 6" 6" 04 811 111 05 loll 911 # 6 12" loll I. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 21/2" 2. END COVER FOR 90° HOOKS MUST BE EQUAL TO OR GREATER THAN 2" 0 I MAX. 6 /� 4d or FOR RE INF. 5ARS 1 112" MIN. RE5AR 5ENID INCH SCHEDULE Xf BAR D #3 1/211 #4 2" #5 21/2 #6 42'' #8 6 LEGEND d = BAR DIAMETER D = IOa FOR #3 THRU #8 D = ICa FOR #i THRU 11 n z N _ ADEQUATE THREAD EXTENSION EMBEDMENT LENGTH FOR ATTACHMENT OF ALL INTO CONCRETE OR MATERIALS MASONRY (SEE NOTE) 3D L D "-- STD. HEX NUT BOLT DIA. p' MINIMUM EMBEDMENT ANCHOR BOLTS IN HORIZ. SURFACE ANCHOR BOLTS IN VERT. SURFACE 3/4 5 1" ins 6" 8" 1 11I p l ins 8 loll NOTE: ANCHOR BOLT EMBEDMENT IN VERTICAL SURFACE APPLIES TO CONCRETE ONLY. T` f=. ANCHOR 5OLT 7 POP 13 14 FIN. ® 5IMP50N CPT66Z POST BASE w/ (2) 1/241 ANCHOR BOLTS EMBEDDED 6" MIN — 04 9 12 "oc (2) 04 TOP CONT. #4-s16" SLEEVE AND CAP fE FOR TENSION LOAD AT BATTERED PILES, PER MANUR BRG, CAP AT ALL OTHERS, TYP. FOOTING 51ZE PER PLAN 0 0 0 COL. PER PLAN w/ CB or CBQ COL. BASE 12'' SO. PLINTH W/ (4) # 4 x L DWI-5 G EA. CORNER W/ (3) # 3 © TIES REINF. PER PLAN POST PER PLAN 14 x L -a 16 "OC ALT. HOOKS Q '.L'! a� L— `(3) 04 BOT. CONT. q„ ` , q„NIPIL,— NEW GRADE BEAM 12" 41 HELICAL PILE PER PLAN 4 GENERAL NOTES 5 10 ji I.L. GROSS STRUCTURAL ENGINEERS 23914 56th Avenue W. - Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) 640-7333 WWW.ilgross.com U 0 c) 0 }, 0 00 0') .�0 (� M Q V �--+ O U) -0 L O V c: O �+ r E Cif Q N -0 O cow H V- REVISIONS NO DATE DESCRIPTION TI TLE TYPICAL CONCRETE DETAILS DESIGNED VM DRAWN KMH CHECKED VM DATE 1/4/21 JOB NUMBER SHEET NO. S3.0 SDCI REVIEW REVISION Mar 15 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 16 17 iK 20 TYPICAL HANGER RULE BEAM SIZE HANGER REQUIRED CAP. (Kips) (2) 2xl0 OR LESS U210-2 (OR SIM) 1.86 I.L. GROSS STRUCTURAL ENGINEERS 23914 56th Avenue W. - Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) 640-7333 WWW.ilgross.com-0 -41--j 00 U O `� o O -0 L� O V o Cif Q N -0 o cow REVISIONS NO DATE DESCRIPTION TITLE TYPICAL WOOD FRAMING DETAILS DESIGNED V"I DRAWN KMN CHECKED VM DATE I/4/21 JOB NUMBER SHEET N0. S4.0 SDCI REVIEW REVISION Mar 15 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT EX 2x6 WALL NEW DECKING PREMANUFACTUREp HU HANGER PER PLAN PT 2x BLOCKING RAILING POST TYP. EX RIM JOIST PER OWNER NEW DECKING PER PLAN � NEW DECKING PER PLAN PREMANUFACTUREp NEW DECKING EX FLOOR SHEATHING S�IM� SAC A35 RAILING POST PER PLAN PER OWNER SIMPSON A35 2x12 FASCIA EA. END, TYP. NEW JOIST 2x12 FASCIA PER PLANri 6x BEAM PER PLAN ALIGN w/ RAILING POST, TYP. (N) DECK JOISTS NEW 6IMP50N PER PLAN DTTIZ TIE 6 16"oc EX JOIST lN) JOISTS PER PLAN lN) JOISTS PER PLAN w/ 3/8" � x 10" LAG VERIFY SIZE BOLT, INTO TOP fE 4 SPACING SIMPSON H-1 (N) PT 6x BEAM PT 2x12 LEDGER W/ TIE EA. JOIST PER PLAN GALV. 5IMP60N 1/4" EX 2x6 WALL x6" SDS SCREW s 6"oc (N) PT 6x PER PLAN ALT. TOP 4 BOTTOM 1 2 3 4 5 POST BEYOND PER PLAN EX 2x6 WALL EX RIM JOIST NEW DECKING PER PLAN PREMANUFACTURED RAILING POST NEW DECKING EX FLOOR SHEATHING PER OWNER PER PLAN 5IMP50N HU HANGER, TYP. 2x12 FASCIA SISTER (N) 2x RIM (N) BEAM JOIST TO EX. PER PLAN (N) JOISTS PER PLAN Ex JOIST VERIFY SIZE (N) PT 6x BEAM 4 SPACING PER PLAN HGUS HANGER, TYP (3) (N) 2x STUDS --�` BELOW BEAM, TYP. 6 7 8 9 10 PT 6x6 BRACE TYPICAL PT 6x BEAMS PER PLAN 5IMP50N HR-8 STRAP EA. SIDE TOP 4 BOTTOM, TYP. 6IMP60N CPT66Z POST BASE W/ (2) 1% "0 ANCHOR BOLTS EMBEDDED 6" MIN 5IMP50N CPT66Z 13 14 15 I POST BASE w/ (2) 1/2 0 ANCHOR BOLTS FINISH GRADE BEYOND EMBEDDED 6" MIN z NEW FTG E STEM WALL PER DETAILS FOOTING ¢WALL REINFORCING PER DETAILS NEW 12"0 HELICAL BATTER END PILES PILE PER PLAN PER PLAN EMBED DEPTH OF PIER PER GEOTECH ENGINEER/INSPECTOR 17 18 19 20 I.L. GROSS STRUCTURAL ENGINEERS 23914 56th Avenue W. - Suite 200 Mountlake Terrace, WA 98043-5263 Ph: (206) 623-0769, (425) 640-7333 WWW.ilgross.com U4-0 O `� a O . 0 + �� �0 0 m < O -0 L� O V O +a (D E Cif Q N O cow LL V- REVISIONS NO DATE DESCRIPTION TI TLE FRAMING DETAILS DESIGNED Vm DRAWN KMH CHECKED VM DATE 1/4/21 JOB NUMBER SHEET NO. S4.1 SDCI REVIEW REVISION Mar 15 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT