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APPROVED ENG BLD PLN-BLD2021-0669+Architectural_Plan+5.13.2021_10.51.14_AM+2195025I I m Hardware and fasteners in contact with preservative -treated wood shall be of ■ ' hot -dipped zinc galvanized steel, I stainless steel, silicon bronze or copper. .In the absence of manufacturer's recommendations Ia minimum of ASTM A 653 type G185 zinc -coated I galvanized steel, or equivalent, shall be used. ■ LIRC R317.3.1 IBC 2304.10.5.1 I ------------------- City of Edmonds Building Department APPROVED Plans ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE FP 1 fGROUND REVISION PLAN City Of Edmonds Building Department Work ------------------------- DECK --------------- Address 1017 9TH AVE S Owner STENCHEVER Approved Date --------------------------------- ------------------------------------------------ 05/26/2021 Building Officiale&#V;f_Mai Permit Number ------------------ BLD2021-0669 I'A APPROVED BY PLANNING Jun 02 2021 EXISTING 1 1 TINOTES A. FIELD VERIFY ALL EXISTING UTILITY LOCATIONS PRIOR TO STARTING DEMOLITION, EXCAVATION, AND CONSTRUCTION! DIAL 811: CALL -BEFORE -YOU -DIG B. EXISTING DECK, COLUMNS, GUARDRAILS, AND CANOPY TO REMAIN C. CONTRACTOR CONFIRM CONDITION AND WATER -TIGHTNESS OF EXISTING LEDGER, FLASHINGS, SIDING AND WALL FRAMING, AND REPAIR AS NEEDED ENTIRE LENGTH D. EXISTING WINDOWS TO REMAIN E. EXISTING GLAZED DOORS TO REMAIN F. EXISTING GARAGE DOOR TO REMAIN G. REMOVE EXISTING PAVING AND STEPS H. REMOVE EXISTING DECK, STAIRS, COLUMNS, AND FOOTINGS WITHOUT DISTURBING EXISTING UTILITIES I. EXISTING DECK TO REMAIN, PROVIDE TEMPORARY SHORING, THEN MODIFY FRAMING AND GUARDRAILS AND ATTACH TO NEW DECK CONSTRUCTION J. MODIFY EXISTING ROCKERY AT NEW COLUMNS AND FOOTINGS K. ADD NEW ROCKERY TO FILL GAP WHERE EXISTING STEPS HAVE BEEN REMOVED L. NEATLY CUT EXISTING PAVING AT NEW FOOTING LOCATIONS M. EXISTING DOWNSPOUT TO REMAIN 12 Dp�v `® l 7 `7 5, err AA o 0, 7Col `::>172t� r-_'�5VI - 6- 11-57- EASEMENT RR5& UT4T1E9 PER OO R RECORDING N0. 1706742 N w37'15' W-17851'- AM, SEE JOINT MN1NTERANCE AOREPJAENT RECORDING NO. 870611014/ EP EASEMENT INGRESS, EGRESS & UMMES PER DEED RECORDED iJNUER $ RECORDING ND.'1695549 (PAR 6) 148.51' .� I N 88'37'tb' W-148.51' EASEMENT INGRESS. EVESS& UT9.f(1E5 ; I �{� FOR PUSUC VILFTY WM(CT PER DEED RECORDED U RECORDING NO.. 554 A) o NO. 1. OF SNONOMIAND GENERAL s ',EEEpHONE COMPANY OF THE NORTH4YESf, INC. t.1 RECOR6M7G ND. 2276076EWP /� 1 N 8637' 15 W-178.51' V OWNER/CONTRACTOR RESPONSIBLE FOR LOCATING ALL ON SITE UTILITIES. RELOCATION/REVISION TO ANY UTILITIES MAY REQUIRE A SEPERATE PERMIT. OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE Applicant shall repair/replace all ENGINEERING DIVISION damage to utilities or frontage improvements in City right-of-way APPROVED AS NOTED per city standards that is caused or occurs during the permitted project. 1II Jdl W 4AJm ,mt 06/01 /2021 PROJECT INFORMATION SCOPE: NEW DECK AND ASSOCIATED MODIFICATIONS TO EXISTING DECK ADDRESS: 1017 9TH AVE S EDMONDS, WA 98020-3909 PARCEL NUMBER: 27032500109600 LEGAL DESCRIPTION PER COUNTY (SEE SURVEY FOR COMPLETE LEGAL): SEC 25 TWP 27 RGE 03RT-183C-1) ALL TH PTN SW1/4 NE114 DAF COM SW COR SD SUB TH S 88*54 23E ALG S LN SD SUB 30FT TH N00*30 35E PLW W LN SD SUB 1078.82FT TH S88*52 27E 148.51 FT TO TPB TH CONT S88*52 27E 148.51 FT TH S00*31 55W 83FT TH N88*52 27 W 148.49FT TH N00*31 15E 83FT TPB TOWNSHIP: 27 RANGE: 03 SECTION: 25 QUARTER: NE ZONING: RS-10, MAXIMUM SITE COVERAGE: 35% SETBACKS: ........................................... PER COMMUNICATIONS WITH BRAD SHIPLEY OF THE CITY The City of Edmonds has OF EDMONDS: FOR THIS FLAG LOT REQUIRED SETBACK IS 10 MINIMUM FROM PROPERTY LINES AND ACCESS adopted the 2018 International EASEMENTS, WHICH WE HAVE PROVIDED codes, with the exception of PER COMMUNICATIONS WITH NATALIE GRIGGS OF THE CITY the International plumbingW. OF EDMONDS: NO SETBACK IS REQUIRED FROM UTILITY EASEMENTS, THOUGH WE HAVE PROVIDED ONE code. The city has adopted the 2018 Uniform Plumbing Code. % SITE COVERAGE: SITE: SF: 0.27 ACRE X 43,560 SF/ACRE = 11,761.2 SF EXISTING HOUSE FOOTPRINT. 1,372 SF PROPOSED DECK (NO COVER): 564 SF EXISTING DECK (PARTIAL COVER): 358 SF PROPOSED SITE COVERAGE: 2,294 SF = 19.5% (OK, < 35%) ■ ■ CODE COMPLIANCE /COMPLY IN FULL WITH CURENT CODES LASW ROM -.. 347 347.1 E A+VEGHT ! ROC!( 7.5 3A7.9'. N ¢ �� v l e x sG 3474 1 AY.n 06 20 OL I; J�rO✓w NOUSE f 347.4 N /4P 107] Sly, AVE g h ,� `gyp '7 `tsi 'PAC UNIT `b01YL c.Y. ' ' F. 50 OL... +��+..�� YD t('�'� 34 1 1 19* ��S Ham• I FBI. FLO R 1OR IA�sy ��I� � � t ry �s 171N. wc� �i+ N W37'15' W-148.49' SITE PLAN fllO 1 w j x� CENC 4 s4 0.1• E ¢W " 17979"REW & CAP i 0.72i X 1.04E. OF MC POSMO.N 2 onyx 4 �Y �b n _ .__..._ .... _. . •.> iN0. 1/2' REM & CAP .. .. •.. 'LSA 22989'" 0.1TE. OF ... . ....... .. ..... CALC POS[ifON NwTNc Vl4O 2015 INTERNATIONAL BUILDING CODE 2015 INTERNATIONAL RESIDENTIAL CODE 2015 INTERNATIONAL MECHANICAL CODE 2015 INTERNATIONAL FUEL GAS CODE 2015 INTERNATIONAL FIRE CODE 2015 INTERNATIONAL EXISTING BUILDING CODE 2015 INTERNATIONAL PROPERTY MAINTENANCE CODE 2015 ICC PERFORMANCE CODE 2015 WASHINGTON STATE ENERGY CODE 2015 UNIFORM PLUMBING CODE EDMONDS COMMUNITY DEVELOPMENT CODE TITLE 19 WASHINGTON STATE AMENDMENTS TO ICC CODES DRAWING INDEX - 1 ARCHITECTURAL CODE, VICINITY MAP, SITE PLAN A - 2 ARCHITECTURAL DECK PLANS, ELEVATIONS, NOTES A - 3 ARCHITECTURAL GENERAL NOTES, DETAILS S 1.1 STRUCTURAL GENERAL NOTES 2.1 STRUCTURAL DECK PLANS .1 STRUCTURAL DETAILS SURVEY E 3 U w L E u cc U T �E RECEIVED May 17 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 4 Awl _ i t 1 lw_z 0 N 0 Emergency escape windows under decks and porches. Emergency escape windows are allowed to be installed under decks and porches IIIEST ELEVATION provided the location of the deck allows the emergency escape window to be fully opened and provides a path not less than 36 inches in he_ig_ht_,_'36" in width and no mnnm than RO" i length r,F ani n fri n xinrri nr rni iin*?nlq ipr, P*ii n '? A I ontj of IN M -- - — --------- . . ......... SOUTH ELEVATION DECK CONSTRUCTION NOTES AA. FIELD VERIFY ALL EXISTING UTILITY LOCATIONS PRIOR TO STARTING DEMOLITION, EXCAVATION, AND CONSTRUCTION! DIAL 811: CALL -BEFORE -YOU -DIG BB. EDGE OF NEW DECK CC. STAINLESS STEEL (SS) CONNECTERS, FITTINGS, AND FASTENERS TO BE USED TYPICALLY AT ALL LOCATIONS DD. REINFORCED CONCRETE FOOTINGS PER STRUCTURAL, FIELD VERIFY FOOTINGS TO LOCATE 12" MINIMUM BELOW UNDISTURBED SOIL EE. PRESSURE TREATED COLUMNS PER STRUCTURAL, STAINED FINISH TO MATCH EXISTING FF. PRESSURE TREATED BEAMS PER STRUCTURAL, STAINED FINISH TO MATCH EXISTING, WITH SELF -HEALING SELF -ADHERED MEMBRANE AT ALL BEAM TOP SURFACES AND EDGES GG. PRESSURE TREATED JOISTS AND BLOCKING PER STRUCTURAL, STAINED FINISH TO MATCH EXISTING, WITH SELF-SEALING SELF -ADHERED MEMBRANE AT ALL JOIST AND BLOCKING TOP SURFACES AND TOP EDGES HH. PRESSURE TREATED 2 X1 2 AND BLOCKING, STAINED FINISH TO MATCH EXISTING, WITH SELF -HEALING SELF -ADHERED MEMBRANE AT ALL JOIST AND BLOCKING TOP SURFACES AND TOP EDGES 11. STAINLESS STEEL X-BRACING SYSTEM PER STRUCTURAL, WITH ALL NECESSARY HARDWARE INCLUDING SS CABLES, SS SHOULDER EYEBOLTS, SS THIMBLES, SSTURNBUCKLES, SS WIRE ROPE CLIPS, SS CONNECTORS, ETC. FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. JJ. TREX COMPOSITE DECKING WITH TREX HIDDEN SS FASTENERS, WHICH AUTOMATICALLY SPACE DECKING TO PROVIDE 1/4" GAPS FOR DRAINAGE. MATCH EXISTING DECK HEIGHT AGAINST HOUSE, AND SLOPE DECK 1/8" PER FOOT AWAY FROM HOUSE. KK. STAINLESS STEEL GUARDRAIL WITH WOOD TOP CAP, 1 1/2" SQUARE SS TUBE PER STRUCTURAL, BRUSHED STAINLESS FINISH, STAINED WOOD TOP CAP TO MATCH EXISTING. LL. STAINLESS STEEL CABLE RAILS, SPACED 3.2" OC MAX, WITH STAINLESS STEEL SWAGED FITTINGS MATCHING EXISTING. FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. MM. REPAIR PAVING TO MATCH EXISTING ADJACENT NN. EXISTING INGRESS / EGRESS / UTILITIES EASEMENT PER SURVEY 00. EXISTING UTILITIES EASEMENT PER SURVEY PP. EXISTING DRIVEWAY :5 Y 0 E 'I, 0 _y -C E 5 _u 0) > ru Mr .V) rn U RECEIVED May 17 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT s McNICHOLS1 Perforated Metal f — Round, Stainless Steel, Type 304, 16 Gauge (.0625" Thick), 314" Round o 1" Staggered Centers, 51% Open Area ITEM: 18 4OU6 94� t!— m V" x Y1, 4 — L, — — — -__ GUARDRAILS SHALL BE DESIGNED TO RESIST A CONCENTRATED LOAD OF 200 POUNDS IN ANY DIRECTION AT THE TOP OF THE GUARDRAIL. INF COMPONENTS SHALL BE DESIGNED TO RESIST A i HORIZONTAL LOAD OF 50 POUNDS OVER A ONE ■ SQUARE FOOT AREA. IRC R301.5. iO-m—m—.—.—.—.—.—.—.—.—.—.—.—1 GUARDRAILS SHALL BE MIN. 36" IN HEIGHT WHERE THE i ADJACENT SURFACE OR GRADE IS 30" OR MORE BELOW. RAILINGS SHALL BE SPACED TO NOT ALLOW THE PASSAGE OF — A 4" SPHERE. IRC R312.1 • -rr a Oak 60T�, �477AI lNl�l a •� • . r •r is i r • r [ [ .� ♦ •riy r job no r[ • [ .r[ [rr [r [� .[ ice[ �•� [ [ • • [ i • [ i•' •� ♦ • • r - � •• [ i [ • • • - •- A 7. CONTRACTOR [ • ■r•R TO STARTING CONSTRUCTION, AND . ALL i DIMENSIONS AND CONDITIONS,AND • ARCHITECT r OF ANY DISCREPANCIES. • •. DRAWINGS AND SPECIFICATIONS [ • ARE �. COMPLIMENTARY; . [lY CONFLICTS INFORM ARCHITECT t T111ELY FASHION. 9. ALL DIMENSIONS TO BE OVERALL FROM FINISH FACE TO FINISH FACE UNLESS OTHERWISE NOTED. 11. CONFLICTS: IN CASE OF ANY CONFLICT WHEREIN THE METHODS OR STANDARDS OF THE INSTALLATION, #R THE MATERIALS SPECIFIED, DO NOT EQUAL OR EXCEED THE LAWS OR ORDINANCES THE LAWS OR ORDINANCES SH[LL GOVERN. NOTIFYARCHITECT OF ALL • TYPICAL.12. ALL HARDWARE, FITTINGS, FASTENERS, AND CONNECTORS TO BE STAINLESS STEEL AT ALL LOCATIONS R DE ISOLATION BETWEEN MET[ AND PRESSURE TREATED i •• PROVIDE BEAMS,GALVANIC ISOLATION BETWEEN DISSIMILAR METALS SUCH AS EXISTING FLASHINGS. 13. ALL WOOD USED FOR THIS PROJECT SHALL BE PRESSURE TREATED. ALL CUT ENDS AND DRILLED HOLES SHALL BE MULTI -COAT SEALED WITH COMPATIBLE TREATMENT ENTIRE SUPPORT FRAMING (COLUMNS, •BLOCKING,lrir[ •. CAPS) SHALLPROTECTIVE SEALED . AND STAINED TO MATCH DECK.EXISTING 14. EACH SUBCONTRACTOR RESPONSIBLE s•: •.:r ANY DAMAGE ..1 1 TO ADJACENT WORK, . AND SHALL . REPAIR SAID DAMAGE AT THEIR OWN EXPENSE. 15. CONTRACTOR SHALL OBTAIN CLARIFICATION FROM THE ARCHITECT FOR LOCATIONS OF AfTT SUPPLEMENTAL LIGHTING, ELECTRICAL OUTLETS, ETC. WHERE LOCATIONS ARE NOT INDICATED ON i[ 16. CONTRACTOR SHALL VERIFY THE SIZES AND LOCATIONS OF ALL OPENINGS FOR EQUIPMENT EQUIPMENT PADS,BASES, STRUCTURAL•r•r AS WELL AS POWER, AND WATER OR DRAIN [ A • BEFORE PROCEEDING i THE WORK. OR STRUCTURAL ENGINEER. GENERAL CONTRACTOR IS ENTIRELY RESPONSIBLE FOR ALL ASPECTS OF PROJECT PREPARATION, CONSTRUCTION, AND COMPLETION, INCLUDING BUT NOT LIMITED TO, CODE COMPLIANCE, INSPECTIONS,• • AND CERTIFICATE OF OCCUPANCY,•. • METHODOLOGY,AND SITE AND • •, SAFETY Install per manufacturers p s ecifications. Have all . manufacturer documentation on site. c o u O �'x u U � y Q� Ud < > v n U O d ar L� N; 3 6 3 U RECEIVED May 17 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT �4 - 3 CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2015 EDITION). 2. DESIGN LOADING CRITERIA: HANDRAILS AND GUARDS GUARDRAILS/BALCONY RAILS CONCENTRATED LOAD . . . . . . . . . . 200 LBS RESIDENTIAL - ONE AND TWO-FAMILY DWELLINGS FLOOR LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . 40 PSF MISCELLANEOUS LOADS DECKS . . . . . . . . . . . . . . . . . . . . . . . . 1.5 x AREA SERVED DEFLECTION CRITERIA LIVE LOAD DEFLECTION . . . . . . . . . . . . . . . . . . L/360 TOTAL LOAD DEFLECTION . . . . . . . . . . . . . . . . . . L/240 ENVIRONMENTAL LOADS SNOW . . . . . . . . . . . Ce=1. 0, Is=1.0, Ct=1. 1, Pg=25 PSF, Pf=20 PSF WIND . . . . . . . GCp i =0. 18, 110 MPH, RISK CATEGORY II, EXPOSURE "B" EARTHQUAKE . . . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: CANTILEVER TIMBER FRAME, Vs = 4.0 KIPS SITE CLASS=D, Ss=1.266, Sds=0.844, S1=0.496, SD1=0.497, Cs=0.563, SDC D, Ie=1.0, R=1.5 SEE PLANS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, THE SPECIFICATION, THESE GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. 4. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL PLANS AND DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND DETAILS. VERTICAL DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL WALL SECTIONS, BUILDING SECTION, AND PLANS. DETAILING AND SHOP DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND STRUCTURAL DRAWINGS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-14 "DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION". 7. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 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, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALL TYPICAL NOTES AND DETAILS SHOWN ON DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED ON THE PLANS, THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO TYPICAL DETAIL IS NOTED, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED OR REQUEST ADDITIONAL INFORMATION. THE CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. 9. ALL STRUCTURAL SYSTEMS, WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED, SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. GEOTECHNICAL 10. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING OFFICIAL. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT FINISHED GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE . . . . . . . . . . . . . . . . . . . . . . 1500 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) . . . . . . .55 PCF/35 PCF ALLOWABLE PASSIVE EARTH PRESSURE (FS OF 1.5 INCLUDED). . . . . . . 300 PCF COEFFICIENT OF FRICTION (FS OF 1.5 INCLUDED) . . . . . . . . . . . . . . 0.3 TRAFFIC SURCHARGE PRESSURE (UNIFORM LOAD) . . . . . . . . . . . . . 75 PSF SEISMIC SURCHARGE PRESSURE (UNIFORM LOAD) . . . . . . . . . . . . . 7H PSF General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS RENOVATION 11. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. 12. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER IF EXISTING CONDITIONS DETERMINED DURING WORK VARY FROM THE EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS. 13. CONTRACTOR SHALL CHECK FOR DRY ROT AT ALL AREAS OF NEW WORK. ALL ROT SHALL BE REMOVED AND DAMAGED MEMBERS SHALL BE REPLACED OR REPAIRED AS DIRECTED BY THE STRUCTURAL ENGINEER OR ARCHITECT. 14 01►0 14. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH ACI 301, INCLUDING TESTING PROCEDURES. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF f'c = 3,000 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. REQUIRED CONCRETE STRENGTH IS BASED ON THE DURABILITY REQUIREMENTS OF SECTION 1904 OF THE IBC. DESIGN STRENGTH IS f'c = 2,500 PSI. 15. ALL CONCRETE WITH SURFACES EXPOSED TO WEATHER OR STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT FOR FROST -RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318-14, TABLE 19.3.2. 1 MODERATE EXPOSURE, F1. 16. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, FY = 40,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. SPIRAL REINFORCEMENT SHALL BE DEFORMED WIRE CONFORM I NG TO ASTM A615, GRADE 60, FY = 60, 000 PSI. 17. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315-99 AND 318-14. LAP ALL CONTINUOUS REINFORCEMENT #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318-14, CLASS B. 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. 18. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . . . . . . . . . . . . . . . . . . . . . . 3' FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER) . . . . 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER). . 1-1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . . . . . . 1-1/2" SLABS AND WALLS (INT. FACE). . . GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" 19. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). STEEL 20. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: A.AISC 360 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. B.APRIL 14, 2010 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES AMENDED AS FOLLOWS: AS NOTED IN THE CONTRACT DOCUMENTS, BY THE DELETION OF PARAGRAPH 4.4.1, AND REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT DOCUMENTS" IN PARAGRAPH 3.1. C.SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. 21. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION FY A.WIDE FLANGE SHAPES A992 50 KSI B.OTHER SHAPES, PLATES, AND RODS A36 36 KSI C.OTHER SHAPES AND PLATES A572 (GRADE 50) 50 KSI (NOTED GRADE 50 ON PLANS) D. PIPE COLUMNS A53 ( E OR S, GR. B) 35 KSI E. STRUCTURAL TUBING A500 ( GR. B) -SQUARE OR RECTANGULAR 46 KSI -ROUND 42 KSI -ANY SHAPE ASTM A1085 50 KSI F.CONNECTION BOLTS A325-N (3/4" ROUND, UNLESS SHOWN OTHERWISE) 22. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 23. ALL STEEL EXPOSED TO THE WEATHER OR IN CONTACT WITH GROUND SHALL BE STAINLESS STEEL, UNLESS OTHERWISE NOTED, 24. ALL A-325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. 25. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 26.ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT - LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. WOOD 27.FRAMING LUMBER SHALL BE S-DRY, KD, OR MC-19, AND GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD "GRADING RULES FOR WEST COAST LUMBER NO. 17", OR WWPA STANDARD, "WESTERN LUMBER GRADING RULES 2011". FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS (2X & 3X MEMBERS) HEM -FIR NO. 2 AND BEAMS MINIMUM BASE VALUE, Fb = 850 PSI (4X MEMBERS) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fb = 1000 PSI BEAMS (INCL. 6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fb = 1350 PSI POSTS (4X MEMBERS) DOUGLAS FIR -LARCH NO. 2 MINIMUM BASE VALUE, Fc = 1350 PSI (6X AND LARGER) DOUGLAS FIR -LARCH NO. 1 MINIMUM BASE VALUE, Fc = 1000 PSI STUDS, PLATES & MISC. FRAMING: DOUGLAS FIR -LARCH NO. 2 OR HEM -FIR NO. 2 28. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND ANSI/AITC STANDARDS. EACH MEMBER SHALL BEAR AN AITC OR APA-EWS IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC OR APA-EWS CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Fb = 2,400 PSI, Fv =265 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V8, Fb = 2400 PSI, Fv = 265 PSI. 29. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. 30. PRESERVATIVE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD U1 TO THE USE CATEGORY EQUAL TO OR HIGHER THAN THE INTENDED APPLICATION. TREATED WOOD FOR ABOVE GROUND USE SHALL BE TREATED TO AWPA UC3B. WOOD IN CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO AWPA UC4A. WOOD FOR USE IN PERMANENT FOUNDATIONS SHALL BE TREATED TO AWPA UC4B. 31.FASTENERS AND TIMBER CONNECTORS USED WITH TREATED WOOD SHALL HAVE CORROSION RESISTANCE AS INDICATED IN THE FOLLOWING TABLE, UNLESS OTHERWISE NOTED. WOOD TREATMENT CONDITION PROTECTION HAS NO AMMONIA CARRIER INTERIOR DRY G90 GALVANIZED CONTAINS AMMONIA CARRIER INTERIOR DRY G185 OR A185 HOT DIPPED OR CONTINUOUS HOT -GALVANIZED PER ASTM A653 CONTAINS AMMONIA CARRIER INTERIOR WET TYPE 304 OR 316 STAINLESS CONTAINS AMMONIA CARRIER EXTERIOR TYPE 304 OR 316 STAINLESS AZCA ANY TYPE 304 OR 316 STAINLESS INTERIOR DRY CONDITIONS SHALL HAVE WOOD MOISTURE CONTENT LESS THAN 19%. WOOD MOISTURE CONTENT IN OTHER CONDITIONS (INTERIOR WET, EXTERIOR WET, AND EXTERIOR DRY) IS EXPECTED TO EXCEED 19%. CONNECTORS AND THEIR FASTENERS SHALL BE THE SAME MATERIAL. COMPLY WITH THE TREATMENT MANUFACTURERS RECOMMENDATIONS FOR PROTECTION OF METAL. 32.TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C-C-2019. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC-ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER FOR MAXIMUM LOAD CARRYING CAPACITY. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST HANGERS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM)AS MEMBERS CONNECTED. 33. WOOD FASTENERS A.NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 6d 2" 0. 113" 8d 2-1/2" 0. 131" 10d 3" 0. 148" 12d 3-1/4" 0. 148" 16d BOX 3-1/2" 0.135" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END. B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. A. NOTCHES ON THE ENDS OF SOLID SAWN JOISTS AND RAFTERS SHALL NOT EXCEED ONE-FOURTH THE JOIST DEPTH. NOTCHES IN THE TOP OR BOTTOM OF SOLID SAWN JOISTS SHALL NOT EXCEED ONE -SIXTH THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE SPAN. HOLES BORED IN SOLID SAWN JOISTS AND RAFTERS SHALL NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE JOIST, AND THE DIAMETER OF ANY SUCH HOLE SHALL NOT EXCEED ONE-THIRD THE DEPTH OF THE JOIST. 35. 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, THE AITC "TIMBER CONSTRUCTION MANUAL" AND THE AWC "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION". MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO IBC TABLE 2304.10.1. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. B. FLOOR FRAMING: PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOE -NAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI JOIST BEAMS TOGETHER WITH TWO ROWS 16d @ 12" ON -CENTER. STRUCTURAL ENGINEERING 2124 Third Avenue - Suite too - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253•z84.9470 ssfengineers.com Copyright 2021 Swenson Say Fag6t - All Rights Reserved DESIGN: LSD DRAWN: NHD CHECKED: LSD APPROVED: DJS REVISIONS: JURISDICTIONAL APPROVAL STAMP: PROJECT TITLE: Stenchever Deck ARCHITECT: RECEIVED May 17 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ISSUE: Permit SHEET TITLE: General Structural Notes SCALE: DATE: January 18, 2021 PROJECT NO: 12670-2021-01 SHEET NO: S1.1 F(N) FTG. SHALL NOT SURCHARGE (E) WALL I TYPICAL, THUS: I NEW FTG. ' (E) WALL f 3'4 sq. x14"dp. FOOTING W/ (5)#5 EA. WAY BOT., TYP. (8) LOC'S. I — 1 I I I LJ I I I STEEL CROSS BRACING, ABOVE, TYP. TYP. @ (8) LOCS W/ BRACE ORIENTATION & LOC. PER PLAN 12/S31 Ir I r I LJ I � � I I (E) FOOTING -I I I I L I I - � I I (E) FOOTING -I I I I L I J I I I ; ; I I Foundation Plan Scale: 1/4" = 1'-O" 7 (E) POST BA410 (MAX) z (STAINLESS STEEL) o w typ. AT 410 BEAMS, � (12) LOCS. 7/S3.1, 11/S3.1 7153.1 _ - TREATED GL -_,5 2412 8/S3.1 8/S3.1----___ - I -- I DTT2Z I o (STAINLESS STEEL) < N C j o ----- ------ ------------- I I 7/S3.1 I 7 IS TREATED GL 5%I 2x12 I \ I \ � I o I X I � I 10/S3.1 I <----- ----- - --------- 02) 7/S3.1 - cc- I I L TREATED IL 51 7/S3.1 I /2x12 I _ STEEL CROSS BRACING, I I S3. TYP. (6) LOC'S. CD I I I I DTT2Z t o N I i S3.1 (STAINLESS STEEL)-\- �_ -�< \- -------- - ---- -- c - - -I 1 1 I _ 7/S3.1 8/S3.1 I 7�S3.1 U Q wo 8/S3.1 TRTED /----- - 10/S3.1G1 5x12I -I ao P.T. 6x6 POST, TYP. (8) LOC'S. W/ CCQ66SDS2.5 CAP (STAINLESS STEEL) & CBSQ66-SDS2 (STAINLESS STEEL) BASE co`% LUS210 HANGER — (STAINLESS STEEL) I� w t E BEAM II Legend 1 ® NEW STRUCTURAL WALL OR POST BELOW U --------- __ NEW STRUCTURAL WALL OR POST ABOVE o L @» Lai N o ' EXISTING STRUCTURAL WALL OR POST ABOVE 0 ® EXISTING WALL OR POST BELOW 0 EXISTING STEM WALL & FOOTING (E) LEDGER — — — — — F/- NEW CONCRETE PLINTH & FOOTING L_ J U210 HANGER SPAN DIRECTION (STAINLESS STEEL) EXTENT OF JOISTS DTT2Z (STAINLESS STEEL) NEW HEADER/BEAM PER PLAN EXISTING HEADER/BEAM HANGER — — 10 HANGER TAINLESS STEEL), tYP• ��.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�.�■ TENSION TIES FOR LATERAL LOADS ARE REQUIRED FOR THE T. 2x10 (min.) ' LEDGER TO STRUCTURE ATTACHMNT. HOLD DOWN OR TESION LEDGER DEVICE WITH A 1500# CAPACITY OR 750# CAPACITY HOLD DOWN DEVICES IN 4 LOCATIONS EVENLY DISTRIBUTED ALONG THE (E) DECK I^ DEMOLIAD i DECK AND WITHIN 2 FT OF THE END. INSTALL ALL DEVICES PER i _I ■ MANUFACTURERS INSTRUCTIONS. ■ DIZZ ( AINLESS STEEL) CQ210-2-SDS HANGER AINLESS STEEL) k) WALL FRAMING / EDGE OF BUILDING (E) (2)2x10 FIELD VERIFY (E)2x10 @ 16"oc JOISTS, FIELD VERIFY Framing Plan Scale: 1/4" = 1'-O" Plan Notes 1. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 2. DO NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 3. THE BOTTOM OF ALL EXTERIOR FOOTING SHALL BE 18" MINIMUM BELOW EXTERIOR GRADE. 4. TYPICAL NEW DECKING CONSISTS OF TREK DECKING PER ARCHITECT OVER JOISTS AND BEAMS PER PLAN. FACE GRAIN PERPENDICULAR TO JOISTS AND BEAMS, UNLESS NOTED OTHERWISE. 5. PROVIDE AC, ACE, PC, EPC, LPC, OR LICE COLUMN CAP AND BASE AT ALL BEAM TO COLUMN CONNECTIONS UNLESS NOTED OTHERWISE. 6. MANUFACTURED LUMBER PRODUCTS (LSL, LVL, PSL, GL) SHALL BE INSTALLED WITH A MOISTURE CONTENT OF 12% OR LESS. THE CONTRACTOR SHALL MAKE PROVISIONS DURING CONSTRUCTION TO PREVENT THE MOISTURE CONTENT OF INSTALLED BEAMS FROM EXCEEDING 12%. 7. ALL POSTS ABOVE SHALL BEAR FULLY ON BEAMS OR POSTS BELOW AND SHALL HAVE FULL CONTINUOUS BEARING THROUGH FLOORS TO FOUNDATION. 8. REFERENCE ARCHITECTURAL DRAWINGS FOR WATERPROOFING DETAILS AND REQUIREMENTS. 9. ALL CONNECTORS SHALL BE STAINLESS STEEL, U.N.O. 10. HANDRAILS PER TYPICAL HANDRAIL DETAILS PER 10/S3.1 AND 11/S3.2 OR APPROVED ALTERNATE. STRUCTURAL ENGINEERING 2124 Third Avenue - Suite ioo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253.2$4.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: LSD DRAWN: NHD CHECKED: LSD APPROVED: DJS REVISIONS: JURISDICTIONAL APPROVAL STAMP: PROJECT TITLE: Stenchever Deck ARCHITECT: RECEIVED May 17 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ISSUE: Permit SHEET TITLE: Deck Plans 1/4" = P-0" U.N.O. DATE: January 18, 2021 PROJECT NO: 12670-2021-01 SHEET NO: S2,01 zz t■ ■ ■ ■ ■ ■ ■ ■ ■ ■� ITENSION TIES FOR LATERAL LOADS ARE REQUIRED FOR THE LEDGER TO STRUCTURE i HOLD DOWN OR TESION DEVICE IATTACHMNT. WITH A 1500# CAPACITY OR 750# CAPACITY HOLD ■ (E) EXTERIOR WALL SHEATHING (E) EXTERIOR WALL SHEATHING DOWN DEVICES IN 4 LOCATIONS EVENLY I DISTRIBUTED ALONG THE DECK AND WITHIN 2 FT WATERPROOFING PER ARCH. ■ OF THE END. INSTALL ALL DEVICES PER I ; I MANUFACTURERS INSTRUCTIONS. P.T. 2x LEDGER TO MATCH ■ �� ■ DECK FRAMING (U.N.O.) (E) RIM OR BLOCKING W/ (2) ROWS SDS'/4x3l/2 SCREWS @ 6"oc, STAGGERED ' (E) JOISTS AND SHEATHING IVI IVI IAI IAI JL (E) JOISTS AND SHEATHING E BEAM PER PLAN /\ NO CONN. AT BEAM TO RIM (E) BEAM/HDR. (where occurs) (E) BEAM/HDR. (where occurs) 4" min. 6"oc 5" max. SDS Screw Spacing Elevation FOR CALLOUTS IN COMMON NOTE: LEDGER FASTENER SPACING SEE 4/S3.1 MAY BE OFFSET UP TO 3" TO AVOID INTERFERENCE W/ JOIST HANGER 1 2 3 4 BEAM PER PLAN JOISTS PER PLAN TREX DECKING HDG THREADED ROD TREX DECKING PER ARCH. (1" THK. MAX) AT DTT2Z CONN. PER PLAN PER ARCH. (1" THK. MAX) DTT2Z CONN. PER PLAN HANGER PER PLAN BRACE CONNECTION IN CCQ COLUMN CAP PERPENDICULAR DIRECTION Xz CCQ COLUMN CAP PER PLAN (where ocurs) McMASTER—CARR STAINLESS 3/4" STL. EYENUT W/ 0 0` . • /4 0 THRD. ROD _IC-4 varies (15• to 45°) STAINLESS STL. LIFTING - --- THIMBLE FOR 1/2" 0 varies (15• to 45•) ' WIRE ROPE-- (4) STAINLESS STL. CAST �, /2"x3"sq STAINLESS WIRE ROPE CLAMPS EA. \ STEEL WASHER END, TYP. TORQUE EA. POST PER PLAN �� ,oP� Q" CLAMP TO 45ft—lbs. �V (9'-6" MAX HT. ALLOWED) POST PER PLAN �,� PER MFR. REQMNTS. (9 —6 MAX HT. ALLOWED) • 1/2"0 STAINLESS STL. FLEXIBLE BRACE CONNECTION IN DEAD END \ WIRE ROPE (607), PERPENDICULAR DIRECTION PROVIDE TURNBUCKLE IN (where ocurs) LIVE END SPAN OF WIRE TO ALLOW WIRE TO BE RETIGHTENED FOR CALLOUTS // AS REQ'D. MAX ALLOWABLE IN COMMON CABLE LOAD IS 3000lbs. SEE 8/S3.1 Typical Brace Top Connection - E-W Braces 7 Typical Brace Top Connection - N-S Braces 8 POST, PLINTH, & FTG. THRD ROD INSIDE TIES TOP RAIL & CONN. J ' PER ARCH CABLE/WIRE ROPE CONN. PER 8/S3.1 Plan dew TREK DECKING McMASTER—CARR PER ARCH. (1" THK. MAX) STAINLESS 4 STL. EYENUT W/ POST PER PLAN DECK JOISTS PER STAINLESS STEEL DECK GUARDRAIL a E TREK DECKING 3 /4 0 THRD. ROD (9'-6" MAX HT. ALLOWED) PLAN HSS 11/2x11/2x1/4 � PER ARCH. (1" THK. MAX) U—BAR TO MATCH &LAP SIMPSON CBSQ POST BEAM PER PLAN DTT2Z EA. GUARDRAIL W/ VERT. REINF., (4) TOTAL, BASE PER PLAN POST (STAINLESS STEEL) AT CONTR OPTION, PROVIDE (2) 1/2" 0 HDG BOLTS PROVIDE (4)#5x SL IN LIEU _____ _ s EA. GUARDRAIL POST OF U—BARS AND VERTS 00 ----------- - N--------- - • CV --- •.• / / / / / / / / / / / / / / N_ z `V 18"0 CONC. PLINTH W/ - (2) BAYS FULL —DEPTH ALIGN 2x10 JOIST (8)#5 x L VERT. & \\� Plan - CD 2x BLKG. W/ A35 EA. #4 x (D @ 6" oc W/ P.T. 2x12 min. END OF EA. BLOCK R� 4" TO MATCH (3)#4 x 0 IN TOP!\//�\//�\/��\��/�//��/\/�� POST DIMS 6 OF PLINTH /\\// ; 4 5 /\ 2 FOOTING SIZE & FOR CALLOUTS POST BEYOND PER PLAN\\/\ ��\' REINF. PER PLAN IN COMMON SEE S3.1 11 / / / r >/2 x4 sq WASHER//\\j/\//\//\//\//\//\//\//\//\// /00000/ 9 10 11 12 Typical Brace Base Connection STRUCTURAL ENGINEERING 2124 Third Avenue - Suite ioo - Seattle, WA 98121 p:2o6.443.6212 ssfengineers.com 934 Broadway - Tacoma, WA 98402 P:253.2$4.9470 ssfengineers.com Copyright 2021 Swenson Say Faget - All Rights Reserved DESIGN: LSD DRAWN: NHD CHECKED: LSD APPROVED: DJS REVISIONS: JURISDICTIONAL APPROVAL STAMP: _ PROJECT TITLE: Stenchever Deck _ ARCHITECT: RECEIVED May 17 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ISSUE: SHEET TITLE: Permit Details SCALE: 3/4" = 1'-0" U.N.O. DATE: January 18, 2021 PROJECT NO: 12670-2021-01 SHEET NO: S34,1