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APPROVED BLD-200415 Carpenter Permit SetTAX LOT NUMBER PARCEL #00527900001900 ADDKE55 OF pKOPERTY 21811 95TH AVE. W. EDMONDS WA 98020 LEGAL DE5CK11'TION MUNGER ADD NO 3 FLK 000 D-00 - LOT 19 OWNEK OF f KOI`2EKTY MOCK 5TEFHANIE f2KE FAKED 13Y ANNALEA OVERA C (360) 610-1085 aover,901ive.com 5TKUCTUKAL ENGINEEK MIKE ANNEE ANNEE STRUCTURAL ENGINEERING 1801 18TH AVENUE SOUTH SEATTLE, WA 98144 T (206) 658-5169 m i kega n neeotructu ra I.com 5COFE OF WOKK MAIN AND 5ECNOD FLOOR ADDITION AT REAR OF HOUSE. ZONING R5-8 CON5TIZUCTION TYPE VB;SMOKE DETECTORS G12055 FL0012 AKEA MAIN FLOOR 1539 5F (HEATED) f ROP05ED 15T FL. ADD. 432 SF (HEATED) PROPOSED 2ND FLOOR 232 SF (HEATED) TOTAL HEATED 2205 5F LOT COVERAGE ZONING R5 8 TOTAL LOT AREA (0.18 ACRE) 7840 5F ALLOW. LOT COV. 35% = 2744 5F EX15TING TO REMAIN 5FR 1575 5F 5HED 1 198 5F SHED 2 60 SF (FIRST 36" OF EAVE & GUTTER NOT INCLUDED IN CALCULATIONS) TOTAL LOT COVERAGE = 1833 5F FKOF05ED ADDITION 432 5F AWNING 0 REAR 120 5F TOTAL FKOFOSED LOT COVERAGE = 2585 5F AVEKAGE GKADE NW CORNER: 101'-61/4'' NE CORNER: 101'-3" 5E CORNER:102'-3/4" 5W CORNER: 101'-8" AVG.=101'-71/2" SEE 51TE FLAN E5TAFLI5HED DATUM POINT AT (E) STREET STORM DRAIN 0100' DUILDING HEIGHT MAX ALLOW. FA5E HEIGHT 25 FT FROFO5ED BUILDING HEIGHT 22'-5" 13UILDING CODE5 SEATTLE RESIDENTIAL CODE 2015 (ARCH), SEATTLE BUILDING CODE 2015 (5TRL), WA STATE ENERGY CODE 2012, SEATTLE MECHANICAL CODE 2012, WA STATE FLUMFING CODE & AMENDMENTS 2012, SEATTLE ELECTRICAL CODE 2008. GENEKAL NOTE5 -CONTACT ARCHITECT IMMEDIATELY CONCERNING ANY D15CREFANCIE5 IN THE DRAWINGS PRIOR TO FROCEEDING WITH WORK IN THE AFFECTED AREA. -ALL AFFLICAFLE CODES, ORDINANCES, AND MINIMUM STRUCTURAL REQUIREMENTS TAKE FRECEDENCE OVER ALL DRAWING NOTES, 5FECIFICATION5, AND SIZES -VERIFY ALL DIMENSIONS FEFORE 13EGINNING WORK -DO NOT SCALE DRAWINGS -FROVIDE AFFROVED DRAFT5TOFFING IN CONCEALED 5FACE BETWEEN CEILING AND FLOOR FER IRC. -FROVIDE SOLID WOOD FLOCKING FOR SUFFORT AT ALL WALL MOUNTED FIXTURES -FLASH ALL OPENINGS WITH MINIMUM 26 GAUGE GALVANIZED OR ALUMINUM -ALL WOOD IN CONTACT WITH CONCRETE OR MA50NKY TO FE FRE55UKE TREATED. -5FRAY-FOAM INSULATION TO FE ICYNENE CLA551C MAX (E5R-1826) OR SIMILAR. -5FRAY-FOAM INSULATION SHALL FE INSTALLED FY A CERTIFIED INSTALLER. A COPY OF THE INSTALLERS CERTIFICATE SHALL FE ON SITE. 5TAIR GUAKPKAIL 5TAIKWAY5 W/ 4 OR MORE RI5ER5 TO HAVE CONTINUOUS HANDRAIL. HANDRAIL TO FE 54" TO 58" ABOVE N051NG DALUSTEKS/INTERMEDIATE RAIL5 TO FE 5FACED SUCH THAT A 4" 5FHEKE CANNOT FA55 THROUGH. GUARDRAIL HAND GRIP FORTION TO 1 E NOT LE55 THAN 1-1/4" NOR MORE THAN 2" IN CK055 SECTIONAL DIMEN51ON HANDRAIL SHALL FE 1 1/2" FROM WALL KETI K HANDRAIL TO NEWEL F05T OR WALL. ENERGY 5FECIFICATION5 CLIMATE ZONE City pf Edmonds -REMODEL & NEW COMFONENT5 SHALL COMFL W/TAFLE SEC R402.1.1 -FER SEC R401 A RESIDENTIAL ENERGY COMPLIANCE CERTIFICATE COMPLYING WITH 5E R401 15 REQUIRED TO FE COMFLETED FY THE DESIGN FROFE5510NAL OR FUILDER AND FEKMANENTLY F05TED WITHIN 3' OF THE TREE MOTECTION AREA TREE FKOTECTION FENCING REQUIRED AROUND ENTIRE DKIF LINE ON THE FEKMIT SITE (THE TREE PROTECTION AREA - TFA: -FENCING MUST FE INSTALLED FRIOK TO DEMOLITION AND GROUND DISTURBANCE; -KEPT IN PLACE FOR THE DURATION OF CONSTRUCTION; -MODIFICATIONS BY AFFROVAL OF PROJECT PLANNER ONLY -NO 501L DI5TUR13ANCE OR ACTIVITY ALLOWED WITHIN A FENCED AREA(5), SUCH AS BUT NOT LIMITED TO: MATERIAL STORAGE / 5TOCKFILING, PARKING, DUMPING OR WASHING. 5MOKE DETECTOK5 FATTERY OFERATED, FUILDING OWNER OCCUPIED, BUILDING UNDERGOING ONLY RENOVATION 5KC 514.4. EXISTING SMOKE DETECTOR LOCATIONS ARE INDICATED ON FLANS FY "ESP" AND NEW SMOKE DETECTOR LOCATIONS INDICATED FY "5D." CARBON MONOXIDE ALARMS INDICATED ON FLAN5 A5 "CM." APPROVED PLANS MUST BE ON JOB SITE ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE . r City Of Edmonds Building Work Car enter Remodel Addrei Owner Scott. • SteDhanne. • Building • /�(Oox /d Permit Number BLD / , / ELECTRICAL FANEL PRIOR TO FINAL INSPECTIOI�� -FER SEC 403.1 EACH DWELLING UNIT 15 REQUIRED TO FE FROVIDED WITH AT LEAST ONE FKOGKAMMAFLE THERMOSTAT FOR THE REGULATION OF TEMFERATURE. -FER SEC 402.4 THE FUILDING THERMAL ENVELOPE OF THE REMODEL SHALL FE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SEC K402.1.1 THROUGH R402.4.4. -FER R403.2.2 DUCTS, AIR HANDLERS, AND FILTER 13OXE5 SHALL FE SEALED. JOINT5 AND SEAMS SHALL COMELY WITH EITHER THE IMC OR THE IRC AS AFFLICAFLE. -REMODEL TO REFLACE LE55 THAN 60% OF EXISTING LIGHTING. -MINIMUM 75% OF ALL LUMINARIES SHALL FE HIGH EFFICACY LUMINARIES D DD J D Lv ✓w Q ° J= 50" WESTERN HEMLOCK nTSuga heterophylla vJ D � D D D D D D 0 D � D ✓ D D D D D D ° D 100' D D D D D ELEVATIONS TAKEN D FROM STORM DRAIN D DRIVEWAY D D p D D D D D p D D D D D D D p D D D D p D D D ° D D p D D D D p p D D D p D ELECTRICAL FANEL PRIOR TO FINAL INSPECTIOI�� -FER SEC 403.1 EACH DWELLING UNIT 15 REQUIRED TO FE FROVIDED WITH AT LEAST ONE FKOGKAMMAFLE THERMOSTAT FOR THE REGULATION OF TEMFERATURE. -FER SEC 402.4 THE FUILDING THERMAL ENVELOPE OF THE REMODEL SHALL FE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SEC K402.1.1 THROUGH R402.4.4. -FER R403.2.2 DUCTS, AIR HANDLERS, AND FILTER 13OXE5 SHALL FE SEALED. JOINT5 AND SEAMS SHALL COMELY WITH EITHER THE IMC OR THE IRC AS AFFLICAFLE. -REMODEL TO REFLACE LE55 THAN 60% OF EXISTING LIGHTING. -MINIMUM 75% OF ALL LUMINARIES SHALL FE HIGH EFFICACY LUMINARIES D DD J D Lv ✓w Q ° J= 50" WESTERN HEMLOCK nTSuga heterophylla vJ D � D D D D D D 0 D � D ✓ D D D D D D ° D 100' D D D D D ELEVATIONS TAKEN D FROM STORM DRAIN D DRIVEWAY D D p D D D D D p D D D D D D D p D D D D p D D D ° D D p D D D D p p D D D p D D D D D D D D D 5HEET INDEX ID Name AO.0 COVER 5HEET AU FLOOR PLAN5 A1.2 FLOOR PLAN5 A2.0 EXT ELEV A2.1 EXT ELEV A3.0 130G.5ECTION A4.0 INT. ELEV. A6.0 5CHEDULE5 51.0 5TKUCTUKAL5 51.1 5TKUCTUKAL5 52.0 5TKUCTUKAL5 52.1 5TKUCTUKAL5 53.0 5TKUCTUKAL5 53.1 5TKUCTUKAL5 Marina Beach Park Edmonds Kingston - Ferry Toll Booth Edmonds main st Main St Dayton St ,B FL Walnut st Yost Park Edmonds Marsh Edmonds City Park < oodway 1811 95th Avenue West PINE PART( NEIGHBORHOOD 221ou, St sw ioa � 226th5xSW Esperan WESTGATE 226th St SW Dr LOCATION MAP J ✓ � D D Dr D D p J D ° p D D p I p D v D p 218TH FL. 5W. GRAVEL F.L. 115' — WOOD FENCE - - - - - - - - - - - - - - - -' E 5HED 2 ROOF OVERHANG 101'-3" i' ,I ,I ] i I i I � i I i I I I I I z II� z Q SHE I� p I� E 5FR 1 Q Q 21811 NEW AWNING ] N 95TH Q LL AVE. W. I I N I ] I I FROFOSED I I I ADDITION I I I I ENTRY I I I I I II I D I d I D I ° D D I p I D I Ip I D ° 102'-3/4" D p I I D p I 7-6" SIDE YARD 5ET15ACK I 1 ROOF OVERHANG 77 I I I I 1 1 I 1 I I I I 1 I 1 I 1 I 1 I I I 1 I I I 1 I I 1 I I 1 Nz U Q m� �a W J � zz zz W < nt O pC U W� zz OLL Z� O TWT VJ 0 O W Lij VJ co N PROJECT NUMBER: 0001 fi EKM IT PERMIT NUMBER: DRAWING SET DATE: 04/15/20 REVISIONS: COVER 5HEET DCI SEAL SITE PLAN SCALE: 1" = 10' WALL TYPE KEY EXI5TING WALL5 TO REMAIN NEW WALL5 WALL5 TO BE DEMOLI5HED 39, 24' 15, 1 2. &'-9 3/4" jN v 1 = 9 Lo = B DROOM 3 Y A=368 N CL05ET MASTER BED o N W/D O N ° LLI BEDROOM 2 �i 0 W �j MA5TER BATH I/ w Q BATH 2 3 / Q LL1 FURNACE CLOSET _ K) CL05ET N } (E) F/P Lu � z nn - - - DZ SHADED REGION � � N n NOT IN SCOPE OF i uD d� LD � -75 WORK n NEW GUARDRAIL TO 36" ABOVE TREAD NOSING, MIN. MAX 5ALLU5TER OPENING SUCH THAT A 4" SPHERE MAY ` NOT PA55 THROUGH. MAX TREAD TO BOTTOM RAIL OPENING 5UCH THAT A 6" SPHERE MAY NOT PA55 THROUGH, TYP. 7 2 o 1 LIVING 7'-6° TYI'. DINING 6' 0 C.H. 6_8 PROJECT NUMBER: d- 0001 N m f2EKM IT NEW PERMIT NUMBER: BATH 1 LL11'-3 1/2" DRAWING 5ET DATE: LLJ ENTRY 1 04/15/20 De a REV1510N5: iW 5' LT U C9 N D 101 BEDROOM 1 cz EL N � m o � c= C=369 N 15' 2 2. 21' FL00K FLAN5 36, DCI 5EAL N 1 15T FLOOR PLAN 5GALE:1/4" = T-O" WALL TYPE KEY EXI5TING WALL5 TO REMAIN NEW WALL5 WALL5 TO BE DEMOLI5HED 1 2. (E) 5:12 SLOPE = (E) 5:12 5LOPE z < U -20LU � z cN O NEW AWNING tc) Rt 6' 1/4:12 16-91/2" 2s EGR 55 AWNING BELOW Sill '-6" N II 2T-51/4" m m 14KDN n 5' n � = 3 �. Z I 1 N 1 2.1 n N 2' 5' � i I I � i I � � I o 0 5' LOFT 2.1 5:12 8'-0;' `BPEN�O BnOw N 6' o v n 5' i , � I , � I PROJECT NUMBER: 0 5' ,' `� I 0001 n i N 2' O f2EKM IT ` \ PERMIT NUMBER: I I f DRAWING 5ET DATE: 13'-8 1/8" 12'-7 5/8" 04/13/20 26-3 3/4" REV1510N5: N 1 2N1) FLOOR FLAN 5GALE:1/4" = 1'-O" W 0 N_ LU W A102 2 2. FL00K FLAN5 DCI SEAL N 2 RPLAN )50MALE:1/4"= 1'-O" AWNING PER 5TRUC NORTH EXT. ELEVATION 5CALE:1/4" = 1'-O" NEW VERTICAI 51DIN 102'-3/4" EAST EXT. ELEVATION -ADDITION TOP OF ROOF )ND FLOOR ADDITION F. CL. :OND FLOOR ADDITION F. FL. MAIN FLOOR F.CL. 1E) MAIN FLOOR 102'-4" _AVf2_GRADE 10-t-7I/Z - TOP OF ROOF ?1'05ED 5ECOND FLOOR ADDITION F. CL. ZOP05ED 5ECOND FLOOR ADDITION F. FL MAIN FLOOR F.CL �HADED AREA TO EPRE5ENT (E) TO REMAIN __E) MAIN FLOOR 102'-4" _AV�3_GRApE U1-71L2' - PROJECT NUMBER: 0001 f2EKM IT PERMIT NUMBER: DRAWING 5ET DATE: 04/15/20 REV1510N5: A200 EXT ELEV PC[ SEAL 5CALE:1/4" = 1'-O" 50UTH EXT. ELEVATION 5GALE:1/4" = 1'-O" WEST EXT. ELEVATION -ADDITION 5CALE:1/4" = 1'-0" TOP OF ROOF PROP05EP SECOND FLOOR ADDITION F. CL. ,IPING AWNING PER STRUCTURAL PROPOSED SECOND FLOOR ADDITION F. FL. MAIN FLOOR F.CL. _ _ _ ___ELAIN FLOOR 102'-4" AVG-GRADE 101 71/2' TOP OF ROOF PROPOSED SECOND FLOOR ADDITION F. CL_ _PROPOSED SECOND FLOOR ADDITION F. FL. MAIN FLOOR F.CL. 'RESENT SCOPE (E) MAIN FLOOR 102'-4" _AVG-GRADE lQL 7ILL - PROJECT NUMBER: 0001 FEKM IT PERMIT NUMBER: DRAWING 5ET DATE: 04/15/20 REV151ON5: A201 EXT ELEV PC[ SEAL TIE ROD 5UPPORT5 TBD STANDING SEAM METAL ROOFING OR 51M. MIN. 5LOPE 1/2:12 UNDERLAYMENT SHEATHING FRAMING METAL FA5CIA TYPE TBD. KEBONY CLEAR CLADDING OR 51M. 2 AWNING DETAIL TOP OF ROOF NEW COMPOSITE ROOF SHEATHING PER STRUCTURAL Q FRAMING PER STRUCTURAL N 1" MIN. AIR GAP ABOVE INSULATION FOR AIR FLOW Q R-38 GATT INSULATION CS) 1/2" GWB 0) NEW ALUM. HALF ROUND GUTTER w/DOWN5POT5 z 1x10 FASCIA SOFFIT 5/4" HARDIE I )nL PROVIDE 1 1/2" WIDE CONTINUOUS SOFFIT VENTILATION w/CORR05ION RESISTANT WIRE CLOTH ` Z — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — _ _ _ _ _ _ _ _ _ _ PROPOSED SECOND FLOOR ADDITION F. CL. nL 2s SIDING PER PLANS. n � W SHEATHING PER STRUCTURAL FRAMING PER STRUCTURAL R-21 GATT. IN5. RIGID R-10 INSULATION AT 1/2" GWB z WINDOW & DOOR HEADER TYP. WALL FINISH PER SCHEUDLE LLI NEW WINDOWS PER 5CHEDULE cri U 6� F'ROF05ED LOFT NEW 1/2:12 AWNING NEW GUARDRAIL TO 56" ABOVE TREAD NOSING, MIN. N m -WOOD FRAMED MAX BALLU5TER OPENING SUCH THAT A 4" 517HERE MAY NOT METAL FASCIA N PA55 THROUGH. -50FFIT CLAD WITH KEDONY MAX TREAD TO BOTTOM RAIL OPENING SUCH THAT A 6" STANDING SEAM METAL ROOF BEAM PER STRUCTURAL 5PHERE MAY NOT PA55 THROUGH, TYP. -POWDER COATED 5TRUT5. PROJECT NUMBER: ���\���`:\ ���\�`�\ ��� r`� 5EE 2/A5.0 — — — — — — — — — — — — — — — — — — — — = \� — — — — — — — — — — — — — — — — — — — — — — — — — — — — PROPOSED SECOND FLOOR ADDITION F. FL. 0001 FLOOR FRAMING PER NP STRUCTURAL I MAIN FLOOR F.CL. I M I T ZZ h` PERMIT NUMBER: DRAWING SET DATE: CONTINUOU5 HANDRAIL ADAF 04/13/20 ABOVE TREAD AFFIXED TO WALL OPPOSITE ., \ �i\i GUARDRAIL (E) LIVING 51'ACE I'ROF05ED ADDITION I I `7 I REVISIONS: TO` I REMAIN. NOT IN 5C I'E ��,, ZZ I SOLID WOOD TREAD5 w/ C� I PARTIAL OPEN R15ER.�. OPEN TREAD FORMED SUCH (E) WALL AND FLOOR A55EM13LY THAT A 4" 5PHERE MAY NOT I I C� I PA55 THROUGH. �I STEEL CHANNEL STRINGER PER 5TRUCTURAL SLAB ON GRADE PER STRUCTURAL. FOOTING PER R-10 RIGID INSULATION 5TRUCTURAL 4" FREE DRAINING GRAVEL — — — — — — — — — — — — — — — — — — — — — — — — — - �E) MALN F1QOR D D D D D AVG. GRADE A500 D P LDG. SECTION DC[ SEAL 2 BUILDING SECTION SCALE: 1/2" = 1'-0" 0 w rn z < w w o � o LLI z Lv w > U 6� cri N PROJECT NUMBER: 0001 FEKM IT PERMIT NUMBER: ADJUSTABLE SHELVE5 DRAWING 5ET DATE: 04/15/20 REV1510N5: ROLL OUT 5HELVE5 Li / I 64" BUILT IN REF. ULL our FULLOUr RANGE SPICES UTEN5IL 5'-4 3/4" 1'-61/8" 8 7/8" 8 5/4" 3' 2'-101/4" A400 KITCHEN -WEST INT. ELEV. 1 KITCHEN -EAST 5CALE:1/2" = 1'-0 2 SCALE:1/2" = 1'-D" DC[ SEAL / PULL OUT PULL OUT p/W PULL OUT TRASH & SHELVES P0T5 & RECYCLE PANS 1'-6" 2'-1 5/8" 3' 2' WINDOW &DOOR SCHEDULE 4/11/2019 AO NEW VERTICAL GLAZING ID Quantity Width Height Area 5F Area total Location Type Glazin Hardware Type U-Value VGA*U W-100 1 6'-O" 3'-2" BEDROOM 1 SLIDER 3/4" DS 366, Ar on D5 Clear Zo-e Shield 5 w/Ar on TO MATCH EXISTING 0.28 0.28 W-101 2 2'-0" 5'-0" 10 10 STAIRS FIXED 3/4" DS 366, Ar on D5 Clear Zo-e Shield 5 w/Ar on TO MATCH EXISTING 0.28 2.800 3/4" DS 366, Ar on D5 Clear Zo-e Shield 5 w/Ar on 0.28 0.28 W-200 2 2'-0" 5'-O" 10 10 LOFT FIXED 3/4" DS 366, Ar on D5 Clear Zo-e Shield 5 w/Ar on 0.28 0.28 W-201 1 6'-O" 5'-O" 30 30 LOFT FIXED 3/4" DS 366, Ar on D5 Clear Zo-e Shield 5 w/Ar on 0.28 0.28 W-202 3 5'-0" 3'-O" 15 15 LOFT FIXED 3/4" DS 366, Ar on D5 Clear Zo-e Shield 5 w/Ar on 0.28 0.28 W-203 1 3'-O" 4'-O" 12 12 LOFT CASEMENT -EGRESS 3/4" DS 366, Ar on D5 Clear Zo-e Shield 5 w/Ar on NEW EXTERIOR DOORS D-104 1 6'-0" 6'-8" 8 8 DINING FRENCH FULL LITE W/ 2'-0" SIDE LIGHTS 3/4" DS 366, Argon DS Clear Zo-e Shield 5 w/Ar on 0.28 0.280 NEW INTERIOR DOORS D-100 1 2--15" 6'-8" SALON POWDER POCKET D-101 1 2--15" 6'-8" KITCHEN/SALON POCKET D-102 1 5'-0" 6'-8" BEDROOM 1 BYPASS CLOSET D-103 1 2'-15" 6'-8" BEDROOM 1 SWING TOTAL SF GLAZING 77.00 CONDITIONED SF MAIN 1150 Total SF conditioned 1150.00 GLAZING/ SF x100 6.696% TOTAL VGA*U/AREA = 0.054545455 WINDOW+DOOR NOTES: 1. ALL WINDOW AND SLIDING DOOR DIMENSIONS ARE TO ROUGH OPENING. ALL DOOR DIMENSIONS ARE DOOR PANEL DIMENSIONS EXCEPT SLIDING DOORS. 2. ALL NEW GLAZING AND DOOR U-VALUES PER WASHINGTON STATE ENERGY CODE 0.5 ENERGY CREDITS CLAIMED FROM TABLE 406.2 ALL WINDOW, DOOR, AND OVERHEAD GLAZING TO BE NFRC CERTIFIED PER MANUFACTURER 3. VERIFY ALL ROUGH OPENINGS IN FIELD PRIOR TO ORDERING. 4. PROVIDE TEMPERED GLASS WHERE REQUIRED BY IRC SECTION R308. (AT LOCATIONS INCLUDING, BUT NOT LIMITED TO THOSE MARKED TEMPERED IN THE SCHEDULE AND ELEVATIONS) i Climate zone is incorrect. 402.1.1 CLIMATE ZONE 4G KING COUNTY GLAZING U FACTOR VERTICAL= 0.28 GLAZING U FACTOR OVERHEAD= 0.50 CEILING ATTIC= R-49 CEILING VAULTED= R-38 ABOVE GRADE WALL= R-21 BELOW GRADE WALL INTERIOR= R-21 W/TB BELOW GRADE WALL EXTERIOR= R-10 FLOORS OVER UNHEATED AREA= R-30 SLAB ON GRADE=R-10 2' Total VGA*U= 4.200 co z � w � � o w � o Lu w � z >� w > U 6� N cri PROJECT NUMBER: 0001 FEKM IT PERMIT NUMBER: DRAWING 5ET DATE: 04/15/20 REV1510N5: A600 SCHEDULES DCI SEAL General Requirements All materials, workmanship, design and construction shall conform to the 2015 International Building Code (IBC) and local jurisdiction amendments. Definitions: The following definitions are used throughout these structural notes: IBC - Governing code including local amendments SER - Structural Engineer of Record per these Contract Documents UNO - Unless otherwise noted Drawings indicate general and typical details of construction. Typical details and general notes shall apply even if not specifically denoted on plans, UNO. Where conditions are not specifically indicated similar details of construction shall be used, subject to review and approval by the Architect and the SER. Reference to ASTM and other standards shall refer to the latest edition designated by IBC Chapter 35. Refer to the specifications for information in addition to that covered by these structural notes and drawings. Warranty: The SER has used that degree of care and skill ordinarily exercised under similar circumstances by members of the profession in this locale and no other warranty, either expressed or implied, is made in connection with rendering professional services. Design Criteria BUILDING CATEGORY: Structural Occupancy Category II (Importance factors listed below) LIVE LOADS: Roof; Snow: Roof snow load, Pf = 25 psf Residential: Uninhabitable attics without storage 10 psf Residential floor 40 psf LATERAL LOADS -WIND: Per IBC Section 1609.6 "Alternate All -Heights Method" Iw = 1.0; Kzt = 1.00 Kz = 0.62; Crsm < 0.66 (MWFRS); V = 6.8 kips Numbering below is per IBC Section 1603.1.4: 1. Basic Wind Speed (3-second gust) = 110 mph 2. Importance Factor = 1.0 3. Exposure = B 4. Internal pressure coefficient = +/- 0.18 5. Components and Cladding: The following working loads may be used in lieu of calculations: (Uplift at roof) . . . . . . . . . . . . . . . . . . in field; 10.6 psf at edges; 13.5 psf at corner; 21.3 psf (Overhangs) . . . . . . . . . . . . . . . . . . . . in field; 15.7 psf at edges; 21.5 psf at corner; 24.5 psf (Walls) . . . . . . . . . . . . . . . . . . . . . . at field; 12.4 psf at edge; 15.3 psf LATERAL LOADS -EARTHQUAKE: Numbering below is per IBC Section 1603.1.5: 1. Importance Factor = 1.0 2. Mapped Spectral Response Accelerations, Ss = 1.266 g; S1 = 0.495 g 3. Site Class = E ; Fa = 1.00, Fv = 1.50 4. Spectral Response Coefficients, Sds = 0.844 g, Sd1 = 0.497 g 5. Seismic Design Category = D 6. Basic Seismic Force Resisting System is: Vertical Elements = Wood Structural Panel Shear Walls Diaphragms = Wood Structural Panel Diaphragms: 7. Design Base Shear = 5.0 kips 8. Seismic Response Coefficient Cs = 0.130 9. Response Modification Factor R = 6.5 10. Analysis Procedure = Equivalent Lateral Force Procedure Additional Items: Building Location 47.801 N, 122.360 W Building Height = 19.5 feet Redundancy Factors: North/South Direction = 1.0 East/West Direction = 1.0 Contractor Execution Reauirements Contractor shall verify all dimensions and all conditions at the job site, including building and site conditions before commencing work, and be responsible for same. All discrepancies shall be reported to the Architect/SER (and resolved) before proceeding with work. Any errors, ambiguities and/or omissions in the contract documents shall be reported to the Architect/SER immediately, in writing. Contractor shall coordinate all dimensioned openings and slab edges shown on the contract documents. Some dimensions, openings and embedded items are shown on the structural drawings, refer to architectural drawings and contract documents for all dimensions, wall and floor openings, architectural treatment, embeds required for architectural items, etc. Do not scale drawings. Use only field verified dimensions. When electronic plan files are provided for the contractor's detailing convenience, it shall be noted that the electronic files are not guaranteed to be dimensionally accurate; the contractor uses them at their own risk. The published paper documents are the controlling Contract Documents. Electronic files of detail sheets and notes will not be provided. Contract Documents and any materials used in preparation of them, including calculations, are the exclusive property of the SER and can be reproduced only with the permission of the SER. Contractor initiated changes shall be submitted in writing to the Architect/SER for review and acceptance prior to fabrication/construction. Changes shown on shop drawings only will not satisfy this requirement. The contractor shall provide temporary bracing as required until all permanent connections have been installed. The contractor is responsible for the strength and stability of all partially completed structures including but not limited to concrete or masonry walls, steel framing and erection aids. The contractor shall be responsible for all required safety standards, safety precautions and the methods, techniques, sequences or procedures required in performing his work. The contractor shall coordinate with the building department for all building department required inspections. ShoD Drawina & Submittal Review The contractor shall review and stamp the shop drawings & submittals for review. SER will only review submittals for items shown on SER documents. Submittals for Deferred Structural Components will receive cursory review by SER for loads imposed on primary structure. SER will review shop drawings for general conformance with design concept of the project and general compliance with the information given in the Structural Contract Documents. Review of submittals does not constitute approval or acceptance of unauthorized deviation from Contract Documents. GENERAL STRUCTURAL NOTES (TYPICAL UNLESS NOTED OTHERWISE ON DRAWINGS) Shop Drawing & Submittal Review (including Deferred Structural Components) The contractor shall review and stamp the shop drawings & submittals for review. SER will only review submittals for items shown on SER documents. Submittals for Deferred Structural Components will receive cursory review by SER for loads imposed on primary structure. SER will review shop drawings for general conformance with design concept of the project and general compliance with the information given in the Structural Contract Documents. Review of submittals does not constitute approval or acceptance of unauthorized deviation from Contract Documents. Corrections or comments made on shop drawings during this review do not relieve contractor from compliance with the requirements of the plans and specifications. Contractor responsible for: * Reviewing, approving, stamping and signing submittals prior to submittal to Architect and SER * Timing submittals to allow 10 days of review time for the SER for corrections and resubmittal * Conformance to requirements of the Contract Documents * Dimensions and quantities * Verifying information to be confirmed or coordinated * Information solely for fabrication, safety, means, methods, techniques & sequences of construction * Coordination of all trades Resubmittals shall be clouded and dated for all changes to the submittal. Only clouded portions of resubmittal will be reviewed and SER's review stamp applies to only these areas. Substitutions Substitutions shall be submitted in writing prior to submittal of shop drawings. Shop drawings bearing substitutions will be rejected. Submit engineering data to substantiate the equivalence of the proposed items. The SER's basic services contract does not include review of substitutions that require re -engineering of the item or adjacent structure. Submittals Shop drawings and material submittals shall be submitted to the Architect and SER prior to any fabrication or construction for the following structural items. Submittals shall include one reproducible and one copy; reproducible will be marked and returned. If deviations, discrepancies, or conflicts between shop drawings submittals and the contract documents are discovered either prior to or after shop drawing submittals are processed by the SER, the Contract Documents control and shall be followed. * Structural steel shop and erection drawings * Glued laminated members (certificates to be on -site and available upon request) * Engineered wood beams (certificates to be on -site and available upon request) Inspection The building official, upon notification, shall make structural inspections as required by local ordinance. The inspection by the building official per IBC Section 109 will be separate from and in addition to the special inspection and structural observation mentioned subsequently. Special Inspections The owner shall retain a Special Inspector to perform the special inspection requirements required by the building official as outlined in IBC Section 1704. See the specifications for additional requirements for special inspection and testing. The architect, structural engineer, and building department shall be furnished with copies of all inspection reports and test results. The following inspections are required and shall be performed per the building code: * Special cases (1704.13): See Special Inspection Requirements Anchorage for add'I requirements. Geotechnical General Criteria Allowable soil pressure and lateral earth pressure are assumed and therefore must be verified by a Geotechnical Inspector or the building official. If soils are found to be other than assumed, notify the structural engineer for possible foundation redesign. All prepared soil -bearing surfaces shall be inspected by the owners Geotechnical Inspector (or building official) prior to placement of reinforcing steel and concrete. Inspections shall be made per IBC Table 1704.7. Unless otherwise noted, footings shall be centered below columns or walls. Bearing Values Allowable soil pressure = 2,000 psf All footings shall bear on undisturbed soil and shall be lowered to firm bearing if suitable soil is not found at elevations shown. Exterior footings shall bear a minimum of 12" below the finished ground surface. Footing elevations shown on plans (or in details) are minimum depths and for guidance only; the actual elevations of footings must be established by the contractor in the field working with the Geotechnical Inspector. Subgrade Preparation Prepare subgrade as follows: All footings shall be cast on undisturbed firm natural soils that are free of organic materials. Footing excavation shall be free of loose soils, sloughs, debris and free of water at all times. If organic silt and/or fill material is encountered at subgrade elevations, over -excavate a minimum of 2'-0" below the design foundation subgrade elevation prior to placing footings. The over -excavated areas shall be backfilled with structural fill compacted to 95% proctor per ASTM D-1557 or a lean concrete mix. Drainage Drainage systems, including foundation, roof and surface drains, shall be installed as directed by the Geotechnical Report and IBC Section 1807. Vapor retarder placed below slab on grade shall conform to ASTM E 1643 and ASTM E 745. Retaining Walls Grade on either side of concrete walls shall not vary by more than 12", UNO. Slope of backfill shall not exceed 2H to 1V, UNO. Backfill behind all retaining walls with free draining, granular fill. Provide for subsurface drainage. Design pressures used for the design of retaining walls are based on drained conditions. Active earth pressure (restrained/unrestrained) = 55/35 pcf Coefficient of friction (factor of safety of 1.5 included) = 0.35 Provide temporary shoring for tops of walls if backfill is placed prior to the supporting structure being constructed. Supporting structure is the floor framing and sheathing completely installed and attached to perpendicular walls. Existing Utilities The contractor shall determine the location of all adjacent underground utilities prior to any excavation, shoring, pile driving, or pier drilling. Any utility information shown on the plans and details are approximate and not verified by the SER. Contractor is to provide protection of any utilities or underground structures during construction. Cast -in -Place Concrete Concrete materials shall conform to the following: Portland cement: Type 1, ASTM C150 Fly ash (if used): ASTM C618 class F or C, quantity less than (by weight) 25% of cement content, and maximum loss on ignition = 1% Lightweight aggregates: shall not be used without prior approval of SER and building department Normal weight aggregates: ASTM C33 Sand equivalent: ASTM C33 Water: Potable per ASTM C94 Air entraining admixtures: ASTM C260 Chemical admixtures: ASTM C494 Flowable concrete admixtures: ASTM C1017 Durability requirements of concrete mixes shall conform to building code. These requirements include water-cementitious material ratios, minimum compressive strengths, air entrainment, type of cement, and maximum chloride ion content. Concrete strength requirements: Strength at 28 days and normal weight concrete, UNO. Strength Max. Aggr. Max. W/C ratio Location f'c(psi) size inch or min cement * Lean mix soil replacement under fdns 1,500 sand 1-1/2 sack cement Foundations, grade beams, stem walls 3,000** 1" per design Slab on grade, topping slab, stair tread 3,000** 3/4" 0.42 (.45) ** Design strength shown is for weathering purposes only; 2,500 psi strength was used for purposes of structural design. Mixes shall be proportioned to accommodate placement. Slump, W/C ratio, admixtures and aggregate size will be determined by the contractor in accordance with ACI. Mixes will be approved by one of the following criteria. Mix carries continuous approval from City of Seattle. Mix design is submitted in accordance with ACI 318 Section 5.3. Mix design is submitted in accordance with ACI 318 Section 5.4. Admixtures: all concrete, including slab on ground, shall contain an acceptable water -reducing admixture conforming to ASTM C494 and be used in strict accordance with the manufacturer's recommendations. All concrete which is exposed to freezing and thawing in a moist condition or exposed to deicing chemicals shall contain an air entraining agent, conforming to ASTM C260. The amount of entrained air shall be 5% +/- 1% by volume. Air % is based on 3/4" coarse aggregate; adjust air % per ACI 318 for other coarse aggregate sizes. Air -entrainment shall not be used at slabs that will receive a smooth, dense, hard -troweled finish. Trucks hauling plant -mixed concrete shall arrive on -site with a field ticket indicating the maximum gallons of water that can be added at the site not to exceed the total water content in the approved mix design. Concrete shall be deposited as nearly as practicable in its final position to avoid segregation due to rehandling or flowing. Concrete shall be thoroughly consolidated by suitable means during placement and shall be thoroughly worked around reinforcement, embedded items, and into corners of forms. Formwork and Accessories Concrete construction shall conform to ACI 301 "Specifications for Structural Concrete" and the Building Code, including testing procedures. See specifications and/or architectural documents for formwork requirements. Installation shall adhere to ACI 301. Concrete accessories and embedded items shall be coordinated with all Contract Documents and suppliers' drawings before placing concrete. Anchor rods, reinforcing, hardware, etc. shall be firmly tied in place prior to concrete placement; wet -setting of these items are not permitted in concrete. Styrofoam or Rigid Foam specified on the drawings for filling voids shall be as manufactured by the Dow Chemical Company (NER-699) or equal and shall be installed per the manufacturer's recommendations. Refer to Architectural and/or Civil documents for waterstops, dampproofing & soil retaining wall drainage requirements at concrete and at joints (construction joints, slab to wall joints, curb to slab joints, etc). Curing and Finishes Protect and cure freshly placed concrete per ACI 305 in hot conditions, ACI 306 in cold conditions, and ACI 308. All exposed edges and corners shall have 3/4" chamfer, UNO. Concrete flatwork shall be sloped to provide positive drainage. Coordinate finish with architectural contract documents. At the time of application of finish materials or special treatment to concrete, moisture content of concrete shall conform to requirements in finish material specifications. Where vapor sensitive coverings are to be placed on slabs on grade, conform strictly to slab covering manufacturer's recommendations regarding vapor retarder and granular fill requirements below the slab. Concrete protection; provide edge cover as follows. When a thickness of cover required for fire protection is greater than that specified in this section, such greater thickness shall be used: • Unformed surfaces cast against and permanently exposed to earth = 3" • Formed surfaces exposed to earth or weather: #6 bars or larger = 2"; #5 bars or smaller = 1-1/2" • Clear spacing between 2 or more parallel layers = 1" Concrete Crack Maintenance Cracking occurs in concrete structures due to inherent shrinkage, creep, and the restraining effects of walls and other structural elements. Most cracking due to shrinkage and creep will likely occur over the first two years of the life of the structure; further concrete movement due to variations in temperature may persist. Cracks that result in water penetration will need to be repaired to protect reinforcing. Other cracking may be repaired at the owner's discretion for aesthetical reasons or performance of applied finishes. Prior to repairing cracks, a structural engineer should be consulted to provide direction on which cracks to repair and on whether observed cracks may affect the strength of the structure. Reinforcement in Concrete Materials Reinforcing steel shall conform to ASTM A615 (including supplement S1), Grade 60, Fy = 60,000 psi, except any bars specifically so noted on the drawings shall be Grade 40, Fy = 40,000 psi. Welded Wire Reinforcing (WWR) shall conform to ASTM A185. Lap splice adjacent mats of welded wire fabric a minimum of 8" at sides and ends. In equipment pads, use minimum WWR 6x6-W2.1xW2.1, UNO. Procedures Reinforcing steel shall be detailed (including hooks and bends) in accordance with ACI 315 "Details and Detailing of Concrete Reinforcement". Lap all reinforcement in accordance with "The Reinforcing Splice and Development Length Schedule" on these documents. If table is not provided, lap all reinforcing by 40 bar diameters. Provide corner bars at all wall and footing intersections. Reinforcing steel shall be adequately supported to prevent displacement during concrete and grout placement. Bars shall be bent cold. Bars partially embedded in concrete shall not be field bent, unless specifically so detailed or approved by the SER. Welding or tack welding of reinforcing bars to other bars or to plates, angles, etc, is prohibited, except where specifically approved by the SER. Anchorage Post installed anchors shall not be installed without prior approval of engineer of record unless otherwise noted on the plans. Epoxy -Grouted Items Epoxy -Grouted Items (threaded rods or reinforcing bar) specified on the drawings shall be installed using "SET-XP" high strength epoxy as manufactured by the Simpson Strong Tie Company. Install in strict accordance with I.C.C. Report No. ESR 2508. Special inspection of installation is required. Rods shall be ASTM A-307 unless otherwise noted. Expansion Bolts Expansion bolts into concrete and concrete masonry units shall be "Strong Bolt" as manufactured by the Simpson Strong Tie Company, installed in strict accordance with I.C.C. Report No. ESR-1771, including minimum embedment requirements. Bolts into concrete masonry or brick masonry units shall be into fully grouted cells. Substitutes proposed by contractor shall be submitted for review with ICC reports indicating equivalent or greater load capacities. Special inspection is required for all expansion bolt installation. Structural Steel Reference Standards Steel construction shall conform to the latest editions of the AISC Specifications and Codes. "Specification for Structural Steel Buildings" ANSI/AISC 360 (latest edition) and "Code of Standard Practice for Steel Buildings and Bridges" AISC 303 (latest edition) amended by the deletion of paragraph 4.4.1. Fabricators Fabricators for structural steel must have a quality assurance program in place. The quality assurance program must meet the requirements of one of the following methods: A. Participation in the AISC quality certification program. B. Meeting the requirements of AISC seismic provisions for structural steel buildings, appendix Q and submitting plan documentation to the authority having jurisdiction, the engineer of record, and the owner. The quality assurance requirements for wind and seismic under the criteria section of the general notes should be included in the selected method. Structural Steel Members Structural Steel shall conform to the following requirements (unless otherwise shown on plans): Type of Member ASTM Specification Plates, Channels, Angles A-36, Grade 36 36 ksi Square & Rectangular HSS Section A-500, Grade B 46 ksi Anchor Rods (Hooked, Headed & Threaded & Nutted) F-1554, Grade 36 36 ksi Threaded Rods A-36 36 ksi Washers F-436 Hex Nuts A-563 Common Bolts A-307, Grade A Bolts All ASTM A-307 bolts shall be provided with lock washers under nuts or self-locking nuts. Welding All welding shall be in conformance with AISC and AWS standard and shall be performed by AWS/WABO certified welders in accordance with AWS D1.1. Only Prequalified welders, as defined by AWS, shall be used. Shop drawings shall show all welding with AWS D1.4 symbols. Welds shown on the drawings are the minimum sizes. Increase weld size to AWS minimum sizes, based on plate thickness. Minimum welding shall be 3/16" UNO. All welds shall be made using low -hydrogen electrodes with minimum tensile strength of 70 ksi and a Charpy V-Notch (CVN) toughness of at least 20 foot-pounds at -20 degrees Fahrenheit. Low hydrogen SMAW electrodes shall be used within 4 hours of opening their hermetically sealed containers, or shall be re -dried per AWS D1.1. Electrodes shall be re -dried no more than one time, and electrodes that have been wet shall not be used. Welding procedures shall be submitted to the owner's testing agency for review prior to commencement of fabrication or erection. All complete -penetration welds shall be ultrasonically tested upon completion of the connection except plate less than or equal to 1/4" thick shall be magnetic particle tested. Complete penetration welds on plates less than or equal to 1/4" shall be magnetic particle tested. Reduction in testing shall be made in accordance with the Building Code and with approval from the SER. Shop Painting All steel to be shop primed. Steel fire proofed or encased with concrete need not be painted. All other steel shall be given one coat of shop paint, in accordance with Section 1.24 of the AISC "Specification" and Section 6.5 of the AISC "Code", unless noted otherwise. The surface preparation of the structural steel prior to painting shall be in accordance with the specific paint manufacturer's published recommendations. Structural joints and faying surfaces which are to be connected by means of welds or bolts shall not be painted until all welds and bolts are installed, inspected and approved. Paint shall be held back 3" from the faying surface or the joint to be welded. Finishing The terms finish, finish column, finishing, milled, milled surface or milling are intended to include surfaces which have been accurately sawed or finished to a true plane as defined by AISC. Grind surface value equal to or less than 1,000 as defined by ANSI B46.2 (4-inch and thinner). Wood Material Criteria Framing lumber shall be kiln dried or me-19 (unless more stringent criteria are required in these notes or on the drawings) and graded and marked in conformance with the latest WCLIB standard grading rules for west coast lumber no. 17. Furnish to the following minimum standards: 4x beams & posts DF #2 6x beams & posts DF #1 4x treated beams & posts, 6x treated posts HF kdat #2 2x joists, rafters, built-up beams, headers HF #2 2x, 3x flatwise & edgewise blocking HF standard 2x4, 2x6 studs HF kd stud 2x4 plates HF kd15 standard 2x6 plates HF kd15 #2 2x, 3x, 4x treated plates/ledgers HF kdat #2 .01 ANNEEENGINEERINGRA, STRUCTUL C 1801 18th Avenue South Seattle, WA 98144 phone: 206.658.5169 mike@anneestructural.com V Q V7 V) O E W L Q) Q 4-1 �_ Lr) L � N r•1 Revision Issue Date Drawing Set 7/17/2019 Permit Set General Structural Notes S100 Moisture Content and Care of Material During Construction All 2x studs and plates shall be kiln dried. The Contractor shall take measures to minimize exposure of sawn lumber and engineered wood products to moisture during construction. Prefabricated Connector Plate Wood Roof Trusses Prefabricated wood trusses shall be metal plate connected wood trusses designed and fabricated in accordance with the current ANSI/TPI.1 The trusses shall be designed to support their own weight plus superimposed dead, live, uplift and lateral loads including, but not limited to the loads below: top chord snow load 25 psf unless otherwise noted in the load criteria top chord dead load 10 psf bottom chord dead load 10 psf bottom chord live load 10 psf (uninhabitable attics w/o storage) bottom chord live load 20 psf (uninhabitable attics w/light storage or uninhabitable attics w/o storage, but containing areas where the clear distance between the top and bottom chords is greater than or equal to 42" for a horizontal distance of 24" involving (2) or more trusses) The bottom chord live load does not act concurrently with the roof live or snow load. See Architectural and mechanical drawings for sprinkler and mechanical equipment loading and for wind uplift (top chord) per ASCE 7-05, use components and cladding loads, see loading criteria. All top and bottom chord splices shall be connected with approved metal press plates and tension tested to a minimum of 1.2 times the allowable tension parallel to the grain per NDS specifications. Dead load combined with live load deflections shall be limited to span/240 (span/120 at cantilevered members). Live load deflections of members shall be limited to span/360 (span/180 at cantilevered members). Truss load duration factor shall be per the current edition of the NDS. The truss manufacturer shall be responsible for the complete design, fabrication and erection procedures for all trusses, blocking, incidental framing, framing for openings, temporary and permanent member lateral restraint and bracing, bridging, connections, holdown anchors, and all other items required for a complete and safe installation of the truss system. Truss Configurations are shown on the Architectural or structural drawings. The truss manufacturer shall have at least 3 years experience in the fabrication of prefabricated wood trusses. Design of trusses shall consider deflection of trusses relative to adjacent parallel supports and include design of bridging, bracing, additional trusses or other means necessary to alleviate problems resulting from differential deflections. Contractor shall submit design calculations and truss design drawings (sealed by a licensed Engineer in the governing jurisdiction) and a truss placement diaphragm in accordance with the Deferred Submittal Section to the Architect and Structural Engineer of Record. Design calculations and truss design drawings shall be approved by the Architect and the building official prior to manufacturing the trusses. The truss placement diagram shall identify the proposed location for each individually designated truss and reference the corresponding truss design drawing. The diagram shall be provided as part of the truss submittal package and included with the shipment of trusses delivered to the job site. The location, direction and span of the trusses shall match the permit documents or a separate Substitution request shall be made to the Architect/SER prior to the issuance of the Deferred Submittal. Truss design drawings are the written, graphic and pictorial depiction of each individual truss. Truss design drawings shall be provided with the shipment of trusses delivered to the job site. Truss design drawings shall include, at a minimum, the following: A. Truss profiles showing slope or depth, span and spacing; B. Location of joints; C. Required bearing widths; D. Design loads as applicable; E. Top chord live load, (including snow loads); F. Top chord dead load; G. Bottom chord live load; H. Bottom chord dead load; I. Concentrated loads and their points of application as applicable; J. Controlling wind and earthquake loads as applicable; K. Adjustments to lumber and metal connector plate design value for conditions if used; L. Each reaction force and direction; M. Metal connector plate type, size, thickness or gage, and the dimensioned location of each metal connector plate except where symmetrically located relative to the joist interface. Provide the ICC ER report for plates used; N. Lumber size, species and grade for each member; 0. Connection details for all truss to truss (including any combination of truss, girder truss, hip truss and hip girders); truss ply to ply; truss to column/beam, and field assembly of a truss when the truss shown on the individual truss design drawing is supplied in separate pieces that will be field connected. P. Calculated deflection ratio and maximum vertical and horizontal deflection for live and total load as applicable; Q. Maximum axial tension and compression forces in the truss members; and R. Required permanent individual truss member lateral restraint and bracing per 2006 IBC section 2303.4.1.2, unless a specific truss member permanent bracing plan and details for the roof or floor structural system are provided by a registered design professional. Where permanent individual member lateral restraint and bracing of truss members is required on the truss design drawings, it shall be accomplished by one of the following methods: A. The trusses shall be designed so that the buckling of any individual truss member can be resisted internally by the structure (e.g. Buckling member T-bracing, 1-bracing, etc.) of the individual truss. The truss individual member buckling reinforcement shall be installed as shown on the truss design drawing or on supplemental truss member buckling reinforcement diagrams provided by the truss designer. B. Permanent individual member lateral restraint and bracing shall be installed by the contractor using standard industry bracing details that conform to generally accepted engineering practice. Individual truss member continuous lateral bracing locations(s) shall be shown on the truss design drawing(s). Erection bracing and bridging sizes and spacing shall be as required by the truss manufacturer in accordance with the latest recommendations of the Truss Plate Institute (TPI). Install and lap bracing and bridging per latest TPI recommendations. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written consent and approval of a registered design professional. New load or changes in loads resulting in the addition of loads to any truss (e.g., HVAC equipment, water heater, piping, ducts, etc.) shall not be permitted without verification that the truss is capable of supporting such additional loading. A special inspector approved by the building official shall verify that the truss manufacturer maintains detailed fabrication and quality control procedures that provide a basis for inspection control of the workmanship and the fabricator's ability to conform to approved construction documents and referenced standards. The special inspector shall review the procedures for completeness and adequacy relative to the code requirements for the fabricator's scope of work. Each wood truss member shall carry a grading stamp. Special inspections are not required where the work is done on the premises of a fabricator registered and approved by the building official to perform such work without special inspection. Approval shall be based upon review of the fabricator's written procedural and quality control manuals and periodic auditing of fabrication practices by an approved special inspection agency. At completion of fabrication, the approved fabricator shall submit a certificate of compliance to the building official stating that the work was performed in accordance with the approved construction documents. Wood Structural Panels Wood structural panels shall be APA rated sheathing. Plywood shall be grade C-D or Structural II, exterior glue, exposure 1 durability classification, in conformance with USDOC PS 1 or PS 2, ASTM D 5457 and IBC 2304.7 and table 2304.7(2). Oriented strand board (OSB), shall be in accordance with USDOC PS 2, and of equivalent thickness, exposure rating and span rating and may be used in lieu of plywood pending OSB substitution approval by Architect. See plans for thickness, panel identification index and nailing requirements. Unless otherwise noted on plans: Roof sheathing shall be 15/32" with span rating 32/16 Floor sheathing shall be 23/32" with span rating 48/24 Wall sheathing shall be 15/32" with span rating 24/0 Glu Laminated Material Glu laminated members shall be fabricated in conformance with AITC 117 and APA-EWS Y117, Stress Class 24F-1.8E. Each member shall bear an AITC identification mark and shall be accompanied by an AITC certificate of conformance. Certificates of conformance must be made available to building inspectors. City inspection is required prior to covering glued laminated members. All simple span beams shall be douglas fir combination 24F-V4, fb = 2,400 psi, fv = 265 psi and all cantilevered beams and columns shall be douglas fir combination 24F-V8, fb = 2,400 psi, fv = 265 psi unless otherwise noted. Camber all simple span glu laminated beams to a 3,500' radius or zero camber, unless shown otherwise Structural Composite Lumber Manufactured lumber, PSL, LVL, and LSL, shall be manufactured under a process approved by the national research board. Each piece shall bear a stamp or stamps noting the name and plant number of the manufacturer, the grade, the national research board number, and the quality control agency. All PSL, LVL and LSL lumber shall be manufactured in accordance ICC Report ESR-1387. LVL lumber shall be manufactured using veneer glued with a waterproof the requirements of ASTM D2559 with all grain parallel with the length of the member. The members shall have the following minimum properties: PSL (2.OE) Beams Fb = 2,900 psi, E = 2,000 ksi, Fv = 290 psi LVL (2.OE) Beams Fb = 2,600 psi, E = 1,900 ksi, Fv = 285 psi LSL (1.55E) Beams Fb = 2,325 psi, E = 1,550 ksi, Fv = 310 psi All joist hangers and other hardware shall be compatible in size with members provided. Treated Wood All wood framing in direct contact with concrete or masonry, exposed to weather, or that rest on exterior foundation walls and are located within 8" of earth, shall be pressure -treated with an approved preservative per IBC section 2303.1.8. Cut or drilled sections of treated material shall be treated with an approved preservative per IBC section 2303.1.8. See IBC section 2304.11 for additional requirements. Metal Products in Contact with Treated Lumber Simpson hardware in contact with ACQ, CA, or CBA pressure -preservative treated wood shall have a Zmax finish (G185 HDG per ASTM A653) or shall be post hot -dip galvanized (per ASTM A123 for connectors and ASTM A153 for fasteners) unless otherwise noted. Exception: type 304 or 316 stainless steel connectors and fasteners are required for the following applications: - ACQ, CA, or CBA treatments with ammonia where members are used in exterior applications. - all ACZA treatments retention levels greater than 0.40 pcf for ACQ, 0.41 pcf for CBA-A, or 0.21 pcf for CA-B treatments. Stainless steel connectors require matching stainless steel fasteners. Zmax and post hot -dip galvanized connectors require fasteners galvanized per ASTM A153. Thru-bolts and anchor rods used in dry conditions shall be permitted to be zinc coated steel in accordance with ASTM B 695, class 55 minimum. See IBC section 2304.9.5 and "framing connectors" notes on this sheet for additional requirements. Framing Connectors Timber connectors shall be manufactured by Simpson Strong Tie, as specified in their catalog number C-C-2019. 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 A307. Nail sizes are specified as follows: Simpson hardware typical UNO MSTC holdown straps over shear wall sheathing to studs hangers w/ 16d or 10d options floor sheathing typical roof sheathing typical stud wall APA sheathing 15/32 sheathing member to member face nailing typical UNO bottom plate to framing below see catalog 0.148 x 2-1/4" 0.162 x 3-1/2" 0.113 deformed shank x 2-1/2" 0.131 x 2-1/2" 0.131 x 2-1/4" 0.131 x 3" 0.131 x 3-1/4" toe nailing typical UNO 0.131 x 3" Sheathing fasteners shall be driven so that head or crown is flush with sheathing surface. 3/8" min. edge distance shall be maintained on sheathing fasteners. Spaced fasteners specified on the drawings shall begin at 1/2 specified spacing from the ends of the members, unless otherwise noted. Provide (2) fasteners minimum each member, typ. Anchor rods from sill plates to concrete shall begin a min. of 6" and a max. of 12" from each end of each piece of sill plate. Thru-bolt and anchor rod holes shall be at least 1/32" but no more than 1/16" larger than bolt/rod diameter. Clearance holes for lag screw shanks shall have the same diameter as the lag shank and the same penetration depth as the length of the unthreaded shank. Lead holes for threaded portion of lag screws shall have a diameter of 55 to 60% of lag screw shank diameter and shall extend the length of the threaded portion of the lag screw. Fasteners Shall conform to the following requirements, UNO. Splitting shall be avoided at all wood fasteners: Steel to wood or wood to wood connection bolts ASTM A307 Anchor rods (w/ threaded ends and welded nut at end) ASTM F1554 grade 36 (typical UNO) Lag screws NDS section 11.1.3 Wood screws NDS section 11.1.4 Nails NDS section 11.1.5 Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. Unless otherwise noted, all nails shall be as called out below. UNO on the drawings use the following hangers: 2x or 2-2x member to flush wood beam/ledger LUS (LUS z) 2x or 2-2x member to sill plate or steel/flush wood beam B (B hdg) 4x, LSL/LVL/PSL beam to flush wood beam/ledger MIU max (HHUS z) 4x, LSL/LVL/PSL beam to sill plate or steel beam HWU (HWU hdg) Interior 4x or 6x post to concrete below ABU w/ 5/8" dia. anchor rod w/ 7" embed Treated 4x/6x post to concrete below CBSQ-HDG 4x or 6x post to wood beam above PC/EPC (PC/PCE zmax) wood beam to wood beam that bears on post HUCTF General Wood Framing Criteria (UNO in previous sections) All wood framing details not shown otherwise shall be constructed to the minimum standards of section 2308 of the IBC. Minimum nailing, unless otherwise noted, shall conform to table 2304.9.1 of the IBC. Unless otherwise noted, 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 bolts, anchor rods, and lag screws bearing on wood, unless otherwise noted. Installation of lag screws shall conform to NDS section 11.1.3. Bolts, anchor rods, and lag screws shall be centered in members, uno. All structural stud walls (bearing or shear walls) shown and not otherwise noted shall be 2x4 studs @ 16"oc at interior walls and 2x6 @ 16"oc at exterior walls. See Architectural drawings for differing wall widths and for framing at nonstructural walls. Two studs minimum shall be provided at the end of all walls and at each side of all openings, and below beam bearing points. Solid blocking for 4x/6x wood posts and multi -stud posts shall be provided through intermediate levels to supports below. Provide continuous solid blocking at mid -height of all stud walls over 10'-0" in height and at mid -height of walls with sheathing on one side only (i.e. Each side of party walls). All structural stud walls (bearing or shear walls) shown and not otherwise noted shall be 2x4 studs @ 16"oc at interior walls and 2x6 @ 16"oc at exterior walls. See Architectural drawings for differing wall widths and for framing at nonstructural walls. Two studs minimum shall be provided at the end of all walls and at each side of all openings, and below beam bearing points. Solid blocking for 4x/6x wood posts and multi -stud posts shall be provided through intermediate levels to supports below. Provide continuous solid blocking at mid -height of all stud walls over 10'-0" in height and at mid -height of walls with sheathing on one side only (i.e. Each side of party walls). All stud walls shall have their lower wood plates attached to wood framing below with 0.131 x 3-1/4" nails @ 8"oc or bolted to concrete with 5/8" diameter anchor rods @ 6'-0"oc for structures not exceeding 2 stories and @ 4'-0" for all other structures unless otherwise noted. Embed anchor rods 7" unless otherwise noted. Individual members of built-up posts shall be nailed to each other with 0.131 x 3" nails @ 8"oc staggered. Refer to the plans and shear wall schedule for required sheathing and nailing. When not otherwise noted, provide gypsum wallboard on interior surfaces nailed to all studs, top and bottom plates and blocking with nails at 7" oc. Use #6 x 1-5/8" screws for 1/2" GWB and #6 x 1-7/8" screws for 5/8" GWB. Provide 15/32" APA rated sheathing on exterior surfaces nailed at all panel edges (block unsupported edges), top and bottom plates with 0.148 x 2-1/4" nails @ 6"oc and to all intermediate studs and blocking @ 12"oc. Allow 1/8" gap at all APA sheathing panel edges and ends. (see details where larger gap is required).. At exterior walls, provide flat wise 2x6 at all door heads and window sills and heads, unless otherwise noted. (provide flat wise 2-2x6 where opening width is greater than 6'-0" and less than 9'-6", unless otherwise noted). Provide (3) 0.131 x 3" toenails each end of each 2x6 member. Provide double joists under all parallel partitions that extend over more than half the joist length and around all openings in floors or roofs unless otherwise noted. Provide solid blocking at all bearing points. Toenail joists to supports with (3) 0.131 x 3" nails. Attach timber joists to flush headers or beams with Simpson metal joist hangers in accordance with notes above. Individual members of multi -joist beams shall be nailed to each other with (2) rows of 0.131 x 3" nails @ 12"oc. Unless otherwise noted on the plans, APA sub -flooring and roof sheathing shall be laid up with grain (strength axis) perpendicular to supports (joists, trusses, etc.) and in a staggered pattern. Nails shall be @ 6"oc to framed panel edges, @ 4"oc over shear walls and @ 12"oc to intermediate supports. See notes above for nail sizes. All sub -flooring edges shall have approved tongue -and -groove joints or shall be supported with solid blocking/framing. Plywood clips are recommended at all roof sheathing edges (solid blocking/framing is not required at panel edges unless specifically noted in the structural drawings ore required by the roofing manufacturer). Glue sub -flooring to all supports with adhesive conforming to APA spec. AFG-01 in accordance with the manufacturer's recommendations. Allow 1/8" gap at all panel edges and ends of floor and roof sheathing. Where blocked floor and roof diaphragms are indicated, provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified. STRAP SCHEDULE HF MARK H N M CAPACITY CS16 14" (13) 0.131" 1 1,705# (M) MIN # OF 2x STUDS ABOVE & BELOW FLOOR (N) # NAILS PER SCHED STRAP PER SCHED (N) # NAILS PER SCHED APPLY PANEL EDGE NAILING OVER FULL HEIGHT OF STUDS ATTACHED TO STRAP. NAILING MAY BE DISTRIBUTED OVER MULTIPLE STUDS Strap 3/4" = V-0" Schedule SHEAR WALL SCHEDULE MARK SHEATHING PANEL EDGED NAILING TOP PLATE © NAILING A35 @ CLIPS MUDSILL TO CONCRETE OD CAPACITY (PLF) 2x6 P.T. 3x6 P.T. SEISMIC WIND SW6 %PLYWOOD 0.131" @ 6"oc 0.131" @ 6"oc A35 @ 24"oc B � � oc @ 48"" Y8"O AB @ 64"oc 242 270 SHEAR WALLS PER PLAN 0 RIMAAMArr WALL CORNER I — 1 Ill AM AT WALL INTERSECTION Shear Wall Schedule 3/4" = V-0" kLLS JOIST DIRECTION PER PLAN PT BASE PLATE PER SCHEDULE SECTION AT CONCRETE WALL SECTION AT EXTERIOR WALL FRAMING SHOWN @ BEARING CONDITION = MAY BE ORIENTED IN OPP DIRECTION, SEE PLAN L7 z J z 0 z BOTTOM HALF OF STRAP SHALL NOT BE NAILED UNTIL ONE WEEK PRIOR TO INSTALLATION OF SIDING NOTES 1. ALL EXTERIOR WALLS SHALL BE SW6 (TYP, UNO). WALL FRAMING SHALL BE 2x HF (UNO) STUDS @ 16"oc BLOCK ALL PANEL EDGES WITH 2x LAID FLAT. ALL STUDS ATTACHED TO STRAPS OR HOLDOWNS SHALL BE PANEL -EDGE NAILED. NAIL TO ALL INTERMEDIATE SUPPORTS WITH 0.113"0 @ 12"oc SHEATHING SHALL BE 1%2" STRUCT-1 OR %6" OSB. 2. 0.113"0 NAILS SHALL BE A MINIMUM OF 2%" IN LENGTH, 0.131"0 NAILS SHALL BE A MINIMUM OF 3" IN LENGTH. 3. LTP4 OR LS50 CLIPS MAY BE SUBSTITUTED FOR A35 CLIPS. 4. EMBED ANCHOR BOLTS 7" MIN. ALL BOLTS SHALL HAVE 3x3x/4" PLATE WASHERS (EDGE OF WASHER SHALL BE WITHIN %" OF SHEATHING). EACH MUDSILL SHALL HAVE A MINIMUM OF (2) ANCHOR BOLTS WITH (1) BOLT LOCATED NOT MORE THAN 12" OR LESS THAN 4%" TO EACH END. SIMPSON TITEN HD SCREWS, SIMPSON STRONG -BOLT OR HILTI KWIK-BOLT TZ EXPANSION BOLTS MAY BE SUBSTITUTED FOR ANCHOR BOLTS w/ 5" MIN EMBED. HOLDOWN SCHEDULE (DO MARK FASTENERS M 3O FOOTING / STRUCTURAL SLAB TOP OF STEM WALL ANCHOR ROD EMBEDMENT EDGE DISTANCE CAPACITY ANCHORO ROD EMBEDMENT CAPACITY (SEISMIC / WIND) CONTINUOUS 5O CORNER 0 END HDU2 (6) SDS/4"x2/2" 3" %"0 7" 9" 2,645# 1 SB%x24 18" 2,645# 0 PLACEMENT OF ANCHOR ROD IS BASED ON CAST -IN -PLACE INSTALLATION. 20 INSTALL ALL HOLDOWNS PER MANUFACTURER'S INSTRUCTIONS. 0 DEPTH OF WOOD FRAMING MEMBER ATTACHED TO HOLDOWN. MEMBERS SHALL BE HEM -FIR UNLESS NOTED OTHERWISE NOTED. ® MIN 6" CONCRETE WALL THICKNESS REQ'D, MIN EDGE DISTANCE OF 1 %4". 0 BASED ON MIN 27" DISTANCE FROM END/CORNER OF WALL. © BASED ON MIN 4/4" DISTANCE FROM END OF WALL. @7 AT RETROFIT CONDITIONS USE %" THREADED ROD w/ EPDXY PER GENERAL STRUCTURAL NOTES, MIN. 8" EMBED. Holdown Schedule 3/4" = V-0" HOLDOWN PER PLAN SHEAR WALL PER PLAN TOP OF CONC FDN EMBEDMENT PER SCHEDULE SB ANCHOR ROD PER SCHEDULE AS SHOWN APPLY PANEL EDGE NAILING OVER FULL HEIGHT OF STUDS ATTACHED TO HOLDOWN. NAILING MAY BE DISTRIBUTED OVER MULTIPLE STUDS. FASTENERS PER SCHEDULE FRAMING CONTINUES WHERE OCCURS Ln �o M MIN (2) #4, SEE FOUNDATION DETAILS FOR ADD'L INFO ANNEESTRUCTUL ENGI EE I GRLC 1801 18th Avenue South Seattle, WA 98144 phone: 206.658.5169 mike@anneestructura1.com 7-17-WO i O E LU Q) > Q a--+ Lr) 00 ,--1 N Revision Issue Date Drawing Set 7/17/2019 Permit Set General Structural Notes &Schedules Simi 1st Floor Framing & Foundation Plan SCALE: 1/4" = V-0" GENERAL FRAMING NOTES: FOUNDATION NOTES: 1. ALL LVL BEAMS SHALL BE FLUSH AND ALL HEADERS 5. STUD WALLS SHALL BE 2x HF STUDS @ 16"oc, UNO. SEE 1. TYPICAL SLAB ON GRADE AT INTERIOR SHALL BE 4" THICK. DROPPED, UNO. SHEAR WALL, HOLDOWN AND STRAP SCHEDULES ON S1.1 REINFORCE ALL SLABS w/ WWF 6x6 - W2.9xW2.9 AT FOR ADDITIONAL REQUIREMENTS AT SHEAR WALL FRAMING. CENTERLINE. 2. TYP. HEADERS SHALL BE 4x6 DF#2, TYP. UNO. SEE �pj 2/S3.0 FOR INSTALLATION AT 4x AND GLB HEADERS. 6. AT BREAKS IN DOUBLE TOP PLATE OF ALL EXTERIOR WALLS 2. / - INDICATES ANCHOR ROD/HOLDOWN LOCATED AT END AND ALL SHEAR WALLS SEE DETAIL 3/S3.1. OF SHEAR WALL ABOVE, SEE SCHEDULE ON 3/S1.1. 3. PROVIDE (2) BEARING STUDS UNDER EACH END OF ALL BEAMS AND (1) 2x TRIMMER (BEARING) STUD AND (1) 2x 7. SW-X INDICATES SHEAR WALL PER SCHEDULE 2/S1.1. SEE 3. EMBED ALL HORIZONTAL REINFORCEMENT MIN OF 4" INTO (E) KING (FULL -HEIGHT) STUD AT EACH END OF ALL 4x6/4x8 ARCHITECTURAL DRAWINGS FOR ADD'L INFORMATION. ALL CONCRETE w/ SIMPSON SET-XP EPDXY. EXTEND HEADERS, UNO. PROVIDE PT (2)2x TRIMMER STUDS AE NEW, EXTERIOR WALLS SHALL BE SHEATHED PER SW6, UNO REINFORCEMENT 24" OR HOOK. EACH END OF EACH GLB HEADER, TYP, UNO. NAIL STUDS TOGETHER PER GENERAL STRUCTURAL NOTES. 8. REFER TO ARCHITECTURAL DRAWINGS FOR DIM'S NOT 4. TYPICAL PAD FOOTINGS SHALL BE 30" SQ. x 10" D. w/ (3) #4 SHOWN. EW, 3" CLR. OF BTM, SEE DETAIL 11/S3.0. 4. PROVIDE SOLID BEARING BELOW ALL POINT LOADS ABOVE. 9. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. ANNEESTRUCTUL ENGINEERINGRA, C 1801 18th Avenue South Seattle, WA 98144 phone: 206.658.5169 mike@anneestructural.com R V c: Q 3: Q) Ln •— o E w L Q) � Q a--J � - n L 00 N r � L n Revision Issue Date Drawing Set 7/17/2019 Permit Set Foundation & 1st Floor Framing Plan S2.0 2nd Floor & Lower Roof Framing Plan SCALE: 1/4" = V-0" Upper Roof Framing Plan SCALE: 1/4" = V-0" GENERAL FRAMING NOTES: FLOOR FRAMING NOTES: ROOF FRAMING NOTES: 1. ALL LVL BEAMS SHALL BE FLUSH AND ALL HEADERS 5. STUD WALLS SHALL BE 2x HF STUDS @ 16"oc, UNO. SEE 1. FLOOR SHEATHING SHALL BE MIN .232" APA RATED SHEATHING 1. ROOF SHEATHING SHALL BE 1/2" APA RATED SHEATHING DROPPED, UNO. SHEAR WALL, HOLDOWN AND STRAP SCHEDULES ON S1.1 (48/24). NAIL @ ALL PANEL EDGES AND OVER ALL SHEAR WALLS (32/16). NAIL @ ALL FRAMED PANEL EDGES AND OVER ALL FOR ADDITIONAL REQUIREMENTS AT SHEAR WALL FRAMING. w/0.113"O @ 6"oc AND 12"oc TO ALL INTERMEDIATE FRAMING. SHEAR WALLS w/0.131"O @ 6"oc AND 12"oc TO ALL 2. TYP. HEADERS SHALL BE 4x6 DF#2, TYP. UNO. SEE PLACE LONG DIRECTION OF PLYWOOD PERPENDICULAR TO INTERMEDIATE FRAMING. PLACE LONG DIRECTION OF 4/S3.0 FOR INSTALLATION AT 4x AND GLB HEADERS. 6. AT BREAKS IN DOUBLE TOP PLATE OF ALL EXTERIOR WALLS JOISTS DIRECTION, STAGGER PANEL JOINTS. PLYWOOD PERPENDICULAR TO JOISTS DIRECTION, STAGGER AND ALL SHEAR WALLS SEE DETAIL 3/S3.1. PANEL JOINTS. 3. PROVIDE (2) BEARING STUDS UNDER EACH END OF ALL 2. TYPICAL FLOOR FRAMING SHALL BE 2x10 HF #2 @ 16 oc, BEAMS AND (1) 2x TRIMMER (BEARING) STUD AND (1) 2x 7. SW-X INDICATES SHEAR WALL PER SCHEDULE 2/S1.1. SEE DIRECTION PER PLAN. HANGERS SHALL BE SIMPSON LUS210, 2• TYPICAL ROOF FRAMING SHALL PRE -MANUFACTURED KING (FULL -HEIGHT) STUD AT EACH END OF ALL 4x6/4x8 ARCHITECTURAL DRAWINGS FOR ADD'L INFORMATION. ALL UNO. MENDING PLATE TRUSSES @ 24"oc UNO. HEADERS, UNO. PROVIDE PT (2)2x TRIMMER STUDS AE NEW, EXTERIOR WALLS SHALL BE SHEATHED PER SW6, UNO ,Z4 3. CONTRACTOR SUBMIT COPY OF EACH END OF EACH GLB HEADER, TYP, UNO. NAIL 3. - INDICATES HOLDOWN LOCATED AT END OF SHEAR WALL TO FINAL TRUSS DESIGN STUDS TOGETHER PER GENERAL STRUCTURAL NOTES. 8. REFER TO ARCHITECTURAL DRAWINGS FOR DIM'S NOT ABOVE, SEE SCHEDULE ON 3/S1.1. SHOP DRAWINGS TO STRUCTURAL ENGINEER FOR SHOWN. c) APPROVAL PRIOR TO FABRICATION. 4. PROVIDE SOLID BEARING BELOW ALL POINT LOADS 4. 1 - INDICATES STRAP AT END OF SHEAR WALL ABOVE, SEE ABOVE. 9. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL SCHEDULE ON 1/S1.1. REQUIREMENTS. ANNEESTRUCTUL ENGINEERINGRA, C 1801 18th Avenue South Seattle, WA 98144 phone: 206.658.5169 mike@ anneestructura1.com 1-1 7-2019 V Q 4� •— o E w L a� Q a--J - n L 00 N Revision Issue Date Drawing Set 7/17/2019 Permit Set 2nd Floor &Roof Framing Plans S11 PRE -MANUFACTURED TRUSS & SHEATHING PER PLAN 0.131"0 @ 6"oc TO 2x/LSL OR TRUSS BLK'G EXTEND SHEAR WALL SHEATHING AND NAIL TO BLK'G PER SW SCHEDULE SHEAR WALL PER PLAN H2.5A @ 24"oc & AT GABLE ENDS Trusses Perpendicular to Exterior Wall 3/4" = V-0" 0.131"0 NAILS @ 6"0c LX1S 11NU RAk I LRS & SHEATHING PER PLAN 2x LEDGER TO FRAMING w/ (2) ROWS SDS%4x3-% SCREWS @ 16 oc, (E) RAFTERS TO LEDGER w/ LUS HANGER, SEAT -CUT RAFTERS AS REQ'D BEAM PER PLAN PLATE NAILING PER SW SCHEDULE SHEATHING TO BLK'G w/ (4) 0.113"0 JOISTS & SHEATHING PER PLAN BLK'G @ 48"oc TO BEAM w/ HANGERS PER PLAN New Floor Framina Adi. to Exist. PerD. Roof 3/4" = V-0" PANEL EDGE NAILING PER SW SCHEDULE SHEAR WALL PER PLAN 2x Rafters Parallel to Exterior Wall 3/4" = V-0" SHEAR WALL PER PLAN 0.131"@6"oc TO 2x NAILER, NAILER TO FRAMING w/ (3) ROWS 0.131" NAILS @ 6"0c L^1J I 11Vt] rx %I I Lf�J Ul SHEATHING PER PLAN BEAM PER PLAN L PLATE NAILING PER SW SCHEDULE JOISTS & SHEATHING PER PLAN JOISTS TO BEAM w/ HANGERS PER PLAN New Floor Framina Adi. to Exist. II Roof 3/4" = V-0" SHEAR WALL A. BOLT PER SW SCHEDULE SHEAR WALL PER PLAN AB PER SW SCHEDULE PER PLAN (%$"O @ 48"oc ELSEWHERE) (WHERE OCCURS) (%8"O @ 48"oc ELSEWHERE) PANEL EDGE NAILING SLAB ON GRADE NAILING PER SW SLAB ON GRADE PER SW SCHEDULE, TYP PER PLAN SCHEDULE, TYP PER PLAN -III— =I I I III�III M I I=I III�III�III�III- z xQ I I —I III —III— INSULATION PER I I I— i I I I I I I III=11 III I I I I I I I I I I —I I I= I I=I I I I I I— I ARCHITECT I I I I I I I I I I I I I I � I I I I I I I I I I I I I—� I — :I I I I -III III —I I —I I I— I I I - _ :III I I I I= #4 @ 12 oc EACH WAY, III- III- III - III , , E. II II I I (2) #4 CONT @ TOP, I II I II ALT HOOKS @ BOT INSULATION PER 1'-6" ol =1 —III=III=III III IIIIII ARCHITECT (2)#4 CONTINUOUS (2) #4 CONT BOT 511 811 511 Stem Wall/Footing @ Exterior Wall rl-,-� Thickened Slab - Continuous Footing 3/4" = V-0" 3/4" = V-0" 0.131"0 @ 6"oc TO 2x BLK'G (NOTCH BLK'G AS REQ'- ran VENTIL NOTCH RAFTERS 7 5-%" DEPTH AT >HEATHING oc EXTEND SHEATHING TC AND APPLY PANEI NAILING PER SW SCF SHEAF PE 2x Rafters Perp. to Exterior Wall 3/4" = V-0" SHEAR WALL PER PLAN 0.131"0 NAILS @ 6"0c RAFTERS & SHEATHING PER PLAN BLK'G @ MID -HEIGHT OF WALL PER GEN. STRUCT. NOTES 2x LEDGER TO FRAMING w/ (2) ROWS SDS%4x3-% SCREWS @ 16"oc SHEAR WALL PER PLAN Low Roof Rafters to Full-Ht. Wall Framing 3/4" = V-0" COLUMN, PER PLAN, IN EXISTING WALL FRAMING COLUMN PER PLAN POST, PLINTH & FTG EXISTING /—SHEATHING ATH NJOISTS AND Crawlspace Post & Footin 3/4" = V-0" COLUMN TO WALL FRAMING ABOVE w/ (2) A34 CLIPS AS SHOWN ABU POST BASE REINF PER PLAN TYP STU MULTI -STUD PER PLAN, NAILING PER GEN NOTES Header SUDDort, TVD. 3/4" = V-0" 0.131"0 @ 6"oc TO ALIGNED RAFTER (2) 0.131"0 @ EACH BLK EXISTING RAFTERS TVD nnl IRI G NAIL SHEATHING TO 2x BLK'G (@ 48"oc) w/ (4) 0.131" 0 RAFTERS & SHEATHING PER PLAN A35 CLIPS PER SW SCHEDULE FRAME WALL PER SW6 ON SHEAR WALL SCHEDULE 0.131"0 @ 6"oc FROM PLATE TO RIM LAP SHEATHING ON RIM AND APPLY PANEL EDGE NAILING PER SW SCHEDULE Dormer Roof Framina Adiacent to Existina Roof 3/4" = V-0" NAIL BTM. PLATE TO (E) BLK'G w/ PLATE NAILING PER SW SCHEDULE EXTEND SHEATHING OVER (E) BLK'G AND APPLY PANEL EDGE NAILING PER SW SCHEDULE SHEATH EXISTING WALL PER SW SCHEDULE 3/4" = V-0" :R SW6 ON ;HEDULE SES SING ANNEEENGINEERING, STRUCTURAL L C 1801 18th Avenue South Seattle, WA 98144 phone: 206.658.5169 mike@anneestructural.com C i i L) O E LU N > Q a-J Lr) 00 ,--1 N Revision Issue Date Drawing Set 7/17/2019 Permit Set Structural Details SIO FLOOR FRAMING PER PLAN 2-12, T & B L3x3x/4 TO TREAD & 4x BLOCK IN WALL w/ (2) SDS/4x2 SCREWS AS SHOWN L3x3x/4 (continuous) TO EACH TREAD w/ (2) SDS%4x2 SCREWS & TO WALL FRAMING w/ SDS SCREWS @ 24"oc Steel Stringer Stair 3/4" = V-0" 5" (12) 0.ill "C @ 4"oc STAGGERED AT EA SIDE OF SPLICE, TYP - 0.131"0 @ 12"oc STAGGERED ELSEWHERE 6'-0" MIN BETWEEN SPLICES SPLICE TO OCCUR @ 4- OF VERT STUD, TYP * WHERE BOTH TOP PLATES ARE DISCONTINUOUS, SPLICE w/ (1) CS16x3'-0" STRAP Top Plate Splice, T 3/4" = V-0" /4" END PLATE TO FULL -HT. BEAM, PER PLAN, w/ (4) ROWS SDS/4x2 % SCREWS a az 0 U 4x TREADS MC12x10.6 STRINGER CP /4" END PLATE TO FULL -HT. 4x WOOD COLUMN w/ (4) ROWS SDS%4x2 % SCREWS m z� 0 U w Cn TOM Q )RD r ICE - SHEAR WALL LENGTH 1'--)" Force Transfer at 0 3/8" = V-0" 1" MIN, TYP.-A/ 16 N N %6" STEEL SA[ TO BEAM "W THRU-bOL i �, /4" KERF T , w/ HOLE FOR %"0 PIN INVERT HANGERS AT (2) 2x8 BEAMS SUPPORTING RIM nin "x6" RTO FULL -HT. COLUMN w/ (4) %"Ox4" LAG SCREWS AS SHOWN /4" KERF R #2 CLEVIS w/ "0 PIN @ TOP & BTM. - //'��DECK lee JOISTS & SHEATHING PER PLAN, JOISTS MAY BE RIPPED AT /4" PER FT. FOR DRAINAGE MIN. 40 01 2x LEDGER TO STUDS w/ (2) 2" 7/z" 2" ROWS SDS/4x3-Y2 SCREWS @ 16"oc; CANOPY JOISTS TO LEDGER w/ LUS HANGERS Canoe 3/4" = V-0" over Patio HEADER (1) CS16 STRAP FROM HEADER/ SILL PLATE TO 2x FLAT BLK'G IN WALL AS SHOWN WINDOW FRAMING NO STRAP(S) BELOW AT DOOR OPENING FULL -HT. COLUMN TO DBL. TOP PLATE w/ (2) A35 CLIPS 5%4x7 PSL FULL -HEIGHT COLUMN AT EACH BRACE LOCATION ANNEEENGINEERINGRA, STRUCTUL C 1801 18th Avenue South Seattle, WA 98144 phone: 206.658.5169 mike@ anneestructura1.com 7-17-WO V Q 4� •— o E w L a� Q a--J _ n L 00 N Revision Issue Date Drawing Set 7/17/2019 Permit Set Structural Details S11