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20-104706-SF-Plan Set-12-02-2020-V1North LOT GENERAL NOTES: 1. Mass excavation was approved with the subdivision approval so all trees were removed. Make up tree requirement is met with common area new trees. See project landscape plan. 2. See attached subdivision civil engineering SHT.C2.3 for existing and new topo, see Lot #16. 3. NEW LOT # 16 DATA: Lot Size - 2,056 SF Impervious area structures - 883 SF Impervious area concrete - 31 SF Total impervious area - 914 SF (44% COVERAGE) 37 1-011 • • ir 1 41� nlj. � gft4• • will, 1 1111111 scale: 1 5' 1 0 51 10, 20' RECEIVE[)351 0 2 E 0 0 > (D M K IL X W (D U) Z K ILA IL N all, W UJ TH1$DRAW ftE1AGMW=FKXV= AM THE MMFNWMffY OF THE NWOM BMWOMAM 77E MK#MM% MEAN W%=W0F810WMUNUnMN=U0E0R REPFODUMM VW1KZff7NEVffiffM PEIVAUM OFTHE OMWM 0WYMRU@E*100W*E1nMVM7M FIRDAWAND=PWREDISMINKnEDIDIDIMPINtm WffMff THE VVWM PEMMMOFTHE WKNORM COPYRIGHT 2013 the NOWS studio 11,11 MIR1111=1� ( A PC VERTICAL DATUM CITY OF FED WAY B.M. NO. 2200-01 EL=357.20 BASIS OF BEARIN w G WASHINGTON STATE PLANE, SOUTH ZONE, NAD 83/91 BASED ON MONUMENTS FOUND ON SW 312TH ST AT INTERSECTIONS OF 8TH AVE & 1ST AVE BEARING N 89'08'02" W. NOTES 1. ALL STORM STRUCTURES SHALL HAVE VANED GRATES UNLESS OTHERWISE NOTED. 2. INFILTRATION AREAS SHALL BE CLEARLY MARKED WITH BRIGHT COLORED CONSTRUCTION FENCE PRIOR TO STARTING EARTHWORK. CONSTRUCTION TRAFFIC AND COMPACTION OF NA11VE SOILS SHALL BE MINIMIZED TO THE EXTENT FEASIBLE TO PREVENT COMPACTION OF NATIVE SOILS. 3. ALL ROOF DRAIN LINES TO BE 6" PVC SDR35 WITH MINIMUM SLOPE OF 27. ALL FITTINGS TO BE GASKETED. 4. FOUNDATION DRAINS TO BE CONNECTED T0. ROOF DRAIN LINE WHERE FEASIBLE. 5. ALL AREA DRAINS SHALL BE TYPE 40 CATCH BASINS UNLESS OTHERWISE NOTED. 6. SEE RAIN GARDEN NOTES ON SHEET C2.5. 7. _ SEE SHEET C2.1 & C2.2 FOR _ RAIN GARDEN SECTION LINES AND C2.6 FOR SECTIONS. 8. ALL AREA DRAINS TO BE TYPE 40, CATCH BASINS OR APPROVED EQUIVALENT. 9. POSITIVE DRAINAGE SHALL BE MAINTAINED AWAY FROM BUILDING FOUNDATIONS ® 2% MIN FOR 10' OR TO SWALES SHOWN ON PLANS. -ROOF DRAIN KEYNOTES w 10 AREA DRAIN 1 RIM = 370.33 IE = 367.50 (6" E,S,W) ( AREA DRAIN _2 RIM = 364.67 IE = 360.50 (6" E,S) MI�RROR LAKE HIGHLAND 1RTION OF THE S.W. 1/4 OF THE N.E. 1/4 OF SEC. 7, TWNn in CITY OF FEDERAL WAY, WASHINGTO N, r1- Z I 14 TOFW 374.1 1 eG&H RAIN GARDEN #4 BERM 365.00 BOTTOM ELEV 363.50 REQUIRED BOTTOM AREA TW 365.5 SF BW 365 .00 0 DOWNSPOUTS TO BE DIRECTED UTILITY CROSSINGS TO FLOW ONTO PERVIOUS CONCRETE DRIVEWAY FOR STRUCTURE. o ® o 0 PROP. 12" PROP. 6" PROP. 6° PROP. 6" CPEP STORM PVC SEWER PVC SEWER PVC SEWER - = = O IE=346.97 O IE-345.41 . IE 359.32 � IE �351.46 � , 152' " 0.64 (0.5 MIN) " 0.5 (MIN) 1.42 .RA CONSTRUCTION TE PROP..6 PROP.12PROP.12" (�� PROP.12I -GARDEN PVC SEWER CPEP STORM � CPEP STORM n 1 O CPEP STORM SSMH #4 �s s a' yyw a r~ W �z `tea 21 N05 RGn 4 I+f N Em WoMs GRAPHIC ' SCALE 20 0 10 20 40 E&F IN FEET RAIN GARDEN #3 C2.6 BERM 352.50 1 inch 20 ft ry .,BOTTOM ELEV 351.00 188 RI RAP TWw353.5 REQUIRED BOTTOM AREA 2 PROTEC110N (TYP)` C2.4 BW 352.50 SF IE=351.00 361.00 i N ,0106 08 E 716.65 � , e TW 355.0 BW 351.06,:y TOFW 358.5 3.0' E \� GAR. 4 Q 9 Iy 7 FF 361.0 l I TOFW 353.0 TOFW 350.0, .� t CB#11 ` TW 363.50 00 BW 355.20 , t BW 362.351. 0; RD � - RD 355.22 348.86 TW 357.47 B W 353.14 BW 354.47,-v TW 363.26 Tw 358:7 _ W3501_.4 N BW 361.26 BW 357.25\ 354.23 W °- GAR. 3 F o 361.50 L11 ti 363. 362.08 ' 3 35 .50 58.7 . * N: r r 35314 W 36 .26 O G ,. 352.38a_ 57.4 v> 65.48 `, k" z PIPE#9'us 364.28 z357.39 C ! W / J 1 360.50 362.65 352 8 y W W W 360.01 ` W W VV D pD CB 10 `PIPE 10 k, CB PIPE#8 :tea ti 358.32 v , D 353 05 ` S 01'0�525" W 740.84' PERVIOUS PAVING ; 3 - g CHECK DAM .C2.1 � SSMH #3 I_ J i STORM SYSTEM TABLES dd silt fence on downslope area of propert rotect all Catch Basins and Raingardens._ 1. CONTRACTOR TO SHALL INSTALL ORANGE CONSTRUCTION FENCE AT PERIMETER OF RAIN IE=357.80 IE=349.82 IE=345.47 IE=342.99 GARDENS AS NOTED ON THE CONSTRUCTION SEQUENCE TO AVOID DISTURBING INFILTRATABLE SOILS WITHIN THESE AREAS. 2. _ RAIN GARDEN EXCAVATION SHALL NOT OCCUR DURING WET OR SATURATED CONDITIONS. 3. EXCAVATION OF RAIN GARDENS SHALL BE PERFORMED BY MACHINERY OPERATING O Q ADJACENT TO THE FACILITY. PROP 8" DI WATER O PROP 8" DI WATER O 4. NO HEAVY EQUIPMENT WITH NARROW TRACKS, NARROW TIRES, OR LARGE LUGGED, HIGH IE=361.00 IE=354.00 PRESSURE TIRES SHALL BE ALLOWED ON BOTTOM OF RAIN GARDENS. 2.8' 4.26' PROP. 12" CPEP STORM PROP. 12" CPEP STORM 5. GEOTECHNICAL ENGINEER TO OBSERVE RAIN GARDEN INSTALLATION AND VERIFY THAT SOILS ARE PROPERLY PREPARED AND MEET INFILTRATION RECOMMENDATIONS PROVIDED. TOP 358.20 TOP 349.74 RIGID FLEXIBLE (D.I., CONC.) (CPEP, CMP, PVC) I LETTERING OPTIONAL RAISE - 1/2" WIDE BORDER SUBGRADE ELEVATION. CONTRACTOR SHALL HAVE GEOTECHNICAL ENGINEER ROOF DOWNSPOUT BACKFILL WITHIN R.O.W. �`� SEE ARCHITECTURAL DETAILS. " WITH �" CRUSHED ROCK, �` INSPECT BACKFILL IN TRENCHES PRIOR �1/2 H®TESL NTH COMPACTION, 6" TO INSTALLING PAVED SURFACE. 1. PIPE MATERIAL AS SPECIFIED " PVC CAP BY THE ENGINEER. MAXIMUM LIFTS. ALL AREAS CUT HOLE TO ALLOW STUD WALL " 2. PIPE DIAMETER AS SHOWN OUTSIDE ROW SHALL USE ` DOWNSPOUT TO SEE STRUCTURAL DETAILS. 1 PER PLAN. SUITABLE NATIVE MATERIAL / OR GRAVEL BACKFILL FOR i ;� PENETRATE WITH 1/8" A CLEARANCE. „ PIPE ZONE BEDDING 95% COMPACTION. 6" MAXIMUM , , 2" L_ J' " 1 3000 psi CLASS C 2' On LIFTS FINISH GRADE 10 CONCRETE (TYP.) 1.0% 9 C5 MIN. �. 8-3/4" - � f 4" MIN. BEDDING MATERIAL FOR RIGID F ; . 8" PER WSDOT STD. PIPE PER W.S.D.O.T.; I- I N - I I ,ram IE€ Iiii l , 9-03.12 3 , 95% COMPACTION I l l� w I � �=-{ 11= " ' � I...�i== =i i = = ()-, BEDDING MATERIAL " FOR THERMOPLASTIC 1.5 X I.D. + 18 PIPE PER W.S.D.O.T. 2.5' MIN. 9-03.12(3), 957. COMPACT1ON NOTE BACKFIH MATERIAL SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE OR THE CONTRACTOR HAS THE OPTION TO USE GRAVEL BACKFILL PIPE ZONE BEDDING CONFORMING TO WS.D.O.T. 9-03.12 (3). )FILL PIPE I TRENCHES DD1 &BACK _NOT TO SCALE CALL 48 HOURS BEFORE YOU DIG THESE DRAWINGS ARE HOT TO BE USED FOR CONSTRUCTION UNLESS 1-800=424-5555 SIGNED BY THE REVIEWING AGENCY / 12 MIN. i 2 2"" a,, ; 12"0 " FIBRE JOINT 4 PVC a \ PACKING SDR 35 TYP. 7" 2-7/8" 7-3/4BEN" 45' 1 /8) PRO T11NGS d 8" AS REQUIR a. BUILDING FOUNDATION 15" .. 4. SEE STRUCTURAL DETAILS , CAST IRON RING AND COVER 4 d „ PLUG TO BE SEALED ° Li d " ' IN SAME MANNER AS .. .I M ------------------ MAIN SEWER JOINTS FOOTING SUBDRAIN DETAILAWO STRUCTURE TABLE STRUCTURE NAME STRUCTURE DETAILS LOCATION Cg#1 TYPE 1 RIM 318.72 1E 316.50 (12" W) 1421.20 N 126104. SOLID LOCKING LID IE 316.50 (12" N) E 126fi10430 RIM 319.04 CB#2 _ IE316.77(12"N) N121414.12 TYPE 1 SOLID LOCKING LID IE 316.77 (12" W) E 1266051.47 IE 316.77 12" E Cg#3 TYPE 1 RIM 321.76 IE 319.73 (12" W) N 12 0. SOLID LOCKING LID IE 319.73 (12" E) E 126600806 CB#4 TYPE 1 RIM 327.50 IE 323.50 (12" NW) N 121527.22 BEEHIVE GRATE IE 323.50 (12" S) E 1266051.72 CB#5 TYPE 2-48"0 RIM 340.91 IE 328.22 (12" N) N 121616.04 SOLID LOCKING LID IE 328.22 (12 SE) E 1266007.78 RIM 347.79 CB#6 TYPE 2 IE 336.48 (12" N) '336.48 N 121707.50 IE (12" E) E 1266009.52 SOLID LOCKKING LID LOCKING IE 336.48 (12" S) RIM 341.50 N 121702.50 TYPE BEEHIVE GRATE IE 338.50 (12" W) E 1266065.52 RIM 358.28 CB#8 TYPE 2-48"0 IE 348.72 (12" E) N 121843.13 IE 348.72 (12" N) - E 1266012.10 SOLID LOCKING LID IE 348.72 (12" S) CB#9 RIM 352.00 N 12 1842.07 TYPE 1 BEEHIVE GRATE IE 349.00 (12" W) E 1266068.19 CB#10 RIM 365.20 TYPE 2-48"0 IE 357.15 (12E) 1940 13 N 121940.1 3 SOLID LOCKING LID IE 357.15 (12" S) E 1266013.94 CB#11 TYPE 1 RIM 362.09 IE 357.57 (12" N) N 121939.32 SOLID LOCKING LID IE' 357.57 (12" W) E 1266056.60 CB#12 TYPE 1 RIM 366.52 IE 361.90 (12" E) N 12 SOLID LOCKING LID 1E 361.90 (12" S) 058.9 E 1266058.43 CB#13 TYPE 1 RIM 364.50 N 122040.09 BEEHIVE GRATE IE' 362.00 12" W ( ) E 1266068.70 PIPE TABLE PIPE NAME LENGTH SIZE MATERIAL SLOPE CULV#1 13 LF 12"0 CPEP 0.61% PIPE#1 53 LF 12"0 CPEP 0.50% PIPE#2 44 LF 12"0 DI 6.76% PIPE#3 44 LF 12"0 DI 0.61% PIPE#4 113 LF 12"0 CPEP 5.95% PIPE#5 99 LF 12"0 - CPEP 4.76% PIPE#6 91 LF 12"0 CPEP 9.02% PIPE#? 56 LF 12"0 CPEP 3,60% PIPE#8 136 LF 12"0 CPEP 902% PIPE#9 56 LF 1 12"0 CPEP 0.50% PIPE#10 97 LF 12"0 CPEP 8.69% PIPE#11 43 LF 12"0 CPEP 1.00% PIPE#12 101 LF 12"o - CPEP 4.28% PIPE#13 10 LF 12"O CPEP 1.007* PERMIT NO.i 10102264 EN CITY OF FEDERAL WAY RECEI El CITY ENGINEER Dec 0 DATE Wl COMMUNITY D LOM Civil Engineers a m - Structural Engineers ' �, . ,10 Landscape Architects Community Planners Land Surveyors V r Neighbor's TACOMA SEATTL_E 2215 North 30th Street, Suite 300, Tacoma, WA 98403 253.383.2422 TEL 1200 Sixth Avenue, Suite 1620, Seattle, WA 98101 206.267.2425 TEL Proiect Title: MIRROR LAKE HIGHLAND Client THE NEXUS STUDIO 1911 SW' CAMPUS DRIVE, SUITE 116 FEDERAL WAY, WA 98023 WILLIAM MCCAFFREY Job No. 207655.10 Issue -bet & Date: PERMIT RESUBMITTAL NOVEMBER 23. 2011 OHi� �E P 34858 � ars1�' 1 ss ti t0 NAL 1 N0110E ALTERATION OF THIS DOCUMENT SHALL INVALIDATE THE PROFESSK AL SEAL AND S WTURF PUBLICATION OF THIS DOCUMENT DOE'S NOT DEROGATE FROM RESERVED ovANERSWP RIGHTS IN IT. THIS DOCUMENT MS FOR USE ONLY FOR THE PRG.ECT mFNTRTED IN THE T LE BLOCK AND IS NOT 70 BE USED FOR REPAIR, REMODEL OR ADMION To THAT PROJECT OR FOR ANY OM PROJECT. 1 a A CITY COMMENTS 8/17/10 TCS Revisions: Sheet Title, GRADING AND DRAINAGE PLAN NORTH Designed by: Drawn by: Checked by. TGS TDS JMW Sheet No. C2v3 kY 7 of 12 Sheets TNT Q:\20071207555\10-CMCAD1207555-C2.3.dwg, layoutl, 11/22/2011 11:43:50 AM, 0ce TDS700.oO, Oce D+ 2406 in (Landsraae) NOTE: T ? FFRO�< 13465f C ROOF A 111OFF CONTRA GONF I Rz ----------------------- - TI FPI r - - - 5'-IO I/4" A-2 1 i'-O' I I II III II II III --1—------------ - - ------------------- I I 111 III II II II II I P50VIDE OPTION � I 1 -IC II2"X"" _L f_qR CONCRETE P H rffiJ01L5T5 I ----------------- ( (FPI Q 1=-_*-_____ - _ _JIIIIIIIII IIIIIIIIIIIIIIIIIIII IIII iIIIIIIIIIIIIIIIIIIt I1II1II11II1II1II1I1 IIIIIIIIIIIIIIIIII iIIIIIIIIIIIIIIIIt 1i1t IIIIIIII1IIIIIIIII1II 2'10IIIIII1IIIIII1 IIIIiIiIII III 1/2" 4'-61/4" 4-10" ' Q A-2 II jIII 0„- INSTEAD D- OF -W-OO-D - D —I G—Jb II IO 11DETAILEDAS N11 BEAM i II IN WALL5 (TYPI L) SEE STRUCTURAL o FRAMN6pLAN7PASES FOP, ALL I I FOUNDATION OUNDATION VIENTS MOUNTED FLUSH 11 H II ALLOW 2" FOR IGID TO TOP OF STEM WALL (TYP) __ __ __ INSULATION AT AM DETAILS ----- F==- - - - - - - - - - - EXTERIOR END . 2x12 JOISTS II I ---------- ® 24" O.G. II 1 iI 2,IIIIIIII1I - �c12_JD5--______®4/12 PITCH II I 3 i/2" WID BEAMS X I o d1/12 PITCH I IIIIIII 14 Ac®__ _ PER CEN PSTEP DON FOUNDATION FOOTEAT THIS POINT (TYP)2" AR DECKINIS /4" OSB A FND. WALSCT. I I ACROSS 5TRUGTU BEAMS sCME- 3W T- W 5,_0„ 5,�„ 5,�„ 5,� 2„41IJO�T5 I II(D16Ii O.GI II I ------ - - - - - - - - - - - - r ----_= I-� 3 I 11 II II II II II II II II II II I8'I I P4 J I JI I I I I LI _ FPF IASEE 5 R_ I2 SHEETS FOP,F"XIOPJ013TS P,,SEE STRUCTURAL ALL E EAM, POST, AND PAD r___ 2x1JOISTS _____ 111 O.II I PASES FOP, ALLI24x24 SIZES AND DETAILS I SPLAYED 4O.G. DETAILS SKYLirGHT OPEN i III A 4/12 PITG I II II II �\II I $ q'-4 I/4" B 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 I I I I I I I = I___ I I I I I I I I I I II II 11 II II II II III II II II I 8 m I I I I I I I I I II I FND. WALL SECT. � If_JL_J �V sCALEel4••r a m I C----------�---- I I I I I I I I I I o 0 it I =----------------------- __� III II OVERHEAD STUCTURAL FP4 FP4 II I -J L---J L---J L---J L- ry I III III BEAMS SEE 5-SHEET5. A_2 A-2 1 1( 1 III III 5 1/2" WIDE BEAMS Q I �_--__-_-------------- -- -- I ( --J -- PER CENTERS SHOWN d) 1 m 1 2X12 JOISTS I ( I/2" WIDE BEAM AT 15 LOCATION ONL 'I SEE STRUCTURAL - FP2 PAGES FOR ALL A_2 I @ 24" O.G. I I I � ,. I I I ® 01/12 PITCH I OPEN TO DETAILS. WIDTHS I -------------------- '� I I __-------------------- __� BELOW VARY. I 1 u------------------ I I A R---------i1c\ ----- �� tV I I A A-s I I I I I \ i/ i t I NOTE: C I I T =1-4 11 __\_��,IL � 2 AR DECKING /4" OSB BGALE 3W-r a I N I 1 k$====_____-- -- SEE SHT. F I 24"X48" SPLAYED I A 055 STRUGTUR BEAMS CEILING ETAIL I I I 1 1 SKYLIGHT OPENING I I Fn CENTERED ON ALCOVE I I A-2 I TRUCTURAL I 1 I RIDGE BEAM SEE I TS FOR MORE STRUCTURAL SHEETS I TAILS AND ALL I I I TRUGTURAL HEADER I I SIZES AND LOCATIONS I I FPI -- - .0. 4'-10 I/4" 4'-10 1/2" 9'-3 I/4" - - - I r - -1 III I I----------------------------� I r I II II II II 11 II II II II II II II I -1 ___J L_-- r______________________ I II II II II 11 II III II II II II II I I SEE FLOOR PLANS C--—IL---Jl---JL---1L-- IL---Jl---JL---1L---11----LL---y--- --� FOR STUDS BETWEEN EGI A-2 I 7 I ( PROVIDE OPTION FOR CONCRETE .fl — — — — — — — — — — — — — — — — — — — Ir---------�--f = Il-- 1T- - Tf- �I- !F- 71- 1T- I WINDOWS A -I I I tY1 I ( PORCH INSTEAD OF WOOD DECKS I II II II II I II II II II II II II I m L - - - - - - - - - - - - - - - J ( AS DETAILED ON FRAMING PLANS. I II II II II II II II II II II II II I I I I II II I�� II II II II II II II II II IIIII_ IILI JIJI IILI — �I 1 IIII IIII II ®24 J _______________EXPOSED RAFTER CEILING NOTE: 2x10 I015T5 II II I 11 11 11 1 I W/ OPEN ENDS ABOVE PORCH 14'-0" 0'' ``t n11FOUNDATION AND o Q 6 II II II II 4/I:�I PITCH 11 11 11 11 a S I I I I I I I I I I I I I I i �° � I �° n II II II II II II II I) ROOF (5EN ..e �"'tL NOTES � 1 I I I I WOOD B AM, SEE TRUG 5HT 5 I I I I I WOOD BEAM, SEE STRUCTURAL 5HT'5 a'-3" 14'-0" 9" SHT'S F FOR SLING. " I I I I I I SHT'S FOR FOR SIZING. ARE ON S H T` • A c 2 - - -I r— - III II II II II Ilr -- i i i i Da 1 --III II II II II II IIL--41 II II II II II II II I 24'--0" Ir 1100-B ROOF FRM'G scale:1/4" =1'-0" 1100-B 2ND FLR, FRM'G scale: 1/4^ =1'-0" 1100-B FOUNDATION PLAN scale: 1/4"=1'-0^ ----------------------------- --------, -Tr Tr - -.T --rr' 11 -rr--rF--�--iT 11I --Ir --It- MI MI --� ii ii --ry II 11 --h II II --h II it --I� II 11 --h II II --It it ii --11 II 11 --1T II II it it --In III 111 1 I I I 04-3 wi in > tu u xa) w z K uj IL (-4 r .. .: niN oR/avnra, Et�71�11C RE.AIOARI@R00!lCIIE � nE PROPERTY aF rHE Noae of uoq, � unf wn, pro �,w ns�etr� EEav�E. u�aR REP�oucnoR vxrwaur n. x� PErar�or� of �tE REfOJS MtRaO! PROFS EYOOPYRR�if WN 7F� ORAWmM OIE_YFORIm HCOKiE mIlmllm PRMIEff OFkiA 1* fOEownvwnwwoOBtPNRm whim fimewmimPERMNMOFTIMIM OMM © COPYRIGHT 2014 the NOWUS studio CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT 1100-B ROOF PLAN scale:1 /4"=1'-0" 1100-B 2ND ALT, FRM'G scale:1 /4"=1'-0" 1100-B 1 SIT FLR. FRM'G scale:1 /4"=1 '-0" C:71 1100-B 2ND FLR PLAN scale:l/4"=1'-o" SEE 5TRUCTUR 5 FOR FOUNDA' RAMING DETAIL 7RUCTURAL HEM AND LOCATION FIRE SPRINKLE: N (IF REQUIRED I-TED 5EPERATE " 1100-B 1ST FLR PLAN scale: 1/4 1'-o" = MAIN FLF REFUD C S 04-3 Q3 GENERAL NOTE5: PLAN NOTES (P)- win.- > A s - STAIR CONSTRUCTION (PER IRC R311.7) (SEE SECT. B-B SHT. A-3) C A. TREADS 10" MIN., RISERS 7 5/4" MAX. HT B. HEADROOM MIN. 6-8", MIN WIDTH 3'-0" C. HANDRAIL- MIN. 54" TO 38" ABOVE TREAD N051N6. GRIP SIZE 1 1/4" MIN. TO 2" MAX. CROSS SECTION DIMENSION AND 1 1/2" MIN CLEARANCE FROM WALL. TERMINATE RAIL ENDS IN NEWEL POST OR RETURN Nr TO WALL. REQUIRED WITH 4 OR MORE R15ERS. x a) 1 3: r— D. INTERMEDIATE BALUSTERS SHALL BE SPACED LESS THAN 4" BETWEEN BALUSTERS. E. INSTALL FIRE BLOCKIN6 AT 5TRIN6ER5 TOP AND w K AND BOTTOM AND ADJACENT WALLS. UJ G. COVER USABLE SPACE UNDER STAIRS W/ 1/2" GWB. A s - MIN. IS"X24" CRAWL SPACE ACCESS (PER IRC R 408.4)z IL INSULATE AND WEATHER STRIP. - EGRESS WINDOW (PER IRC R310) A-3 A. MIN. OPENING AREA = 5.7 S.F. EXCEPTION: GRADE a3' w 0 FLOOR OPENINGS = 5.0 S.F. B. MIN. OPENING HEIGHT = 24" rm 0 C. MIN. OPENING WIDTH = 20" cc D. MAX. SILL HT. ABOVE FIN. FLOOR = 44" P4 _ COVER WALLS ADJACENT TO TUBS AND 5HOWER5-3 WITH CEMENT BACKBOARD AND NON -ABSORBENT MATERIAL TO A HEIGHT OF NOT LESS THAN 6ABOVE THE FLOOR (PER IRC R307.2). OR USE FIBERGLASS INSERT UNITS. - EXTERIOR TREADS 10' MIN., RISERS 7 5/4" MAX. CONTINUOUS RUN W/ 4 OR MORE RISERS REQUIRE A HANDRAIL (PER IRC R311.-I.-t). LANDINGS 36" MIN. IN DIRECTION OF TRAVEL (PER IRC R311.7.5). SLOPE 1/4" PER FOOT TO DRAIN. A 3 - EGRES5 DOOR MUST BE MIN. CLEAR 2'-8" X 6-6" OPENING AND BE OPERABLE FROM INSIDE NO A KEY OR SPECIAL KNOWLEDGE OR EFFORT (PER IRC R311.2). LANDING WIDTH AND DEPTH NO LESS THAN 56" AND NO MORE THAN 1 1/2" INTERIOR AND 7 5/4" EXTERIOR LOWER THAN TOP OF THRESHOLD (PER IRC R311.3) 3 - GAS METER LOCATION IS WITHIN 40' OF ALL GAS APPLIANCES. ALL 6A5 APPLIANCES EQUAL 222,000 BTU's SO TABLE 62413.40) OF SECTION C72413 REQUIRES I' GAS PIPING. Pa - PRIMARY HEATING SOURCE FOR HOUSE IS A DIRECT A-s VENT FREE5TANDIN6 GAS STOVE HEATER SYSTEM VENTED WITH A UNITIZED, COAXIAL (CONCENTRIC) VENTING SYSTEM DESIGNED FOR USE WITH A DIRECT VENT GAS STOVE. BOTH 6A5 STOVE AND VENTING SYSTEM SHALL BE CERTIFIED BY A MAJOR TE5TING AGENCY SUCH AS UL, GSA, WORNOCK HERSEY, OR OMNI. STOVE AND VERTICAL VENT SYSTEM TO BE INSTALLED PER MANUFACTURER AND CODE REQUIREMENTS s - WHEN REQ'D MOUNT FIRE SPRINKLER (FS) SUPPLY RISER AND SHUT OFF VALVE A55EMBLY IN THE 2X6 PLUMBING WALL AT ITS MID -POINT. ENERGY CODE NOTES (EC) ON SHTS A-14 A-2- PER 2015 WSEC, CONTRACTOR WILL UTULIZE INTERMEDIATE A-i FRAMING TECHNIQUES AS PRESCRIBED INCLUDING: STUDS FRAMED ON ib-INCH CENTERS WITH DOUBLE TOP PLATE AND SINGLE BOTTOM PLATE. EACH OPENING 15 FRAMED BY TWO STUDS. EXTERIOR HEADERS SHALL BE INSULATED TO R-10. AND CORNERS USING TWO STUDS OR OTHER MEANS OF FULLY INSULATING CORNERS U.N.O. DUE TO STRUCTURAL HOLD DOWNS OR SHEAR REQUIREMENTS. ec2 - PER 2015 WSEC SECTION R401.3 A PERMANENT CERTIFICATE A-3 SHALL BE COMPLETED AND LOCATED IN AN APPROVED LOCATION THAT LISTS THE PREDOMINATE R-VALUES OF THE CEILIN6/ROOF, WALLS, FOUNDATION, DUCTS LOCATED OUTSIDE EC5CONDITIONED SPACES, AND THE U VALUES FOR FENE5TATION. A-5 _ PER 2015 WSEC SECTION R402.4.1.2 THE BUILDING SHALL BE -3 TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE NOT EXCEEDING FIVE AIR CHAN&E5 PER HOUR. FOUNDATION PLAN NOTES (FP) ON SHT A-1- CRAWL SPACE VENTING (PER IRC R408.2) STATES MIN. NET FREE AREA OF VENTILATION REQ'D 15 1 S.F. PER 300 S.F. OF UNDER FLOOR SPACE. PER MFGR, THE TYPICAL I&X6 VENTS NET FREE AREA 15.5 SF. CALCULATION: 656 S.F. AREA DIVIDED BY 300 S.F. IS 2.15 S.F. 2.18 S.F. DIVIDED BY .5 NET FREE AREA IS 4.36. FP2 4 VENTS REQ'D, PLAN PROVIDES 5 VENTS. R_1 - PROVIDE 6 MIL BLACK POLYETHYLENE GROUND COVER ON GRADE (PER IRC R408.1) FP3 - FLOOR JOISTS MUST BE A MIN. 18" TO EXPOSED W A-� GRADE. WOOD GIRDERS OR BEAMS MUST BE A MIN. Q FP4 12" TO EXPOSED GRADE (PER IRO R317.1) END OF WOOD GIRDERS OR BEAMS MUST BE A MIN. OF 1/2" CLEARANCE FROM CONCRETE. FPs - PROVIDE SOLID BLOCKING THRU FLOOR SYSTEM A-� TO PROVIDE SAME AREA AS POST ABOVE AT ALL POINT LOADS. ROOF PLAN NOTES (RP)- RPi _ PROVIDE CONTINUOUS BIRD BLOCKING W/ 3- 2 1/2" Z a-2 HOLES AND 1 60" BAFFLE PER JOIST SPACE AT ALL O EAVES AND A CONTINUOUS RIDGE VENT AT 1416HE5T (A RIDGE TO VENTILATE ROOF (PER IRG R806.2) > CALCULATION: Uj STANDARD BIRD BLOCK= .035 S.F. OF VENTILATION/L.F. COREAVENT V300 RIDGE= .094 S.F. VENTILATION/L.F. TOTAL ROOF AREA= 1114 S.F. REQUIRED VENTING= 1114 S.F. / 300 = 3.71 S.F. OF VENTS EAVE VENTS= 71' L.F X .058 = 2.7 S.F. OF VENTS RIDGE VENTS= 201 L.F. X .Oa4 = 2.6 5.F OF VENTS REQ'D VENTS= 3.71 S.F. SUPPLIED VENTS= 5.5 S.F. 3 3 ~ CUSTOM BIRD BLOCK= 0 Q .042 S.F. OF VENT/L.F. (50REENIN6 ON BACK) Z m G W- _ zW ]L RP2 PROVIDING CONTINUOUS BIRD BLOCKING W/ 3- 2 1/2" k 0 3 W A-2 HOLES AND I BAFFLE PER JOIST SPACE AT EAVES ONLY AT THESE LOCATIONS (USING 1/150 AREA CALC.) a Q U MEETS IRC R806.2 DUE TO MUCH SMALLER SF AREAS. CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT INS ORAV04%61SOM IIDFIE.aoionR�ROOtR7RE NE7FEPNWEfflY0FT EN0=e7U0K%77EMnF iOR,Aro AIEM tWRRNr WOW 80MM lN1 fMMW UE01t REPROOMMMMMMEVOUrIMPEOMMOFINE WamwUmoa OYCOPvROWL un.1m ORA7 m!OULYFORUSEM0ltt� 0"vwm7m �' PfAlmlIiAL mwwolIRBnE manatimme wnmm7NEvvwmPElOt7l M0rDENE4bUR= © COPYRIGHT 2014 the NOWS studio 4-3'-O"--� B BATHROOM ELEVATION ace 1µ -r•o• M, ■Ilfii�■1 11111101111111111111 mimmmmI ■■11 iiimi N WALK-IN CLOSET WALL ELEV. WALE: U4-r-o• CUSTOM LINEWBATH_ CABINET T WIRE 5T0 6E WIRE CLOTME5 SHELVES �jc ;p HAN61N6 51 ELVES .i � m m T , M WALKdN CLOSET WALL ELEV. WIRE CLOTHES -_ i HAN61N6 SHELVES m T I -I �_ WIRE STORAGE ? 1 � � SHELVESIF WIRE SLOPED SHOE SHELVES .— I WALK-IN CLOSET WALL ELEV. L 12'-0 1/2" L n ,�-3'-4 1/4";� V-4 1/4"........ A BATHROOM ELEVATION BATHROM ELEVATION � acAt.E: �K•-r--o• 04-3 • win > tu Iw. x w (D z K Ui Uj fl) w IL C4 r 11 00-B BLDG SECTION . 11 OOmB BLDG SECTION A-2 i scale: 1 /4' = '-0" Leimm- x�� A-2 % scale: 1/4 If= 1 1.011 421, TV m m .� S'--t 1/7' A-2 i scale: 1 /4"=1'-0" SHADED AREAS INSULATED 12PER ENEY RGCODE (TYP) 12 R-38 HIGH DENSITY BATTS AT ALL CATHEDRAL OEILINGS-- R-21 BATTS AT ALL EXTERIOR WALLS I R-30 BATTS OVER ORAAL SPACE T� I o o I I � I I t; I ry N RUCTURAL 5HT'5 �-' n f I ON AND PRAM I N& A-2 i scale: 1/4 If= 1 1.011 12 -14 I In W a 9 I'III�IZ tA-2 scale: 1 /4"-1 '-0" (A W oG /2" Nil to I�ED THIS DRAWMIO, ETEMONID FLAANWORREPR00I10HE ARE THE PROPERTYOFTHE NERUE UFUOK,TTEAUTHDR,AND AREAN DIUMUMSTTOF EMME. UNWTTTqFMMD UEOR REPRODUOTiDNTRTHOUTTNEYYRRTEi PERMIM ION OFTHE NEXUM STIED IS PFbFENTED TTYODPYRTWLAW.TM DRAYNND IS ONLY FOR USE INOOTMEMUM YYTTH THE PRMWAND SMALL NOT E CUnROUTED100MRPARTIES TOTHOUT THETYRITTEN PETUMIMOFTHENEMOSA 10. © COPYRIGHT 2014 the NDNS studio K BEDROOM ELEVATION E- LMLANDINGNG RM. WALL ELEV. H 8TAIR NDING ELEV. WALW a -0• �BCALE 1!4• -11 Q' — 8C/1LE 1M - r o• 1 KITCHEN ELEVATION_ ��—BGAI.E:1l4 -1:Q p KITCHEN ELEVATION -- KITCHEN ELEVATION � 8W11.E:1l4 -1:Q ■ ■ IMF110 BMW V ■ r1/ MEN! � MEN � v / Is ■ w ■ Is scale: 1 /4"= V-0" 11 00-B SIDE ELEVATI 1-11.011 ASPHALT SHINGLES (TYP) 2X12 FASCIA W/ IX& SHINGLE MOLD OF PRIMED WHITE WOOD AT GABLED ENDS (TYP) --- 5/4X8 BREAK BOARD OF PRIMED WHITE WOOD W/ MTL FLASHING ACROSS TOP (TYP) X& FASCIA OF PRIMED WHITE WOOD AT RAFTER TAILS (TYP) 5/4X4 CORNER TRIM OF PRIMED WHITE WOOD (TYP) 5/4X4 WINDOW TRIM OF PRIMED WHITE WOOD (TYP) 5/4X5 WINDOW TRIM OF PRIMED WHITE WOOD (TYP) AT SMALL WINDOWS ONLY CEMPLANK CEDAR LAP SIDING W/ -7 1/2" REVEAL (TYP) CEMPLANK GROOMED C 4X8 VERTICAL SIDING I FLASHING AT POP—OUTG PRIMED WHITEWOOD 2X RAIL AND 2X2 BALUSTE UPPER EXTERIOR DECK' 2X5 ANGLED SILL STOC OF PRIMED WHITE WOOL CONTINUOUS MTL FLASH ACROSS TOP (TYP) PREBUILT OR SITE BU I LI PRIMED WHITEWOOD FL,, AND SEAT/RAIL DECK 5 (TYP) SEE DETAILS A$ E HARDIESHINGLE SIDING W/ -7" REVEAL (TYP) MOTE: SEE STRUCTURAL =0R FOUNDATION AND F DETAILS- (TYP) 12 41 Eon 4ax4b 31H DOOR _0 12 lQ bOxb4 sH 12 4 L a-4 L-------------------L--11---------------------------�_JJ 11 OOmB FRONT ELEVATION. scale: 1/4"�V-0" 04-3 %30 win X w (D Y— z K Uj Uj IL r in Uj • W a 9 11 OOmB REAR ELEVATION scale: 1/4"= V-0" o I I I/2" I( 11 I I/2" _ I'—O" (V N ✓' I/2" Ixb #Ix4 cedar � \ — � �ci I/2"�5 I/2" seat slats f() cap on �ali ar top Treated 2x4's seat supports lag bolted , 1 Perforated metal to post and to each o o N ^ 1 Nbottom in planter other as shown m Treated 4x4 deck — — — - Q 3 3 m posts =1 Treated 4x4 seat U) Q Q sts Ix4 Cedar rails y Q I/ _ ry O Q and planter box N Ix4 Cedar rolls Z m Q Uj f(i Ixb Composite (ii u. W DeckingIxb Composite Q Z Y L-- Decking W 3 Rail poston t lag (� bolted to Ve, Treated 2x8 _ p� structural boom Deck Framing or dim. lumber 5oat post lagg � Treated 2x8 ( bolted to 4Xb Deck Framing — structural bee DECK PLANTER/RAIL DET. SCALE: 3/4" = 1'- 0" SCALE: 3/4" = 1'- 0" INS DP01104 , aADMIMI 10 FiE,AN010R1�R00IlOHIE ARE7MPNXW1 YaFTHEN0=WU0K%1 EAUINORAt0 MEANeeitAmworeammuNuili »umoR REPROOMMVRINOIICTHEVWUrUNPaaee MOF7M N=10=01010PROHNIMIDWOORROMM.nn ORAVRNO!ONLYFOR IMEM00NNON 0NVYRHTHE P TAN0e1W.LNOTREDIOiaO®700NBtPRRIED wnmur 7NEVvwm PE%NSW0F7NENa4S== © COPYRIGHT 2014 the NDNS studio CITY OF FEDERAL WAY 1 100-B 2ND FLOOR ELECTRIC scale: 1/4"=V-011 TANKLE MOUNTE' EXTERk HWITIM-nowm • • scale: 1 /4"=1'-0" ELECTRICAL LEGEND: - DUPLEX RECEPTACLE OUTLET - DUPLEX RECEPTACLE OUTLET SPLIT WIRED (SWITCH TOP HALF) - DUPLEX RECEPTACLE OUTLET GFCI GROUND FAULT CIRCUIT INTERRUPT (PER IRG E5 102) - EXTERIOR WATERPROOF OUTLET WP SINGLE RECEPTACLE OUTLET 220V (R: RANGE, D: DRYER) 17- PHONE JACK - T\!/GABLE JACK - COMBINED PHONE 8 T\!/GABLE JACK SMURP TUBE TO ALLOW —I$� — MEDIA IN EITHER LOCATION =i= CEILING MOUNTED LIGHT �i����ur�11�►�i1�»C�3'.� WALL MOUNTED LIGHT ® — RECESSED CAN LIGHT ®— WATER RESISTANT RECESSED CAN LIGHT WR - 51NGLE POLE 5WITGH 3 WAY 5WITGH ETC. - GAS METER - ELECTRIC METER Hw I - EXTERIOR MOUNTED TANKLESS WATER HEATER 5ATI5FYING ENERGY CREDIT 55. (RINNAI-RL-75E) ELECTRIC BASEBOARD HEATER o - ELECTRICAL PANEL - FAN- DIRECT VENT TO OUT51 DE - BATH54LAUNDRY 50 GFM MIN. - KITCHEN 100 GFM MIN. - ALL FAN5 RATED AT .25 IN W.G. (PER IRG TABLE M150'7.4) WHOLE HOU5E VENTILATION USING 100 GFM EXHAUST FAN (PER IRG M150"1.3.4 AMENDED). OUTDOOR AIR SUPPLIED BY OPERABLE WINDOWS AND 1/2" UNDERCUT DOORS (PER IRG 150-1.3.4.4). O- INTERCONNECTED IIOV SMOKE DETECTOR WITH BATTERY SD BACKUP (PER IRG R314) T- COMBINED CO2 AND SMOKE DETECTOR 5D U 2 074 W a 0 I IL I z 0 W GC LJLI 0 3 3 ~ Q w m � z m LJJ`'- G"ZW Y THIS DRAVAN% ELECTROW FLAANOORIEPR00IOEE ARE THE PROPERIYOFTHE NENA STUDS), flEAU(HDR,ANo AREAN NSTRSA WOOF SERVSC. UNNnHoRM UEOR REPROOUMMVSTNOUCTiEVOWTEN PE ION OF7M NOORt STUDIO PROHIMID SYODPYROHTtA V THB DRAVRNS N ONLY FORUM IN OOlNESTON MM THE PROAW AND 81WJ.NOT E DOOBftEDTOOTHMPRRTB RECEIVED WRHOUT THE VYR M PEUSpONOFTT£NEXISS M © COPYRIGHT 2014 the NEXUS studio 11 00-B ALT. 1 ST FLR. ELECTRIC scale: 1/4"=l'-O" CITY OF FEDERAL WAY 2015 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 190370 FOR: THE NEXUS STUDIO PLAN: MLH 110013 INSTALLATION INSTRUCTIONS OF 5IMP5ON STEEL AND WOOD STRONG WALL COME ATTACHED TO THE WALL ASSEMBLIES. PLEASE READ AND UNDER5TAND THE DESIGN DRAWINGS AND PRODUCT INFORMATION BEFORE INSTALLING THE ANCHORING ELEMENTS OF THE WALLS. IF INSTALLATION INSTRUCTIONS ARE NOT PRESENT REFER TO 6IMP50N STRONG TIE CATALOG C-5WO7 OR WWW.5TRONGTIE.COM 51MP60N STRONG -TIE WILL PROVIDE, UPON REQUEST, TRAINING AND FIELD REVIEW BEFORE THE INSTALLATION OF THE ANCHORING ELEMENT,, OF THE STEEL AND/OR WOOD WALL A55EM5LIE° TO REQUEST SUCH TRAINING PLEASE CALL (a00 999-5099 EXT. lOa2 AND PROVIDE NAME, PROJECT ADDRESS, AND CONTACT INFORMATIO1 YOU MAY AL50 E-MAIL REQUESTS TO jfoxoStrorgtlacom. PLEASE ALLOW 24 HOURS FOR SCHEDULING. 35 5" MIN. F, 6" MIN SITE CRITERIA DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD (V-ULT) CATEGORY OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 1 110 MPH B D D II <15% NONE NONE J-2" 0.502g 1.3099 360 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES CU�R5 C�R ST r�LUAL L FC�ND AT I CN ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (TYP) LEGEND POINT LOAD KEY FOR EWGINEER USE ONLY MEMBER RX -ROUNDED TO NEAREST KIP TOTAL DEAD 1.0 6.0 z.o SNOW 3.0 BEAM DESIGNATOR FOR PLAN REVIEW USE ONLY RX 4X8 DF*2 3-1/2'xl2' GI-5 RX STUD/COLUMN ® =4x4 DESIGNATOR ® =4x6 I =2x6 ■=(2)2x6 =2x4 ■=(2)2x4 ® =6x6 0=(3)2x6 ■=(3)2x4 =6x$ ■=(4)2x6 .=(4)2x4 N =8x8 SNEARWALL DESIGNATOR SEE SHEARWALL SCHEDULE SWIoa sw I-IOLDOWN/STRAP DESIGNATOR STHD14 SEE HOLDOUJWSTRAP SCHEDULE HDU5 (2X;514s C514 L/L/ I `tL/ I :Jlif--h"" I/ "t = I / HOLDOWN 5CHEDULE SIMPSON PRODUCT FASTENERS MODEL NUMBER ANCHOR BOLTS NAILS SCREWS CAPACITY* HDUS - HF MEMBER 43400 N/A (14)-61)6Y4'x 22' TO (2) STUDS 55 5/8x24 URO. HDUS - DF MEMBER 56450 MIN. HDUS - HF MEMBER 5820* N/A (20)-SDS Y4'x 2 2' TO (2) STUDS 55T528 OR 551/8'x24 HDU8 - DF MEMBER 1810" MIN. URO. HDUII - HF MEMBER 8030" N/A (30)-SD5Y4'x2l/2' TO 6x6 MIN. 551x30' URO. HDUII - DF MEMBER 93350 HDU14 - HF MEMBER 9260" N/A (3(0)-6D5Y4'x 22' TO 6x6 MIN. 55IX30' URO. HDU14 - DF MEMBER 14445" 5TPD14/6THDI4RJ - 3500" (2) STUDS W/ (30) Ibd N/A N/A MSTC403 - 3SO0' PER MFR WA N/A M6TC6653 - 44SV PER MFR WA N/A C514 - 24cJ& (18) 8d EACH SIDE N/A N/A HOLDOWN NOTES: (U INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT IUITH PRESSURE TREATED UIOOD SHALL 5E SIMPSON '7-MdY' Ti?IPI P 7IMt-- rndTFT) nr.> LInT n[PP;=n rdI \/AM17;=n PrAP /?)PPnAleW PPnTFrTInM CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT G �II E 8 Lo Z O m Q c g $�'9is45 N,$ �N� � to 3 0 N(Aaa= -r-I V ' nW W V ' f UILDING ODE 20151BC IND EXP. 8 110 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW Q AD 25 PSF ENG. P.E. JOHN H. DATE 0&.05.19 REVIEW ZACK C. ANALYST ALEC H. SHEET si 1 OF 8 SHEETS PROJECT NUMBER 190370 COPYRIG-IT©20I'B HODGE ENGINEERING, INC. 2015 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 190370 OR: THE NEXUS STUDIO PLAN: MLH 110013 INSTALLATION INSTRUCTIONS OF 5IMP5ON STEEL AND WOOD STRONG WALL COME ATTACHED TO THE WALL ASSEMBLIES. PLEASE READ AND UNDERSTAND THE DESIGN DRAWINGS AND PRODUCT INFORMATION BEFORE INSTALLING THE ANCHORING ELEMENTS OF THE WALLS. IF INSTALLATION INSTRUCTIONS ARE NOT PRESENT REFER TO SIMPSON STRONG TIE CATALOG C-5WO7 OR WWW.5TRONGTIE.COM 51MP60N STRONG -TIE WILL PROVIDE, UPON REQUEST, TRAINING AND FIELD REVIEW BEFORE THE INSTALLATION OF THE ANCHORING ELEMENTS OF THE STEEL AND/OR WOOD WALL ASSEMBLIES, TO REQUEST SUCH TRAINING PLEASE CALL (SOO) 999-SO99 EXT, 1082 AND PROVIDE NAME, PROJECT ADDRESS, AND CONTACT INFORMATION. YOU MAY AL50 E-MAIL REQUESTS TO jfoxostroretie.com. PLEASE ALLOW 24 HOURS FOR SCHEDULING. SITE CRITERIA DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD (V-ULT) CATEGORY OWNER PER OWNER OWNER RESPONSE S1 RESPONSE SS r25 PSF 110 MPH B D D II <15% NONE NONE J-211 0.502g 1.3099 360 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES x 6 SI)S sorev s STRONG -WALL WOOD — SHEARWALL 17 -1/2 1 35" 1T-1/2" 17-1/2' ❑i i i�� � 1— I � ■ ■Im 1 .■/ 11m ■i. ea Slpssn Strong -Tie TP-1 or A35 framing angles Stron6-Wahl Wood 5lteor�,���ll M14 4X10 Dm sTHD 14RJ 23 5NE) 2411 — 2,, PT HF*2 OO G. UT/CU26 M14 `r 1 = 1 III II I I M 210 I DOUDLE JO JT HD14RJ DF#2 5 3/4" TAG ANDIN BOUNDARIES HDUS HDUS ��- - '— Y .. - Imo► ,� ii■�■iil ..� :iii��C ��Y �s �" . Y� E�IIJ �r 1. lr!1 11 villwaam i ■■■ AB OR C L=IR OU CLA MINIMUM GURB/STEMWALL SHEAR REINFORCEMENT PER DETAIL WHEN REQUIRED O ° A c 12" a" a 5" MIN. FOR W5W-A51/8 4. e .. .< 6" MIN FOR WSW-ABl 17-1/2" 33" CUPS CP ST �LUAL L FC�ND AT I CN O STUD(S) FOR POINT LOAD FROM ABOVE O SQUASH BLOCK(S) REQUIRED UNDER ALL DBL STUD OR GREATER LOCATIONS O SQUASH BLOCKING NOT REQUIRED UNDER SINGLE STUD LOCATION 130 11 +6 11 11 WSLU24x15 nUIRED AT ALL LOCATIONS. TYP PLYWOOD &"AT' LEGEND POINT LOAD KEY FOR EWW EER USE ONLY MEMBER RX -ROUNDED TO NEAREST KIP TOTAL DEAD LIV 1.0 6.0 z.o SNOW 3.0 NATOR ONLY RX 48 DF*2 3-1/2'xl2' GLS RX STUD/COLUM DESIGNATOR 1=2x6 =(2)2x6 1=2x4 ■=(2)2x4 (3)2x(o ■=(3)2x4 4)2x6 ■=(4)2x4 5l4r=ARWALL DESIG SEE SHEARWALL SCHEDULE m swloa sw I-IOLDOUJN/STRAP ESIGNATOR STHD14 440LD0l4R•USTRAP 5 HDU5 (2X;514s C514 T 1 IL D1 EDGES 11 HOLDOWN SCHEDULE SIMPSON PRODUCT FASTENERS MODEL NUMBER ANCHOR BOLTS NAILS SCREWS CAPACITY* HDU5 - HF MEMBER 43400 N/A (14)-SDSYd x 22' TO (2) STUDS SB 5/Sx24 UNO. HDU5 - DF MEMBER 5645* MIN HDUS - HF MEMBER 5820* N/A (20)-SDS Y4'x 2 2' TO (2) STUDS 55T528 OR SB 1/8'x24 HDUS - DF MEMBER 15100 MIN. UT1.0. HDUII - HF MEMBER 80300 N/A (30)-SD5 Y4 '41/2- TO (ox(o MIN. 55lx30' URA. HDUII - DF MEMBER 9335* HDU14 - HF MEMBER S260* N/A (3(0)-6D5)/4'x 22' TO 6x6 MIN. 55Ix30' O. HDU14 - DF MEMBER 14445* 5TPD14/6THDI4RJ - 3500* (2) STUDS L/ (30) I(od N/A N/A 115TC403 - 3900* PER MFR WA N/A M6TC6653 - 44SV PER MFR WA N/A C514 - 24cJ& (18) 8d EACH SIDE N/A HOLDOWN NOTES: (U INSTALL ALL SHEAR ANCHORS PER MANUFACTURER IN CTIONS (2) ALL METAL CONNECTORS COMINCa IN CONTACT WITH SSURE TREATED WOOD SHALL BE SIMPSON 'Z-MAX', TRIPLE ZINC COATED, OR HOT DIPPED GA ANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION LITH NON-SIMPSON ANCHORS ENGINEER'S APPROVAL. (4) STHDI4R) INSTALLATION AT RIM JOIST L ATIONS ONLY (RJ=RIM JOIST) (5) SIMPSON HDU5 L/ 555644 ANCHOR AY BE USED IN LIEU OF 6THD14/STPDI4RJ 3/4" T4G UNBLOCK<ED PLYWOOD OR 055 GLUED AND N41LED W/106 s (VAT DIAPHRAGM BOUND IE5 AND SUPPORTED PANEL EDGES (6DPW5 TABLE 4.2C) U18 27 A �----� J �c7 N+ 6 4x8 PT HF *2 4xS DF*2 D2 — ■ m7 .LL jjll � IM 24 � 1 1 5F ~ 1 D I D II 40 11 11 11U2 0�I 2 I I I I I I U2 I I 22 D1 zx I I 4x8 DF*2 11 11D2 48 DF*2 1t5EA ING AL E G WALL 11 U 1 1 I I U4 U9 I X I I 4 Lo9 A IN LL � I. I1 t I II II II II I I � L-� � 1 _ 1 � � I D2 1 ��IIx3�11118 OPTIONAL D CONCRETE PATIO PER BUILDER 2) 11 11 11 11 ICI � R+ 410 PT HF*2 410 PT HF*2 R+ fig � `��'' �zs� ''��•�d�� 5TANE)APID FPA�I I NGP OPT I ON MAIN FLOO� I I I �� FOL D AT I ON f L AN ENGINEEFRING DO NOT 6C,4LE(1/-4" =1') ENSURE VENTS ARE NOT AT HOLDOWN OR POINT LOAD LOCATIONS (TYP) II $EA19ING WALL I I U S 4x8 BEARING WALL U32 11 I I I 11 K T�14�N I 11 11I I I I �I° U1�1 m LL -X U29 2� I xI I I I 11 �NI 1 P I I I U21 � Rio �+ 3.0 .0 0 o— —4x6 DF*2 2.0E LVL 07 ��J 4x6 DF*2 U24 U22 +6 4xS DF*2 U11 0, 5TANE:)AfRF=,) FfRAM ING OPTION FfRAMING GP I L041D ENGINEEfRING DO NOT SC,4LE(1/4" =1' FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20"DIA. OR 24'DIA. x 8' O20op24 ® POST PER PLAN 2.5K CAPACITY OR 4.OK CAPACITY 24 24'x24'x5' W/(2) *4 E.LU. 5.5K CAPACITY POST PER PLAN 30 30'x30'x10' UJ/(4) *4 E.UJ. ® 8.51< CAPACITY POST PER PLAN 36 3&'x3&'x12' W/(4) 1*4 E.L. ® 12K CAPACITY POST PER PLAN 42 42'x42'x12' WK5) 04 E.W. I&BK CAPACITY POST PER PLAN -I2 60 54 46 48'x48'x12' U)/(6) *4 E.U). 21K CAPACITY POST PER PLAN (54' x13' WKI) 04 CAP = 21K) C60'x14" UJ/(8) "4 CAP = 33K) (-T2'xl�o' LUKII) 04 CAP = 4�K) 0 POSITIVE POST TO FOOTING CONNECTION PER PLAN ° G e ° REBAR ° MAT PER FOOTING SCHEDULE 'FROM SOIL-95IDES 4 BOTTOM ° a ' 17` 2x6 RAI=TER5 24"o.c. (IRC (o02.3) STUDS SHALL BE CONTINUOUS FROM SOLE PLATE TO TOP PLATE RECEIVED Dec 04 2020 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT s wZ m Q r c g '94� N $ Ito 5 �' 0 cr(A aLL.2. -r-I 0 PC �-1 -r-1 0 C) f:,� BUILDING CODE 201515C WIND EXP. 8 110 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF ENG. P.E. JOHN H. DATE 0&.05.19 REVIEW ZACK C. ANALYST ALEC H. SHEET S2 Z OF 8 SHEETS PROJECT NUMBER 190370 OW A RD F WAS0 O I°' z 0 D - m \ -o- , - 37886 a HODGE ENGINEERING, INC. 2015 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING PROJECT NUMBER: 190370 FOR: THE NEXUS STUDIO PLAN: MLH 110013 SITE CRITERIA DESIGN WIND WIND (IBC) SEISMIC SITE SOIL RISK SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN CLASS. CATEGORY PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION LOAD (V-ULT) CATEGORY OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss r25 PSF 110 MPH B D D II <15% NONE NONE J-2" 0.502g 1.3099 360 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES T 7 D1 (2) 2x6 DF*2 STUDS REQUIRED AT ALL HDUS 4 HDUS HOLDOWN LOCATIONS. T1'P (I RC 6023) STUDS SHALL BE CONTINUOUS FROM 50LE PLATE TO TOP PLATE MAIN FLOOFR LATEFRAL EN INEE1N DO NOT SC,4LE(1/&" =1') 5HEATH ALL EXTERIOR WALLS A5 LUNLE55 NOTED OTHERWISE. ADJUST GRAWL SPACE VENTS TO BE 12' MINIMUM AWAY FROM HOLDOWN5 3"o.c. NAILING - SHEATHING TO MUD SILL T''PICAL ALL EXTERIOR WALLS 00 Uf=f'IEFLOO L47EF�AL ENGINEEIRING DO NOT SC,4LE(1/8" =1') SHEATH ALL EXTERIOR WALLS ASAUNLESS NOTED OTHERWISE. ROOF SIHEAT4NG SCHEDULE SNOW LOAD (UP TO) NOMINAL THICKNESS SPAN RATING 40 PSF 1/16' 24/16 10 PSF 15/32', 1/2' 32/16 130 PSF 19/32% 5/6' 40/20 115 PSF 23/32', 3/4' 46/24 LONG DIMENSIONS PERPENDICULAR TO ROOF JOIST WITH EDGE SUPPORT. R5032.1.1(I) 00F FFRAMINAVIT�' LOAD EN INEEIN DO NOT SC,4LE(1/4" =1') PROVIDE ALL FINAL SHOP DRAWINGS TO DODGE ENGINEERING AS SOON AS COMPLETED. IF DESIGNER'S DRAWINGS DIFFER 5TRUCTURALLI' FROM SHOPS ADDITIONAL ENGINEERING WILL BE REQUIRED, INSTALL AND BRACE JOISTS AND TRUSSES PER MANUFACTURER Rl2 SHEAR WALL NAILING $ ANCHOR SCHEDULE SHEAR WALL APA RATED NAIL SIZE 4 STUD 2x BOTTOM DBL TOP TOP PLATE ANCHOR BOLT CAPACITY(PLF) LABEL SHEATHING SPACE is BLOCKING u+ PLATE TO PLATE TO RIM TO BIRD TO CONCRETE EDGES ADJOINING RIM BELOW JOIST BLOCKING BELOW (DF VALUES) (DF VALUES) EDGES (}F X .93) 1/16' OSB � LTP4 6 18' O.C. A35 9 30' O.C. 5/8' s 48' O.C. A ONE SIDE Sd 9 6' O.C. 2x 16d tv 6 O.C. OR , OR ' I/2' g 36' O.C. 2601365 A35,9 O.C. RBC O.C. OSB LTP4 g 12'O.C. A35 8 20' O.C. 5/8' m 40' 6 ONE SIDE Sd .9 4' O.C. 3x Ibd 8 4'O.C. OR OR 1/2' 9 26' O.C. 380/532 A35 s 14' O.C. RBC a 16' O.C. 1/16' OSB (2) ROWS lbd LTP4 6 10' O.C. A35 g 16' O.C. 5/8' m 24' O.C. SO ONE SIDE ad e 3 O.C. 3x a 6' O.C. OR OR 1/2' 9 ITO.C. 490/685 A35 B 12' O.C. RBC 8 12' O.C. 1/16' OSB 16d LTP4 a T O.C. A35 8 12' O.C. OR 6 21' O.C. SW4 Q ONE SIDE � 02' O.C.WS 3x 9 4' O.C. OR A35 68' OC. RBC g 9' O.C. 1/2' 1/2' 9 15' O.C. 640/895 1/16' 05B (2) ROWS LTP4 a 5' O.C. A35 e 8' O.C. e 12' O.C. SUl5 BOTH SIDES ad a 3' O.C. 3x O.C.OR ti 3' . A35 m 5' O.C. OR RBC a 6' O.C. 1/ ' I/2' 8' OC. 98ID/131ID SMEAR WALL NOTES- (1) INSTALL PANELS VERTICALLY (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTEF41EDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12' O.C. UNLESS NOTED OTHERWISE. (1) BASED ON 0.131' x 1-1/2' LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131' x 2-1/2' LONG NAILS WHEN NAILING THROUGH SHEATHING. (8) DBL STUDS MAY BE USED IN LIEU OF 3X MATERIAL ((3) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED W/ STEEL PLATE WASHERSY4 x3' x 3% EMBED ANCHORS A MINIMUM OF T INTO THE CONCRETE. EDGE OF PLATE WASHER A MAXIMUM OF 1/2' FROM THE SHEATHED SIDE OF THE SHEAR WALL (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC-) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) AS AN OPTION TO FRAMING CLIPS SHEATHING IS TO EXTEND FROM MUDSILL TO TOP OF DOUBLE TOP PLATE FOR SINGLE STORY, AND FROM MUDSILL TO MIDDLE OF STRUCTURAL RIM FOR TWO (+) STORY STRUCTURES. SEE SHEAR NAILING BUILDING SECTION DETAIL. (13) r/z' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE Yv�' OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16' O.C. MAX. (14) 51115 SHEARWALL REQUIRES 4-1/2' PLATE WASHER (15) SHEAR WALL DESIGNATED WITH AN ASTERISK (•) MAY BE SHEATHED WITH 1/16 SMART PANEL OR 5/16 HARDIE PANEL (16) 5IMP60N MA5AP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2' AB SPACING HOLDOWN SCHEDULE SIMPSON PRODUCT FASTENERS MODEL NUMBER ANCHOR BOLTS NAILS SCREWS CAPACITY" HDU5 - HF MEMBER 4340" N/A (14)-5D5Y4x 2Y' TO (2) STUDS SB 5/644 U.N.O. HDU5 - DF MEMBER 56450 MIN. HDUS - NF MEMBER 5820' N/A (20)-SDSY4'x 2y' TO (2) STUDS 66T528 OR SB 1/8'x24 HDUS - DF MEMBER 18100 MIN. U.N.O. HDUII - HF MEMBER W300 N/A (30)-SDS Y4 x2y' TO 6x6 MIN. 55Ix30' UND. HDUII - DF MEMBER 9335' HDU14 - HF MEMBER 9260" N/A (3(o)-5D5,Y4'x 2Y' TO 6x6 MIN. 55I60' UN.O. HDU14 - DF MEMBER 144450 STHD14/STHDI4RJ - 35000 (2) STUDS W/ (30) 16d N/A N/A M5TC4853 - 3900" PER MFR N/A N/A M5TC66$3 - 4490' PER MFR N/A N/A C614 - 24900 (IS) Sd EACH SIDE N/A N/A HOLDOWN NOTES- (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON 'Z-MAX', TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION- (3) SUBSTITUTION WITH NON-SIMP50N ANCHORS WITH ENGINEER'S APPROVAL. (4) STHD141RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) (5) SIMPSON HDU5 W/ 555844 ANCHORS MAY BE USED IN LIEU OF 5TWD14/5THDI4RJ LEGEND POINT LOAD K3=Y FOR ENGINEER USE ONLY MEMBER\,RX•ROUNDED TO NEAREST KIP TOTAL DEAD1.0 7 6.0 LIV 2.0 SNOW 3.0 BEAM DESIGNATOR FOR FLAN REVIEW USE ONLY RX 4x8 DF*2 3-I/2'xl2' GLB Rx STUD/COLUMN ® =4x4 I =2x6 DESIGNATOR =2x4 ® =4x6 '=(2)2x6 ■=(2)2x4 ®=6x6 ■=(3)2x6 ■=(3)2x4 ® =6x8 ■=(4)2x6 ==(4)2x4 X =8x8 5HEARWALL DESIGNATOR SEE SI-EARWALL SckEDULE W Da HOLDOUJN/STRAP DESIGNATOR 5THD14 SEE HOLDOWN/STRAP SCHEDULE 111)Ur, (VC614e C514 DETAIL GALL -OUT SEE 'DI' SHEETS FOR 1 CORR£SF'ONDINCs DETAIL 1 D1 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT G �II BUILDING CODE 201515C WIND EXP. 8 110 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD L5F ENG. P.E. JOHN H. DATE 06.05.19 REVIEW ZACK C. ANALYST ALEC H. SHEET S3 3 OF 8 SHEETS PROJECT NUMBER 190370 GOPYRIG-►T©20I'B HODGE ENGINEERING, INC. SHEATHING 10 O WATER HEATER 5 O MAIN FLOOR SHEAR WALL 1 O SHEATHING SCHEDULE. ROOF ABOVE ® O WATER HEATER SEISMIC OZ STAGGER 5HEET5 W/ 115' SIMPSON HOEDOWN PER MIN GAP. PSCL/PSGA cn STRAPS LOCATED 1/3 AWAY PLAN TO ALL THREAD ROD Z FROM TANK GAP AND BASE. O O CLIPS REQUIRED. C 3 LAG BOLT PER SEISMIC 0 3/4' T4G FLOOR SHEATHING 0 ,BIRD BLOCKING 6w > � O Sd NAILS � ' O.C. AT N SCRAP MFR ANCHOR INTO ®2X SOLE PLATE TO JOIST � `� 2X SCUD 4 PLACES W/(3)16d NAILS 16'O.C. SHEATHING BREAK O 2 ® OO DRYWALL PER PLAN 2 O 3 o O O O DBL JOIST UNDER SHEAR EXTEND WALL SHEATHING O TO TO of DOUBLE TO O 2X STUDWALL WALL OR BLOCKING - P D BLE P 3 3 ® DBL 2X TOP PLATE O PLATE w 51MP50N HI a EACH TRU55 a ® VENT FLUTE �� 0 2X PONY WALL STUD OR RAFTER p o O2 . �` PERPENDICULAR TOP (:!)ANCHOR BASE TO WALL 5 ®1/16' 055 SHEATHING NAIL ® PLATE INTERSECTION U.N.O. O (o ® PER SHEAR WALL ABOVE (2) H2.5A FOR MULTI PLY z ® 0 2X PT SILL PLATE MFR TRUSSES a 24" O.G. W/ ® O PLAN ROOF SHEATHING 16'x8' CHICK CONTINUOUS PLAN VIEW ® O NAIL W/ Sd a 6' O.C. FOR 12 FOOTING W/(2) #4. THICKEN ® PANEL EDGES AND 12 O.C. a FOR HOLDOWNS IN FIELD C U y O y J I ANCHOR PER PLAN FOR w s o O ` / ® SHEATH ALL GABLE ENDS Q o � N � Y L USING SWl SHEARWALL s _ SHEARWALL5 OR 1/2' QL 0 a° c m 3 WEDGE ANCHORS FOR ~ ° ° o z a SCHEDULE _�" � 2 a U O C O 0J9 N 9 N Q £ E C O A35 / RBC TOP PLATE TO Z° 0 m a N ON- HEAR i C �1���c£c2 12 ALL THREADED ROD BIRD BLOCK PER SHEAR a'o 0. o = ° 0 N 10 COUPLER 5 WALL SCHEDULE 1 p` U 3° N ���o a �g, WATER NEATER STRAPPING D1 INTERIOR &HEADWALL TO STRIP FOOTING CONNECTION D1 ROOF SHEATHING D1 £ 8 11 8 O 4x4 POST UNO. O GUSSET a GIRDER SPLICE. OATTACH ROOF FRAMING PER PLAN. $d O 16d � j 2X SOLE PLATE TO RIM Z 8�� ROOF DIAPHRAGM W/16d o 6' O.C. UN.O. w a 2 tZ'p P.T. POSTS IF LESS THAN 8 FULL DEPTH GUSSET EACH a , 12 1 CUT TOP PLATE OR DROP FROM SOIL SIDE (10)10d. MIN 4X6 POST BLOCKING TO DBL TOP 3/4 T4G TO RIM: m� N BEAM DO NOT CUT BEAM O\ PLATE PER SHEAR WALL O ® O ad a 6' O.C. _ ; W �; N $ OO 2 DOUBLE COP PLACE O 4' TALL POST CONNECTION: ®3/4"TAG SUBFLOOR ad NAIL ' • ® SCHEDULE = o 3 O O GUSSET ONE SIDE ONLY AND GLUE TO JOISTS. ® O 2X OR MFR FLOOR JOIST N `A a " � � 3 by - L WIDTH OF POST W/ (S)1(dd 6' O.C. PANEL EDGES ® O SHEATH PER ROOF U O W/MPS N OR DROP STRAP AM 10' O.C. FIELD NAILING. SHEATHING SCHEDULE O 1 ® RIM TO TOP PLATE W/16d W/ CONTINUOUS TO AT O 4 -8 POST CONNECTION: BLOCK ALL BEARING. FACE 2 P PLATE. GUSSET BOTH SIDES WKIO) GRAIN AT RIGHT ANGLES TO a 4 O.G. U.N.O. * ,� STRAP MAY BE PLACED ON Imd NAILS, 45 DEGREE 2X4 JOIST. / O1/16' O.5$. SHEATHING W/ O JOIST TO TOP PLATE SIDE OF TOP PLATE ® LATERAL BRACE W/(4)16d 2x6 HF #2 STUDS 16'O.G. 2 (3) Sd TOENAILED ® (6) 16d NAILS O OR 1"IAB EPB, PB, (2)A3Ss OVER)12 BTALLL UN.ODS �• ®8 -12 POST CONNECTION: � * ®SHEATHING TO STUD � O SEE SHEAR WALL ® O (2) ll d NAILS 16' O.C. SCRO56 BRACE WITH 2X4 HOWN WKE �d EACH ENDS O DEGREE SHEAR GONE OF STRUCTURAL®DO NOT CUT INTO 45 1/4 RIM UN.O. BY MFR) 3 SCHEDULE 3 (p BEAM PER PLAN ADD 4X4 BLOCK BETWEEN UNDISTURBED SOIL O O DBL 2X TOP PLATE TOP O W/(4)16d EACH SIDE 3/4" T4G SUB FLOOR PC N PLATE TO STUD W/(2) 0 O MID -SPAN O 1 �J 16d a 16' O.C. O 2X CRIPPLES ® 2X ALIGN STUD W/FLO S ® R J01T (PER PL PLYWOOD FILLER ®OR �LOORS OISMFR)AN 12 (p FLOOR J0I5T (AS REQUIRED) O MULTIPLE STUDS FOR N ® O HEADER PER PLAN . . 1 � 2x BOTTOM PLATE 11 POINT LOAD FROM ABOVE O9 O ATTACHMENT TO ®SQUASH BLOCKS ® (2) 16d NAILS (o , , O STRUCTURAL RIM PER REQUIRED UNDER ALL I SHEAR WALL SCHEDULE POINT LOADS I 1 DOUBLE 2X TRIMMER STUDS V ' • IDRIM BOARD TO FLOOR MIN. FOR >6' OPENING UNO. O ` ® SHEAHEIGHT THING W055 ® JOIST WK3) 16d 11 12 NO STRAP REQUIRED IF O ` 12 LTP4 PER SHEARWALL O O CONTINUOUS COP PLACE 5 DIMENSION PARALLEL TO = SEE 5HEARWALL TABLE TABLE 11 / (Dz z 9 5TUD5 ALL WALLS 5W1 FOR ADDITIONAL NAILING 2 M A1�I AN A N T D1 = O TCONNECTION D1 N BE D E DER E D 5UPPOR N BREAK SHEATHING AT RIM LOOK O FLOOR 0 ® O O JOIST. NAIL TO STRUCTURAL 12 RIM PER SHEAR WALL 3 3 EDGE NAIL SPACING OF y FOOTING (o / SHEAR WALL SPECIFIED Q 0�)TOP/BOTTOM PLATE TO O FOOTING SIZE AND4 7 STUDS W/ (2) 16d THRU REBAR 5C�EDULE 0 w O1 O FOOTING CORNER ® O, NAILS TYP. (3) 16d THRU PER PLAN NAIL FOR 6W3, 6W4 4 6W6 2 * " �ft ®010, I SHEAR WALLS 20 POST OR STUDS FOOTING CORNER FOOTING 'T' OZ STEMWALL CORNER / T2x6 PT MUD SILL WITH PER PLAN11 O8 ANCHOR BOLTS PER Lu � v SHEAR WALL TABLE Q O 30' MINIMIUM LAP SPLICE O (MIN OF 2 PER PLATE4 — 4 o ®VERTICAL DEBAR NOT WITHIN 12" OF ANY CORNER) Lu M Lu $ I I I MIN 5' FROM EDGE SHOWN FOR CLARITY � ` �� . 0 �.. I2 CRAWL SPACE Z PERSPECTIVE OVERVIEW ° t O I� 13 OPTIONAL SLAB ON GRAD .,a p ZO O2 OO MINe �` OPTIONAL DROPPED dleFLOOR W/ P.T. 2x12 HF �'��` BUILDING STEM WALL CORNER STEM WALL 't' D a ` a da LEDGER W/ 5/6'x6' AB 624 CODE 2m15 IBC D D .a °� O.C. EPDXY W/ SIMPSON WIND SET. LUS210 J0I5T HANGER (UNO) 0000EXP. B llm MPH D D SEISMIC DESIGN a.. 14 CATEGORY D / �..a : / ROOFSNOW 12 S 6 .� 3 LOAD 25 PSF CONCRETE CORNERS D1 POST TO SUBELOOR GIRDER CONNECTION D1 SHEAR WALL NAILING 4 BUILDING SECTION D1 WIDENED FOOTING D1 1(DFLOOR2 J0I5T OR (� 9 O 2x STUDS e O.C. rENG. P.E. JOHN H. J LANDING / 4 O1 2X4 LEDGER W(2) Imd 6 (o'' (D La 1 (D 3/4 T4G SUBFLOOR (UNO.) DATE ( V �O6.�D5.19 OO.C. ::... ::.... .:.:.. O GYPSUM WALL BOARD O 3x MEMBER AT ADJOINING 2 O FLOOR JOISTS PER PLAN REVIEW O (3) 2X12 STRINGERS INSTALLED W/5d COOLER / / / PANEL EDGES FOR AND SW4 S EAR WALL ® FLOOR GIRDER PER PLAN ZAGK G. .4 5-1/2' MINIMUM MATERIAL NAILS '� 8" O.C. OR TYPE FULL DEPTH BLOCKING AN ODIAGONAL BETWEEN RISE S/W SCREWS a 16 O.G. SECTION W/ 3X STUD SECTION W/ (2)2X STUD SECTION W/ 2X STUD (p 3 O ALEG H. AN RUN (5WI ONLY) O 6W2 SHEAR WALL ad NAIL: O O REQUIRED AT ALL BEARING ® DR O3 UPPER FLIGHT OF STAIRS O 16d NAIL a 12' O.C. (UNO.) 4' EDGE - 12' FIELD _ IBC 23m8.410 SHEET O SUPPORTED ON 3/4 TAG 2 $ 5 SW3 SHEAR WALL ad NAIL. ;� ® O 11 a 3' EDGE - 12' FIELD (0 2x PT HF W/ ANCHOR BOLTS s l PER SHEARWALL SCHEDULE OSd NAILED 6 O.0 O Sd NAIL 12 O.C. ON ALL 5W4 SHEAR WALL SD NAIL: # # 2 a PANEL EDGES 12' O.C. FRAMING MEMBERS NOT AT �, i��i���i���i���i���i��y���i�� ° Z 4 HORIZONTAL a 12 O.G. 4 D 1 ® (o 1 2 EDGE - 12 FIELD = ® i i i i i i i i � REQUIRED 3-5'FROM TOP FIELD PANEL EDGES (UN.0) I3 ����\��\\��\\��\\��y��\\�� :IIt OF STEM WALL. O ® 2X4 THRUST BLOCK W/Imd rO ® ORIENTATION OF CORNER 2 3 1/16 OSB SHEATHING g i��i��i01 n 8 # 4 OF 8 SHEETS O � O ,��i .��i� � � � S - O 4 VERTICALS � 24 O.G. � a 6' O.C. NAIL TO LANDING STUD MAY VARY a . EXTEND TO 3' of THE PROJECT NUMBER OO JOIST 2x MEMBER FOR SHEAR FOOTING BASE. EXTEND 03/4' T4G SUBFLOOR O ad NAIL a (o" O.C. ALL 3 (4)« _ WALLS MID PANEL (FIELD) B ��i, -= 14 MIN, INTO STEMWALL 190370 2 FRAMING MEMBERS AT ®2X8 LANDING JOI5T5 PANEL EDGES 4 12' O.C. TYP (UN.0) INSIDE CORNER 2 Oi=1 I I III I I 1=1 I III —I I �I I �i _ � SHEAR WALL PER PLAN -iTi—i i i -_III i � i= I �I I=�'' O FROST DEPTH BY �I�l ARO g 10d a 6' O.C. RIM TO ON ALL FRAMING MEMBERS 12 OTOP PLATE NOT At PANEL EDGES ®(2) 2X MAY BE USED IN 2 C JURISDICTION TOM OF ��O ti'tiy00 �F WAS ®(3) lmd TOE NAILS O Pl PLACE OF 3X PER SHEAR ' N COVER Q� t�' o G) • _..._ . _ (o ad NAIL a 6" O.C. (ALL ,4 • ........ ..:..... ........ .....: ... ::...::. WALL NOTES 'A' �� ' � - m I1 NOTCH STRINGER TO REST T NA PANEL EDGESXUN.0) SWl SHEAR PANEL 1 FLOOR 12' A�ooic' 11 ROOF DRAIN IF REQUIRED 37886 STRINGERS SPANNING OVER ON LEDGER �� FOR COMPARISON 2 FLOOR 12'j OIF REQ P Y 6 STEPS MUST BE SUPPORTED 5W2, 5W3, OR 5W4 3FLOOR 5' 8S W/4X6 BEAM ON 4X4 POSTS. 12 2X TREADS W/(3) lOd SHEAR PANEL ol 48" MAX STEM WALL HEIGHT POST TO 18' CONCRETE FOOTINGEACH STRINGER MIN. FOUNDATION DIMENSION CIF FEDERAL WAY OR 5TUDWALL (0 3 OUTSIDE CORNER DETAIL C® I D SOIL COP`t'RIG-►T©20I'B 13 9 % IBC TABLE 1809.1 4 HODGE ENGINEERING, INC. STAIR LANDING CONNECTION D1 INSIDE/OUTSIDE CORNER D1 64 6Q, &W4 &DEAR WALL NAILING D1 I FOUNDATION WITH FLOOR JOISTS D1 26) 22) 18 14) O GABLE END SCISSOR TRUSS O FACE OF FOOTING O 2x FLOOR JOIST OR MFR O FLOOR JOIST PER PLAN OR RAFTER PER PLAN SITE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT AND SITE WORK ARE THE RESPONSIBILITY OF THE BUILDER O TOP OF SLOPE JOIST. SPACING 4 SIZE PER PLAN O DIAPHRAGM OPENING O RAKE FRAME STUDS TO AND CIVIL/GEOTECHNICAL ENGINEER, 3 TRUSS/RAFTER BOTTOM O A/3 BUT NEED NOT NEED - O l3) Sd TOE NAILS EACH 1 PER PLAN CHORD. DO NOT BREAK UNLESS A GEOTECANICAL REPORT IS PROVIDED TO EXCEED MAX . - - SIDE EVERY 16' ON CENTER O 16" OF BLOCKING W/ 36' STUDS AODGE ENGINEERING THE BEARING SOILS ARE ASSUMED TO BE 1500 PSF. WHEN PROVIDED FOLLOW ALL DIRECTION ® TOE OF SLOPE - - CS14 STRAP 1 O O BREAK BREATHING AT DBL 3 of THE GEOEEGHNICAL REPORT. O 2x BLOCKING CENTERED ON TOP PLATE OR USE CONTINUOUS SHEATHING O H/2 BUT NEED NOT 7j DOUBLE TOP PLATE. FULL ® SHEATHING PER PLAN EXCEED 15' MAX 1 - 3 2 DEPTH ® O 3 O (4) ON TIMBERLOK OR 6" SDWC AT 16' O.C. j ® FACE OF STRUCTURE ® 5IMP60N A35 REQUIRED OO BEAM/DBL JOIST PER PLAN .4 FOR 6W2 8 SW3 SMEAR AROUND OPENING (TYPICAL O TOP PLATE TO BOTTOM 2 �j WALLS. (2) SIMPSON A35 AT PLACES) (UN.O. ON PLAN) 2 CHORD CONNECTION PER O>j- 5W4 4 SW6 SHEAR WALLS c1�Nu°u5 SHEARWALL SCHEDULE. (STAGGER AT EACH SIDE ® BLOCKING FOR STRAP ��A1EAT�i OF BLOCKING) IMHOF O INTERIOR SMEAR WALL NAILING 4 SHEATHING PER 4 3 SECTION VIEW OVERALL PERSPECTIVE PLAN. FIG R403.1.7.1 IBC FIG 180al.1 14 26 22 MIRC INTERIOR 5HE,ARWALL TO PERPENDICULAR JOISTS A50VE D2 LARGE DIAPHRAGM OPENING D2 VAULTED GABLE END D2 FOUNDATION CLEARANCE FROM SLOPES D2 27 OHDUS W/ (20) 1/4'X2-1/2' 23 19 15 SDS SCREWS (EITHER SIDE OF POSE) INSTALL PER ALL O (2) 2x4 LAMINATIONS W/ (1) T(a) 16d NAILS STAGGERED O END LENGTH = 19' MFR SPECIFICATIONS. N ROW OF STAGGERED 10d COMMON WIRE NAILS 12'oc 4 r7/N At EACH SIDE OF TOP O SIMPSON SSTB28 ANCHOR `" ° N LAP poi PLATE SPLICE. O O O PROVIDE MINIMUM 1-5/8' O BOLT W/ COUPLER NUT. COUPLER NOT REQUIRED W/ _ ° N O (2) 2x6 LAMINATIONS W/ (2) L4T� S� 2 4 L/c� O (3) 16d NAILS STAGGERED END '.,LENGTH END DISTANCE 1 DIRECT SSTB INSTALLATION � m N ROW OF STAGGERED 0d At EACH SIDE OF BOTTOM LENGTH I CUT CUT O3 ANCHOR BOLT SPACING - °, COMMON WIRE NAILS 6'oc PLATE SPLICE. LENGTH 3 LENGTH O (18) ad NAILS IN EACH END PER PLAN "` EACH SIDE O (2) 16d NAILS � 16' oc INTO00 3 ®8' WIDE MIN STEM WALL - ° 1° 2-1/2'I O (3) 2x4 LAMINATIONS W/ (1) - 1 .4 STUDS .00 CLEAR SHEARWALL ONAILING I" ROW OF STAGGERED 30d COMMON WIRE NAILS 16'0 - ® SIMPSON 36" C614 MAY BE . •. r�,qN •• CLEAR PER PLAN ° EACH SIDE _ USED IN LIEU OF NAILING AS ®STUD/POST PER PLAN ° 1-1 INDIGATED.(NOT SHOWN FOR (2) STUD MINIMUM ® (3) 2x(o LAMINATIONS W/ (2) CLARITY) END ° ° O 12' BUCKOUT FOR SSEB28 2-1/2 ROWS OF STAGGERED 30d END ENGTH NG • LETH . aCOMMON ® 8 1-1/2" c!J WIRE NAILS 8'oc 2 2 °° 2. ° 8 #4 REBAR SPACING PER O ° EACH SIDE a 4 FOUNDATION DESIGN O ° ° :° OFOR STRIP FOOTING I NOTE: PLATE SPLICE APPLICATION: THICKEN APPLIES WHEN NO OTHER (2) G614'6 G6I4 FOOTINGS AT ALL HD 2 SPLICE IS INDICATE D. LOCATIONS (NOT SHOWN S FOR CLARITY) 3 LnPER 23 19 15 105 533 PrAM SC PDUS TO FOUNDATION CONNECTION D2 NAILING SCHEDULE FOR BUILT-UP COLUMN D2 PLATE SPLICE D2 5IMP50N C514 5TRAP DETAIL D2 1 28 O 2x BLOCKING TOE NAILED 24 20 O WALL FRAMING 16 O13 RAFTER CONNECTION W/(5)10d NAILS SIMPSON L5TA12 W/ .148xl-1/2' 4 O SIMPSON DTT2Z DECK O M6T60 OR (2) C614 13 NAILS (OVER SHEATHING) i I HANGERS 1/2" DG ALL 1 O BETWEEN PONY WALL$ WALL I O 1/2" MIN FROM CORNER . ABOVE WHEN FOUNDATION NOTCH RAFTER FOR RIDGE O FLOOR JOIST PER PLAN. HOLDOWN SPECIFIED OR BEVELED TOP 5IMP50N L5TA12 W/ 22 WEB STIFFENERS REQUIRED FOR MFR FLR JST O3 WHERE FOOTING SECTION ° ° 1) (1) #4 REBAR- MAY BE FOUNDATION OR .148xl-1/2' O S 'A" IS MORE THAN 8' ° ° 6 ° ° REBAR NAILS APPLICATION EC�•i N O 3 PROVIDE 4 CS16 EACH ° ° °° Cl POST TENSION �j O RIDGE BEAM PER PLAN O3 DECK JOISTS PER PLAN r SIDE OF SPLICE W/8-16d COMMON NAILS o Cl 24" MIN REBAR LENGTH 9 ® LSSU RANGER lUN.0) PARALLEL FLOOR JOIST ® FLOOR SHEATHING NAILING ® TOP PLATE SPLICE LINE ° ° ° ° Z RIDGE CONNECTION O RAFTER PER PLAN PARALLEL JOIST: 6" oc. PERPENDICULAR J0I61:3'oc GR4D� (11 o e o o ® NOTE: HOLDOWNS AT CORNER ARE SPACED 2 O (2) 2X PLATE ° ° ° O ® TAIL CUT PER PLAN, 5-1/2' O DOUBLE BLOCKING a O ® HOLDOWN PER PLAN o o ® O 1/2" FROM EDGE. ® MINIMUM THICKNESS 2 A REQUIRED FOR ° ° ° O PONY WALL SHEATHING 4 ° ° ° 3 :� O CLEAR SPAN 11' MAXIMUM. 11 PERPENDICULAR ° � \ 3 O 2x BEVELED BLOCKING 1 1 INSTALLATION W/ 1/4'x2-1/2" e ° 8*.. (� �/N SHEAR NAILING TO MATCH ° " • ° ° , ; — — %' FOR TYPE RJ HOEDOWN ON FOR NON RJ HOLDOWNS O TOENAILED SDS SCREWS a WALL ABOVE S 12 TO PLATE W/10d BOX NAILS a 6' O.C. ®TOE NAIL BLOCKING TO ° . ° °' a. °_ ® 6' MAXIMUM PONY WALL . 2 ® COMPRESSION BLOCKING (p j ®2 6 MAX OVERHANG (UN.0) • • 3 O PLATE W/ (2) 16d NAILS ° ° ° .a O HDU HOEDOWN O ' (WREN SPECIFIED) O (2) ad NAILS 6 8' O.G. OR RIDGE CONNECTION OPTION 11 SIMPSON A35 EACH RAFTER EXTEND BACK 2 JOIST BAYS o ° ° 12' ® STUD PACK OR POST PER i%lN 1 16d 0 16' O.C. RAFTER CONNECTION t0 12 BIRDSMOUTH GUT NOT TO O PERPENDICULAR FLOOR JOIST II x sue,. .� g r ° PLAN. j ST1�D 5T1�DRJ BUILDER t0 DETERMINE IF StHD OR SEHD/RJ IS TOP PLATE GO AST FACE OF TO P E P APPROPRIATE. PLATE 28 24 20 16 P,G.,�,� RAFTER CONNECTION D2 LATERAL DECK CONNECTION D2 STEP FOOTING 4 POND' WALL FFAMING D2 5IMP50N &ND D2 29 ' 25 21 O TYPICAL WALL 17 2 ASSEMBLY _ 2 2 O3/4 ECG FLOOR O 2X6 BOTTOM PLATE O 2x STUD WALL PER PLAN 3 2 Sd 4 O.C. O 1 O 2X SOLE PLATE TO RIM O FLASHING PER DESIGNER j O RAFTERS PER PLAN • (o O TJI PARALLEL OR TJI ® 1 0 W/ll d Q 6' O.C. U.N.O. * 3/4 T4G TO RIM: EXTERIOR DECKING 3 LUS HANGERS WITH RAFTER NOTCH OR LSU HANGERS. BLOCKING `� 8 � ad 6 O.C. 4 O 1 O P.T. DECK JOISTS USE SDS SCREWS WITH 4) ad -s 4' O.C. STAGGER O 2X OR MFR FLOOR JOIST \ HANGERS. 2 ® SIMPSON LUS JOISTOF SIDES. NAIL THROUGH TOP FLAG. DO NOT � ® RIM TO MUD SILL W/16d 3 HANGER ON 2X10 P.T. O 1 TOE NA�ILE a 4" O.C. UN.O. * 2 LEDGER (3) SIMP50N TJI TYPICAL LADDER BLOCKING SHOWN W/ TJI 8 2x O (3) 16d NAILS ® O O SHEATHING TO STUD SEE SHEAR WALL •.. SDS "X3" SCREWS 16' O.G. STAGGERED 2 CLIPS AT EACH RAFTERI 2 1 2X4 FLAT 16' O.C.CHEDULE ®. ° ° FULLY ENGAGE RIM (UN.0) O CATION LOCATION LO LEDGER W/ (3) I/4"x4' 2 . • - ®(3) 5DW522400D5 SCREWS � . � � SDS SCREWS TO EACH O (3) Sd NAILS EACH END STAGGERED 616' O.C. S O STRUCTURAL RIM WALL STUD AS SHOWN. 8 g ®FLOOR JOISTS OR SOLID �✓ O DECK JOISTS PER PLAN °. O ° o BOARD PER PLAN ®BEAM OR WALL PER PLAN 8 BLOCKING ® 3/4' T4 G FLOORING . ® 2X6 P.T. MUD SILL RECEIVED ° ° 4 . O9 A35 16" O.G. OPTION O FLASHING BY DESIGNER °°. ° ° Og STRUCTURAL SHEATHING a ® FOUNDATION WALL OR * SEE SHEARWALL TABLE FRAMED WALL '�� OF FEDERAL SAY DIMENSIONAL W/ SIMPSON A35 DIMENSIONAL TYPICAL 29 FOR ADDITIONAL NAILING 25 21 COMMUNITY�®COMMUNITYY DEVELOPMENT 17 INTERIOR 51-fEAR WALL TO JOIST ,4BOVE CONNECTION D2 DECK LEDGER CONNECTION D2 DECK LEDGER D2 RAFTER TO WALL CONNECTION D2 G BUILDING CODE 201515C WIND EXP. B 110 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF rENG. P.E. J0 T. DATE 06.05.19 REVIEW ZACK C. ANALYST ALEC H. SHEET D2 5 OF 8 SHEETS PROJECT NUMBER 190370 COP`t'RIG-►T©20I'B HODGE ENGINEERING, INC. 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER 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. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. STRUCTURAL DRAWINGS GOVERN. IF THERE ARE CONFLICTS WITH ARCHITECTURAL DRAWINGS, CONTACT HODGE ENGINEERING IMMEDIATELY. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2015 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBC TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 60 PSF EXTERIOR BALCONIES 60 PSF FIRE ESCAPES 40 PSF GUARD RAILS AND HAND RAILS 200 POUNDS GUARD RAIL INFILL COMPONENTS 50 POUNDS PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LATERAL FORCES ASCE 7-10 DIRECTIONAL PROCEDURE FOR BUILDINGS OF ALL HEIGHTS SEISMIC: SEISMIC IMPORTANCE FACTOR PER ASCE 7-10, Ie = 1.00 BUILDING OCCUPANCY RISK CATEGORY PER ASCE 7-10 TABLE 1.5-1= II SOIL SITE CLASS PER ASCE 7-10 TABLE 20.3-1= PER PLAN SEISMIC DESIGN CATEGORY IBC TABLE 1613.3.5(1) & 1613.3.5(2) = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R = 6.5 Mille HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION:.35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 411. ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (IBC 1803.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY. THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN ACCORDANCE WITH IBC TABLE 1613.3.5. (UNLESS NOTED OTHERWISE) SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IRC R401.3. EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. NO. 200 SIEVE = 2/3 MAX. PASSING U.S. NO. 400 SIEVE 4. CONCRETE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S-SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5". ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE -APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE MAX. MIN. ITEM DESIGN f'c (PSI) MAX. W/C MIN. (2) AGGREGATE NOTES CEMENTITOUS RATIO FLYASH (PCY) SIZE (IN) (1) MATERIAL (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 -- 3/4 -- 5-1/2 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 -- 5-1/2 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 5-1/2 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 -- 5-1/2 PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. REINFORCING STEEL: SHALL CONFORM TO ASTM A-615, GRADE 60. PLACE PER ACI 315 AND ACI 318. VERTICAL AND HORIZONTAL REINFORCEMENT SHALL BE THE LONGEST LENGTHS PRACTICAL. WHERE SPLICES ARE NECESSARY THE LENGTH OF LAP SPLICE SHALL BE A MINIMUM OF 30 INCHES FOR #4, 38 INCHES FOR #5, AND 45 INCHES FOR #6. THE MAXIMUM GAP BETWEEN NON -CONTACT PARALLEL BARS AT A LAP SPLICE SHALL NOT EXCEED 5 INCHES. CRACKS: UN -REINFORCED CONCRETE WILL CRACK. SLAB CRACK CONTROL IS RECOMMENDED IF CRACKS ARE UNDESIRABLE AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. CONCRETE MINIMUM COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" BOLTS MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A & CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PSI-95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16); FLOORS (20" O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F-V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.8X10^6 PSI) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. SPECIES AND GRADE (BASE DESIGN VALUE) 1. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR -LARCH" NO. 2 (Fb=900 PSI, Fv=180 PSI) OR "HEM -FIR" NO. 1 (Fb=975 PSI, Fv=150 PSI) 2. 6X POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. 1(Fc=1000 PSI) 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO. 2 4. INTERIOR NON -BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 5. 2X & 3X T&G DECKING: "DOUG FIR -LARCH" COMMERCIAL (Fb=1650 PSI, E=1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2)16d NAILING AT 6" ON CENTER STAGGERED (U.N.O.). ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4" T&G CDX GLUED AND NAILED. NAILING SHALL BE 8d @ 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 16" OSB NAILED WITH 8d @ 6" O.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. APPROVED MANUFACTURERS SPECIFIED TRUSAOIST BOISE CASCADE LOUISIANA ROSEBURG FOREST GEORGIA MEMBER PACIFIC PRODUCTS PACIFIC 2x TIMBERSTRAND 2x GANGLAM Fb=1700 PSI Fb=2250 PSI 2x SCL E=1300 KSI E=1500 KSI Fv=400 PSI Fv=275 PSI 1-3/4" PARALLAM 1-3/4" VERSALAM 1-3/4" LP LVL 1-3/4" RIGID -LAM 1-3/4" G-P-LAM 1-3/4" SCL Fb=2900 PSI Fb=2800 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 3-1/2" PARALLAM 3-1/2" VERSALAM 3-1/2" LP LVL 3-1/2" RIGID -LAM 2-PLY G-P-LAM* 3-1/2" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 5-1/4" PARALLAM 5-1/4" VERSALAM 5-1/4" LP LVL 5-1/4" RIGID -LAM 3-PLY G-P-LAM* 5-1/4" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4-PLY G-P-LAM* Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI 7" SCL E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM BOARD OR APA / EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REOUIREMENTS: IBC 2304.12: WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE -TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. w 0 PRESERVATIVE CONNECTORS & APPLICATION SPECIFIED MATERIAL TREATMENT (1) FASTENERS (2)(3) FOUNDATION SILL PLATES, TOP PLATES & 2X, 4X, 6X OR GLULAM SBX GALV (G60) LEDGERS ON (FIR) CONCRETE OR ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, 2X, & 4X (CEDAR) NONE GALV (G90) POSTS &LEDGERS 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM (CEDAR) NONE GALV (G90) PRESERVATIVE TREATED WOOD FASTENER REOUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z-MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS-14 UNLESS NOTED OTHERWISE. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS IBC 2304.10.1 ITEM TYPE CONNECTION BLOCKING BETWEEN CEILING JOISTS, TOENAIL, EACH END (3) 8d RAFTERS/TRUSSES TO TOP PLATE BLOCKING AT RAFTERS/TRUSS NOT TOENAIL, EACH END (2) 8d AT WALL TOP PLATE/RAFTER/TRUSS FLAT BLOCKING TO TRUSS FACE NAIL 16d @ 6" O.C. AND WEB FILLER CEILING JOISTS TO TOP PLATE TOENAIL, EACH JOIST (3) 8d CEILING JOIST NOT ATTACHED TO FACE NAIL (3)16d PARALLEL RAFTER, LAPS OVER PARTITION CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL JOINT) FACE NAIL PER TABLE 2308.7.3.1 COLLAR TIE TO RAFTER FACE NAIL (3)10d RAFTER OR ROOF TRUSS TO TOP TOENAIL (3)10d PLATE RAFTERS TO RIDGE VALLEY/ HIP END NAIL (2)16d RAFTERS, OR RAFTER TO 2" RIDGE RAFTERS TO RIDGE VALLEY/ HIP TOENAIL (3)10d RAFTERS, OR RAFTER TO 2" RIDGE STUD TO STUD (NOT AT BRACED WALL PANELS) FACE NAIL 16d @ 24" O.C. STUD TO STUD AND ABUTTING STUDS FACE NAIL 16d @ 16" O.C. AT INTERSECTING WALL CORNERS BUILT-UP HEADER FACE NAIL, EACH EDGE 16d @ 16" O.C. (2" TO 2" HEADER) CONTINUOUS HEADER TO STUD TOENAIL (4) 8d TOP PLATE TO TOP PLATE FACE NAIL 16d @ 16" O.C. TOP PLATE TO TOP PLATE, END JOINT, FACE NAIL (8) 16d, EACH SIDE END JOINT, AT END JOINTS FACE NAIL (MIN 24" LAP SPLICE) BOTTOM PLATE TO JOIST/RIM JOIST/ BAND JOIST (NOT AT BRACED PANEL) FACE NAIL 16d @ 16" O.C. BOTTOM PLATE TO JOIST/RIM JOIST/ FACE NAIL (2)16d @ 16" O.C. BAND JOIST AT BRACED PANEL STUD TO TOP OR BOTTOM PLATE TOENAIL (4) 8d STUD TO TOP OR BOTTOM PLATE END NAIL (2)16d TOP OR BOTTOM PLATE STUD END NAIL (2)16d TOP PLATES, LAPS AT CORNERS AND FACE NAIL (2)16d INTERSECTIONS JOIST TO STILL, TOP PLATE OR TOENAIL (3) 8d GIRDER RIM JOIST/BAND JOIST OR BLOCKING TO TOP PLATE/SILL/FRAMING BELOW TOENAIL 8d @ 6" O.C. 2" SUBFLOOR TO JOIST OR GIRDER FACE NAIL (2)16d 2" PLANKS FACE NAIL, EACH BEARING (2)16d (PLANK &BEAM -FLOOR &ROOF) BUILT-UP GIRDERS AND BEAMS FACE NAIL AT TOP AND BOTTOM 20d @ 32" O.C. 2" LUMBER LAYERS STAGGERED ON OPPOSITE SIDES LEDGER STRIP SUPPORTING JOISTS FACE NAIL, EACH JOIST OR RAFTER (3)16d OR RAFTERS JOIST TO BAND/RIM JOIST END NAIL (3)16d BRIDGING/BLOCKING TO TOENAIL, EACH END (2) 8d JOIST, RAFTER OR TRUSS CONNECTIONS ARE COMMON NAILS U.N.O LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE-ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WASHINGTON. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IRC SECTION R802.10.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. I -JOISTS: SHALL BE APA EWS PERFORMANCE RATED I -JOISTS (PRI). I -JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI-400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. SPAN TABLE IRC R802.5.1(3) FLOOR CEILING RAFTERS (30# L.L.) TILE COMP/SHAKE JOISTS (10# D.L.) (40# L.L.) (20# L.L.) (L/240 L.L.) (20# D.L.) (10# D.L.) (L/360 L.L.) (L/240 L.L.) NO.2 H.F. SPACING O.C.PACING MAXIMUM MAXIMUM NO.2 H.F. O MAXIMUM MAXIMUM MEMBER .C. SPAN SPAN MEMBER .C. SPAN SPAN 12" 10, 14'-10" 12" 12'-2" 13'-7" 2 X 6 16" 9'-1" 12'-10" 2 X 6 16" 10'-6" 11'-9" 24" 7'-11" 10'-5" 24" W-7" 9,-7" 12" 13'-2" 18'-8" 12" 15'4" 17'-2" 2 X 8 16" 12'-0" 16'-2" 2 X 8 16" 13'-4" 14'-11" 24" 10'-2" 13'-2" 24" 10'-10" 12'-2" 12" 16'-10" 22'-11" 12" 18'-9" 21'-0" 2 X 10 16" 15'-2" 19'-10" 2 X 10 16" 16'-3" 18'-2" 24" 12'-5" 16'-2" 24" 13'-3" 14'-10" 12" 20'-4" 26'-7" 12" 21'-9" 24'-4" 2 X 12 16" 17'-7" 23'-0" 2 X 12 16" 18'-10" 21'-1" 24" 14'4" 18'-10" 24" 15'-5" 17'-W LUMBER SPECIES MEMBER SPECIES POSTS, BEAMS, HEADERS, JOISTS AND RAFTERS NO. 2 DOUGLAS FIR SILLS, PLATES, BLOCKING, ETC. NO. 2 HEM FIR STUDS STUD GRADE HEM FIR STUDS OVER 10' HIGH NO. 2 HEM FIR POST AND BEAM DECKING P.T. #2 FIR OSB SHEATHING PER PLAN GLU-LAM BEAMS Fb2400, DRY ADH (EXT. ADH @ EXT. CONDITIONS) PSL MATERIALS Fb = 2900 E = 2.0 Fv = 290 LVL MATERIALS Fb=2600 E = 1.8 Fv = 285 CITY OF FEDER ALL GLB BALANCED WEST SPECIES 24F-1.8E W.S. fu G s wZ �ler_ 6 Q r c � g $�'9isN,$ cq==N t0 3 O U H pa-r-I N -r-I b� BUILDING CODE 201515C WIND EXP. 8 110 MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF rENG. P.E. JOHN H. DATE 06.�D5.19 REVIEW ZACK C. ANALYST ALEC H. SHEET Nl 6 OF 8 SHEETS PROJECT NUMBER 190370 GOPI'RICsI-►T©2(d19 HODGE ENGINEERING, INC. WSW -AB WSW -AB WSW-RT INTERIOR SHEAR REINFORCEMENT MINIMUM CURB/STEMWALL WSW-HSR INSTALLATION PER 5/W5WI WHEN WIDTH PER 5/W5WI. WSW-HSR_KT AND WSW -AB REQUIRED. 8g' SHEAR ASSEMBLY REINFORCEMENT ;YS;u - d PER 5/W51NI WHEN REQUIRED. CE 24 / ° WSW-RT EXTERIOR H a H :.•: ::..::. DIAMETER Hx INSTALLATION a d a d d LENGTH 1 8 a o d' d _ ° Q ¢ ° ° a O TENSION KIT TOP OF (2) 7/8" WSW -AB for CONCRETE ,� W5WI2 and W5W15 OF 5" MIN. FOR,a.' ° 5'' MIN. FOR ° d a. H5 TOW W H - ' °a (2) I WSW -AB for WSW24 WSW-A57/8 °: e ' WSW-A57/8 a ° HEAVY HECONCRETE T S - SR 2x2 6 MIN FOR 6 MIN FOR �8 HS ON HIGH FIXED IN PLACE W l WS-A51 WSW-A51 LENGTH ON ® 1 ° MODEELSTH ALL WSW GUT TO LENGTH �8 II 1 /2 W 1 /2 W 1 /2 W 1 /2 W I ANCHOR AS NECESSARY /2 BOLTS (2) 7/8" WSW -AB for d 7/8" OR I " WSWI2 and WSWIS IA' . HIGH ASSEMBLY le = o (2W2 ) I" WSW -AB for WS4 a ' d d. SLAB ON GRADE FOUNDATION BRICK LEDGE FOUNDATION HEAVY HEX NUT STRENGTH WSW -AB le + o d LENGTH FIXED IN PLACE ROD WSW-HSR le + .2/8" HIGH STRENGTH ON COUPLER NUT i 1. NO SEE 2/W5WI FOR DIMENSIONS AND ADDITIONAL NOTE . REGISTERED DESIGN PROFESS I NAL 1 ALL WSW -AB 2/a 2. SEE 5/W5WI FOR SHEAR REINFORCEMENT WHEN REQUI r2rFERMITTED TO MODIFY DETAILS ANCHOR BOLTS o WSW -AB WSW-RTPF PANEL 3. MAXIMUM H = le, - de. SEE 3/W5WI AND 4/W5WI FOR IgOR SPECIFIC CONDITIONS. WSW -AB HEAVY HEX 4 FORM INSTALLATION NUT o MINIMUM CURB/STEMWALL PLATE HIGH d d WSW -AB WIDTH PER 5/WSWI. WASHER STRENGTH /8 SHEAR REINFORCEMENT COUPLER NUT TOP OF CONCRETE PER 5/W5WI WHEN o HEAVY HEX �g , d ° a REQUIRED. NUT .. ..��k . WSW-RTBL BRICK LEDGE INSTALLATION (2) 7/8" WSW -AB for (2) 7/8" WSW -AB for W5WI2 and WSWIS W5WI2 and WSWIS (2) 1" WSW -AB for W5W24 (2) 1" WSW -AB for 1^15W24 INTERIOR FOUNDATION CURB OR STEMWALL FOUNDATION STRONG -WALL® WSW ANCHORAGE - TYPICAL SECTIONS 1 WSW ANCHOR BOLTS 3 WSW ANCHOR BOLT EXTENSION 4 WSW ANCHOR BOLT TEMPLATES 6 STRONG -WALL' L MIN L WOOD SHEARWALL SLAB OR CURB AND SURROUND I NS FOUNDATION < NOT SHOWN FOR CLARITY 1/2 W d' W do d� a d d /2 W d . 'dam , d� d 8 . d. WSW -AB 1 /2 W FO ON PLAN VIEW WSW ANCHORAGE SOLUTIONS FOR4IjqjbLSI CONCRETE DESIGN CONCRETE CONDITION ANCHOR STRENGTH WSW-A57/8 ANCHOR WSW-ABI ANCHOR BOLT ASD ALLOWABLE TENSION (lb.) W (in.) de (in.) LASE;>CRITERIA BLE (16.) W (in.) de (in.) GRAGKED STANDARD 11,900 27 9 1 33 11 13,100 29 10 17,100 35 12 HIGH STRENGTH 24,900 43 15 33,000 L17 27,100 46 16 35,300 18 SE I SM I G UNGRAGKED STANDARD 12,500 24 8 15,700 28 10 13,100 25 9 17,100 30 HIGH STRENGTH 25,300 38 13 32,300 44 27,100 40 14 35,300 47 16 WIND GRAGKED STANDARD 5,100 14 6 6,200 16 6 8,700 20 7 11,400 24 8 13,100 27 9 17,100 32 11 HIGH STRENGTH 15,900 30 10 21,100 36 12 18,400 33 11 27,300 42 14 23,100 38 13 31,800 46 16 27,100 42 14 35,300 50 17 UNGRAGKED STANDARD 5,000 12 6 6,400 14 6 9,300 18 6 12,500 22 8 13,100 23 8 17,100 28 10 HIGH STRENGTH 15,200 25 9 21,900 32 11 19,900 30 10 26,400 36 12 24,000 34 12 31,500 40 14 27,100 37 13 35,300 43 15 NOTES: 1. ANCHORAGE DES 16N5 CONFORM TO AC 1515-11 APPENDIX D AND AC 1515-14 W 1 TH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNGRAGKED CONCRETE AS NOTED. 2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF WSW -AB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 56) OR HIGH STRENGTH (HS) (ASTM A441). 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY G - F. DETACHED I AND 2 FAMILY DWELLIN65 IN SDG G MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO AGI SIS-II SECTION D.3.5.4.3 AND AGI 318-14 SECTION 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED I AND 2 FAMILY DWELLINGS IN SDG C. 5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT. 6. REFER TO I/WSWI FOR de. WSW PANEL MODEL MODEL NO. DIAMETER LENGTH IB WSW-AB7/Sx24 7/8" 24" 20" W5WI2 W5W-A57/Sx24H5 7/8" 24" 20" AND W5W-A57/SX30 7/8" 50" 26" WSWIS W5W-A57/Sx3OHS 7/8" 50" 26" W5W-AB7/Sx56H5 7/8" 36" 52" W5W-A5Ix24 1" 24" 20" W5W-A5Ix24H5 1" 24" 20" W5W24 W5W-A5Ix30 1" 50" 26" WSW-A5Ix3OHS 1" 50" 26" W5W-A5Ix36H5 1" 36" 52" WSW ANCHORAGE SOLUTIONS FOR 3000 PSI CONCRETE DESIGN CRITERIA CONCRETE CONDITION ANCHOR STRENGTH W5W-A57/8 ANCHOR BOLT WSW-ABI ANCHOR BOLT ASD ALLOWABLE TENSION (lb.) W (in.) de (in.) ASD ALLOWABLE TENSION (lb.) W (in.) de (in.) CRACKED STANDARD 12,300 26 9 16,000 31 11 13,100 28 10 17,100 33 11 HIGH STRENGTH 25,200 41 14 32,700 48 16 27,100 43 15 35,300 51 17 SEISMIC UNGRAGKED STANDARD 12,000 22 8 16,300 27 9 13,100 24 8 17,100 28 10 HIGH STRENGTH 25,300 36 12 321700 42 14 27,100 38 13 35,300 44 15 CRACKED STANDARD 5,000 13 6 5,600 14 6 8,800 19 7 10,200 21 7 13,100 25 9 17,100 30 10 HIGH STRENGTH 15,700 28 10 20,100 33 11 19,200 32 11 25,300 38 13 23,200 36 12 32,300 44 15 27,100 40 14 35,300 47 16 WIND UNGRAGKED STANDARD 5,500 12 6 6,200 13 6 8,500 16 6 12,800 21 7 13,100 22 8 17,100 26 9 HIGH STRENGTH 16,600 25 9 21,800 30 10 19,700 28 10 25,200 33 11 24,000 32 11 31,700 38 13 27,100 35 12 35,300 41 14 WSW PANEL MODEL MODEL NO. DIAMETER LENGTH 10 W5WI2 W51N-H5R7/Sx24K7 7/8" 24" 22" AND WSWIS W5W-H5R7/5x56K7 7/8" 56" 54" W5W-H5RIx24KT 1" 24" 22" WSW24 WSW-HSRIx36KT I" 56" 54" h t mw �4" MINA 3 #3 HAIRPIN, #5 TIE, GRADE 60 GRADE 60 REBAR (MIN.) REBAR (M I N.) FIELD TIE AND SECURE DURING FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. OVERLAP CONCRETE PLACEMENT. VARIES WITH BOLT SPACING. ANCHOR BOLT ANCHOR BOLT HAIRPIN SHEAR REINFORCEMENT TIE SHEAR REINFORCEMENT ANCHOR BOLT ANCHOR BOLT -A #5 HAIRPIN (#3 TIE SIMILAR). #5 HAIRPIN (#3 TIE SIMILAR). r SEE TABLE FOR REQUIRED SEE TABLE FOR REQUIRED V2" GLR a; QUANTITY. 1,V2" GLR QUANTITY. S a• r 0. - . :. '4 :.: 4 REGISTERED DESIGN PROFE551 NA d d IS PERMITTED TO MODIFY DETAILS d FOR SPECIFIC CONDITIONS. d. d LA HAIRPIN INSTALLATION SECTION A -A (GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMILAR.) STRONG -WALL® WOOD SHEARWALL SHEAR ANCHORAGE SEISMIC 3 WIND 4 Lt OR MINIMUM MINIMUM ASD ALLOWABLE SHEAR LOAD, V MODEL Lh SHEAR CURB/ SHEAR CURB/ (Ib.) 6 (inJ REINFORCEMENT STEMWALL REINFORCEMENT STEMWALL WIDTH (in.) WIDTH (in.) UNGRAGKED GRAGKED W5WI2 1CY4 (1) #3 HAIRPIN 55 SEE NOTE (o (0 1,055 740 WSWIS 15 (1) #3 HAIRPIN 85 (1) #3 HAIRPIN 6 HAIRPIN REINFORCEMENT ACHIEVES MAXIMUM ALLOWABLE SHEAR LOAD W5W24 la (2) #3 HAIRPINS (1) #3 HAIRPIN 6 OF THE WSW NOTES: I. SHEAR ANCHORASE DESIGNS CONFORM TO AGI 315-11 AND AGI 318-14 AND ASSUME MINIMUM 2,500 PSI CONCRETE. 2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCRETE), OR BRACED WALL PANEL APPLICATIONS. 3. SEISMIC INDICATES SEISMIC DESIGN CATESORY G THROUGH F. DETACHED I AND 2 FAMILY DWELLINGS IN SDG C MAY USE WIND ANCHORAGE SOLUTIONS. 4. WIND INCLUDES SEISMIC DE516N CATEGORY A AND B AND DETACHED I AND 2 FAMILY DWELLINGS IN SDG C. 5. WHERE NOTED, MINIMUM CURB/STEMWALL WIDTH 15 6 INCHES WHEN STANDARD STRENGTH ANCHOR BOLT 15 USED. 6. USE (1) #3 TIE FOR W5WI2 WHEN PANEL DESIGN SHEAR FORGE EXCEEDS TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD. RECEIVED 7. #4 GRADE 40 SHEAR REINFORCEMENT MAY BE SUBSTITUTED FOR WSW SHEAR ANCHORAGE SOLUTIONS. luu STRONG -WALL® WOOD SHEARWALL TENSION ANCHORAGE SCHEDULE 2,500, 3,000 AND 4,500 PSI 7N STRONG -WALL® WSW SHEAR ANCHORAGE SCHEDULE AND DETA449 FEDERAL wAY 5 ''-, - __ _"�1) k"'JIVIlviullil ILjL_vL_L_%jF Ivi WSW ANCHORAGE SOLUTIONS FOR 4500 PSI CONCRETE D CRITE CONCRETE ONDITION ANCHOR STRENGTH W5W-AB7/5 ANCHOR BOLT WSW-ABI ANCHOR BOLT ASD ALLOWABLE TENSION (lb.) W (in.) de (in.) ASD ALLOWABLE TENSION (lb.) W (in.) de (in.) GRAGKE STANDARD 12,600 23 8 16,000 27 9 13,100 24 8 17,100 29 10 H S H 24,800 36 12 32,100 42 14 27,100 38 13 35,300 45 15 SEISMIC UNGRAGKED STANDA 12,700 3,100 20 21 7 7 15,700 17,100 23 25 8 9 HIGH STRENGTH 31 11 32,500 37 13 27, 34 12 35,300 39 13 GRAGKED STANDARD 5,400 12 6 6,800 14 6 8,300 6 11,600 20 7 13,100 8 17,100 26 9 H16H STRENGTH 15,300 24 8 21,400 30 10 19,300 28 L 25,800 34 12 23,600 32 31,000 38 13 27,100 36 12 35,300 42 14 WIND UNGRAGKED STANDARD 6,800 12 6 00 12 6 9,400 15 6 18 6 13,100 19 7 17,1O27qjjhh6 23 8 HIGH STRENGTH 16,800 22 8 21,600 6 9 2O,300 25 9 26,700 Robb.10 24,100 28 10 32,200 34 12 27,100 31 1 11 35,300 36 2 lz 0 o ' Q 5 w w W x LL w d Q O � r z LLLJ Z Z 0 > J p 0° ao U Un°0°a� W Q�p -MUD mm Z �-U� o) Ld UQZ� =JO^ Z O * Qz 0 00 w Q" O�Jw g 92 (NAME DATE SCALE CHECKED SHEET 7 OF 8 SHEETS JOB NO. STRONG -WALL° WOOD SHEARWALL MODELS MODEL NO. W (in.) H (in.) ANCHOR BOLTS TOTAL WALL WEIGHT (Ib.) QUANTITY DIA. (in.) W5W12x7 12 75 2 7/5 100 W5WI5x7 IS 78 2 7/a 145 W51^112x7.5 12 851/2 2 7/8 110 1^151^1I5x7.5 IS 55 1/2 2 7/8 155 W5WI2x8 12 a3 I/4 2 7/8 IIS WSWIaxB 15 Q3 1/4 2 7/8 165 W5W24x8 24 a3 1/4 2 1 225 1^15W12xQ 12 1051/4 2 7/8 150 1^151^1ISxa IS 1051/4 2 7/5 I85 W5W24x,l 24 105 1/4 2 1 245 W5W12x10 12 117 1/4 2 7/8 140 WSWISxIo 15 117 1/4 2 7/8 2-05 W5W24x10 24 117 1/4 2 1 270 W5W12xII 12 12a 1/4 2 7/5 150 W51^115XII IS 12a 1/4 2 7/8 220 W5W24x11 24 12a 1/4 2 1 2Ci5 W51^112x12 12 141 1/4 2 7/8 165 WSWISxl2 IS 141 1/4 2 7/5 240 W5W24x 12 24 141 1/4 2 1 520 1^151^115XI5 IS 155 1/4 2 7/8 255 W51^124x15 24 155 1/4 2 1 545 W5W24x14 24 168 2 1 575 W5W24x 16 24 I Q2 2 1 425 1^15WISx20 IS 240 2 7/8 385 W5W24x20 24 240 2 1 520 NOTES: 1. FOR HEIGHTS NOT LISTED, ORDER THE NEXT TALLEST PANEL AND TRIM TO FIT. MINIMUM TRIMMED HEIGHT FOR ALL PANELS IS 74'/2". 2. ALL PANELS COME WITH TWO PRE -ATTACHED HOLDOWN5, TWO STANDARD HEX NUTS, TWO STRUCTURAL WASHERS, TWO WSW -TOW PLATES AND INSTALLATION INSTRUCTIONS. 5. ALL PANELS ARE 3'/z" THICK. STRONG -WALL ® WSW MODELS RIM JOIST, BEAM, OR BLOCKING 6 OR 7 ALTERN� IF APPLICABLE Z1 W5W2 1615W2 TOP PLATES WSW -TOW SHEAR '/a" MAXIMUM WOOD TRANSFER PLATE SHIM. FOR SHIMS GREATER THAN '/a" SEE a/WSW2. SEE 10/WSW2 FOR ALLOWABLE EDGE AND FACE DRILL ZONES STRONG-WALLm WOOD 5HEARWALL WSW HOLDOWN 4 OR 5 WSW2 WSW2 HEX NUT AND STRUCTURAL WHER A REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. PLACE STRONG -WALL WOOD SHEARWALL OVER THE ANCHOR BOLTS AND SECURE WITH WASHER AND HEX NUTS (PROVIDED). SNUG TIGHT F 1 T REOU I RED; DO NOT USE AN IMPACT WRENCH. • USE la/fb" WRENGH FOR 7/a" NUT STRONG-WALLm • USE V2" WRENCH FOR I" NUT WOOD SHEARWALL ° .. • ' ° . • HEX NUT AND • • • • STRUCTURAL ... ... WASHER I.I dll '4, 'd PI II d.. ° SEE SHEETS W5WI AND WSW I .I FOR ANCHORAGE SOLUTIONS -1/5" MAXIMUM WOOD SHIM. FOR SHIMS GREATER THAN la", SEE a/WSW2. TOP - PLATES __ 5" MIN. 2" MIN. 2" MIN t 'Milli ii ATTACH WSW -TOW PLATES (PROVIDED) TO FRAMING AND WSW PANEL BOTH 51 DES U51 NG 106 x 2:2" NAILS MIN. FOR ALTERNATE CONNECTION NOTCHES WITH BOTTOM OF PLATES DFL, SP OR 0 SGL WOOD FURRING • • .. BLOCK 5" MIN. x (REQU I RED FOR SYa�, 5Y2 FRAMING MEMBERS) SDSY4" �Y2�� REGISTERED DESIGN PROFESSIONAL LTP4- IS PERMITTED TO MODIFY DETAILS SPACING FOR SPECIFIC CONDITIONS. BY OTHERS 4x SHIM BLOCK m rvvvi �rr�rcrvr�LL SECTION 4x FRAMING 6x FRAMING FOR 5Ya"-5Y2" FRAMING, ATTACH DFL, 5P OR SGL WOOD FURRING BLOCK BETWEEN WSW PANEL AND WSW -TOW WITH 5D5 Y4" x 5)/:2" 5GREW5 (MIN.) OR 16d COMMON NAILS (a TOTAL FASTENERS FOR W5WI2, 10 FOR W5WI5 AND 14 FOR WSW24). MINIMUM BLOCK SIZE IS 15/4" x II -/a" x WSW PANEL WIDTH. 1 STANDARD INSTALLATION BASE CONNECTION 4 STANDARD TOP CONNECTION REGISTERED DESIGN PROFESSIONAL PLACE STRONG-WALLm WOOD 5HEARWALL IS PERMITTED TO MODIFY DETAILS OVER THE ANCHOR BOLTS AND SECURE� FOR SPECIFIC CONDITIONS. WITH WASHER AND HEX NUTS (PROVIDED). SNUG TIGHT FIT REQUIRED; DO NOT U5E AN IMPACT WRENCH. • USE 1 ai(6" WRENCH FOR la" NUT • USE V:2" WRENCH FOR I" NUT FRAMING BY OTHERS (NOT SHOWN FOR CLARITY) L4_ a . ° d WSW DESIGNED TO PROVIDE /$' GAP BETWEEN REGISTERED DESIGN PROFESSIONAL LSL AT BASE OF WSW AND CONCRETE. ENSURE IS PERMITTED TO MODIFY DETAILS CONCRETE IS LEVEL AND SMOOTH BENEATH FOR SPECIFIC CONDITIONS. PANEL. GRIND OR FILL AS NECESSARY. STRONG-WALLm WOOD 5HEARWALL STRONG-WALLm WOOD 5HEARWALL NAILING-\ BY OTHERS .. N .. o ° .. FRAMING .. BY OTHERS FRAMING ... BY OTHERS (TYPICAL) l . ° A ° a d . i*l 51 LL PLATE ANCHORAGE i I d ° 1 BY OTHERS �. .a �'. ° °. e ° a. ° ° d STRONG-WALL-0 WOOD SHEARWALL HEIGHT TO INCLUDE THE DEPTH OF THE FLOOR SYSTEM AND SHALL BE INSTALLED DIRECTLY ON THE FOUNDATION. SPECIFY PANEL HEIGHT FROM TOP OF FOUNDATION TO UNDERSIDE OF TOP PLATES OR BEAM. -I JOIST HANGER-/ ° (IF REQUIRED) 44 I 1.- 1 1 SEE SHEETS W5WI AND Lj W5WI.I FOR ANCHORAGE SOLUTIONS ° SECTION SINGLE STORY WSW ON CONCRETE 2 WOOD FLOOR SYSTEM BASE CONNECT/ON OR 7 ALTERNATE YVS SHEAR TRANSFER DESIGN AND DETAILS BY OTHERS REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS . FOR SPECIFIC CONDITIONS. 6 OR 7 ALTERNATE WHEN WSW -PS STRAPS OMITTED, W5W2 W5W2 ALLOWABLE SHEAR VALUES FOR STANDARD PANEL APPLY. STRONG-WALLm WOOD 5HEARWALL 4 W5W2 3 IDTH BY Q Y4" MIN. DEPTH HE OTHERS. FOR WSW AN FURRING RE WHEN APPL I GABLE, %&11 LS 4/W5W4 AND P05T AND CONNECTION DETAILS BY OTHERS II II U U a a ° a GARAGE WALL OPTION 1 ALTERNATE WSW GARAGE FRONT OPTIONS OPEN I NZ HE I GHT H GURB II' II ° U ° U d' d d.. C: ' 4 4 4' ° a' ° d GARAGE WALL OPTION 2 STRONG-WALLm WOOD SHEARWALL 4 GARAGE HEADER ROUGH OPENING HEIGHT ROUGH MODEL NO. H CURB OPENING HEIGHT W5W12x7 5/2 6 -I lY2 W5WISx7 6" 7'-O" W5W24x7 W5W12x7.5 W5WISx7.5 O" 7'-lY2" W5W24x7.5 W5W12xa 5/2" 8'-23/q" WSWISxB WSW24x8 6" 8'-B/4" WSW -TOW ALTERNATE CONNECTION KIT MODEL NO. FASTENER QUANTITY 5D #10 x IY2" SDS Y4" x 6" WSW-70WI2KT 20 2 WSW-TOWISKT 25 4 W5W-7OW24KT 40 a ALIGN WSW -TOW NOTCHES WITH BOTTOM OF TOP PLATES PLATES '7/a" MAXIMUM-/ WOOD SHIM. FOR SHIMS GREATER THAN la'. SEE cf/1^151^12. OPTIONAL I" DIAMETER BY 4" DEEP COUNTERBORE ATTACH W5W-TOW PLATE (PROVIDED) ON ONE SIDE ONLY WITH A COMBINATION OF 5D5 Y4" x 6" AND SD #10 x 1,1Y OONNE07OR 50REW5 (ORDER SEPARATELY AS WSW-TOW__KT) 5D # 10 x SECTION 6 REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. INSTALL 5D5 Y4" x 6" 5GREW5 AT AN ANGLE THAT PREVENTS THEM FROM EXITING SIDE OF FRAMING; APPROX. 50 DEGREES (TYP.) INSTALL WSW -TOW ON EXTERIOR FACE 1" DIAMETER BY Y4" DEEP GOUNTERBORE WOOD 5HEARW? SECTION 4x FRAMING 5 ALTERNATE TOP CONNECTION QTY. OF SDS%4" x 6" SCREWS REQ'D. W5W12 4 WSWIS 8 WSW24 12 REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. INSTALL SDS Y4" x (o" SGREW5 (MIN.) FROM THE TOP SIDE OF THE PLATES PER QTY. AND SPACING REQUIREMENTS DETAILED I 8/WSW2. FULL -HEIGHTS 4x SHIM BLOC ADJACENT FRAMING BY OTHERS SEE 6 7/WSW FOR TOP CONNECTION TRONG-WALL WOOD 5HEARWALL 4%g" TO 12" SHIM BLOCK 1" TO 4" SHIM BLOCK CRIPPLE SEE 6 4 7/WSW2 5HEARWALL, FOR TOP LOOKING AND N REGISTERED DESIGN 57RAP BY OTHERS PROFESSIONAL SHALL DESIGN AN DETAIL FOR : I. SHEAR TRANSFER 2. OUT -OF -PLANE LOADING • EFFECT FULL -HE I GHT ADJACENT AND DRIFT DUE TO FRAMING BY FOROTHERS ATTACH 51MP50N STRONG-TIEm C516 STRAPS AT EDGE OF WSW PANEL (EACH SIDE) USING IOd x 1'/2' NAIL5 SHIM BLOCK HEIGHTS GREATER THAN 5" AND UP TO 10": • 5 NAILS INTO BLOCK • 5 NAILS INTO WSW PANEL STRONG-WALLm WOOD 5HEARWALL SHIM BLOCK HEIGHTS GREATER THAN 10" AND UP CRIPPLE WALL °'o'rroIIJHE/GHT ADJUSTMENTS 9 EDGE DRILL ZON IDDLE Y3 OF PANE THICKNE5 HOLES • MAX. THREE HOLES 1 N FACE AND THREE I N EDGE. • 3/4"-DIAMETER HOLES, MAX. • 6" O.G., MIN. NO EDGE HOJ ALLOWED IN LOV 26" OF PA NO HOLES ALLOWED IN TOP 5" OF PANEL FACE DRILL ZONE MAINTAIN IY2" MIN. EDGE DISTANCE FROM CHASE AND OUTSIDE EDGE, TYPICAL. NO FACE HOLES ALLOWED IN LOWER 40" OF PANEL NO HOLES ALLOWED IN TOP 8" OF PANEL FACE DRILL ZONE CENTER 4%" OF PANEL FACE AS SHOWN 12" ABOVE EXISTING HOLE, MIN. 24Ya" 11 HOLES FOR HOLES WSW24X7 PANEL ONLY FURRING NOT REQUIRED FOR4a/a"-DIA. HOLES, MAX. MAX. OF ONE 45/8" ALTERNATE TOP • MAX. OF TWO 4a/a"-DIA. x 6" HOLE CONNECTION HOLES OR ONE 4Y4" x 12" 5" FROM TOP OF EXCEPT AS HOLE. PANEL, MIN. REQU I RED FORNO MINIMUM ON -CENTER FINISH MATERIAL SPACING REQUIRED. ATTACHMENT SECTION ALLOWABLE SMALL HOLES ALLOWABLE LARGE HOLES 6x FRAMING REGISTERED DESIGN PROFESSIONAL END OF PANEL IS PERMITTED TO MODIFY DETAILS TO NEAREST FOR SPECIFIC CONDITIONS. 50REW (SEE TABLE) A� B EDGE DISTANCE REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. INSTALL SDS Y4" x (o" SGREW5 (MIN.) FROM THE TOP SIDE OF THE PLATES PER QTY. AND SPACING REQUIREMENTS DETAILED I 8/WSW2. FULL -HEIGHTS 4x SHIM BLOC ADJACENT FRAMING BY OTHERS SEE 6 7/WSW FOR TOP CONNECTION TRONG-WALL WOOD 5HEARWALL 4%g" TO 12" SHIM BLOCK 1" TO 4" SHIM BLOCK CRIPPLE SEE 6 4 7/WSW2 5HEARWALL, FOR TOP LOOKING AND N REGISTERED DESIGN 57RAP BY OTHERS PROFESSIONAL SHALL DESIGN AN DETAIL FOR : I. SHEAR TRANSFER 2. OUT -OF -PLANE LOADING • EFFECT FULL -HE I GHT ADJACENT AND DRIFT DUE TO FRAMING BY FOROTHERS ATTACH 51MP50N STRONG-TIEm C516 STRAPS AT EDGE OF WSW PANEL (EACH SIDE) USING IOd x 1'/2' NAIL5 SHIM BLOCK HEIGHTS GREATER THAN 5" AND UP TO 10": • 5 NAILS INTO BLOCK • 5 NAILS INTO WSW PANEL STRONG-WALLm WOOD 5HEARWALL SHIM BLOCK HEIGHTS GREATER THAN 10" AND UP CRIPPLE WALL °'o'rroIIJHE/GHT ADJUSTMENTS 9 EDGE DRILL ZON IDDLE Y3 OF PANE THICKNE5 HOLES • MAX. THREE HOLES 1 N FACE AND THREE I N EDGE. • 3/4"-DIAMETER HOLES, MAX. • 6" O.G., MIN. NO EDGE HOJ ALLOWED IN LOV 26" OF PA NO HOLES ALLOWED IN TOP 5" OF PANEL FACE DRILL ZONE MAINTAIN IY2" MIN. EDGE DISTANCE FROM CHASE AND OUTSIDE EDGE, TYPICAL. NO FACE HOLES ALLOWED IN LOWER 40" OF PANEL NO HOLES ALLOWED IN TOP 8" OF PANEL FACE DRILL ZONE CENTER 4%" OF PANEL FACE AS SHOWN 12" ABOVE EXISTING HOLE, MIN. 24Ya" 11 HOLES FOR HOLES WSW24X7 PANEL ONLY FURRING NOT REQUIRED FOR4a/a"-DIA. HOLES, MAX. MAX. OF ONE 45/8" ALTERNATE TOP • MAX. OF TWO 4a/a"-DIA. x 6" HOLE CONNECTION HOLES OR ONE 4Y4" x 12" 5" FROM TOP OF EXCEPT AS HOLE. PANEL, MIN. REQU I RED FORNO MINIMUM ON -CENTER FINISH MATERIAL SPACING REQUIRED. ATTACHMENT SECTION ALLOWABLE SMALL HOLES ALLOWABLE LARGE HOLES 6x FRAMING REGISTERED DESIGN PROFESSIONAL END OF PANEL IS PERMITTED TO MODIFY DETAILS TO NEAREST FOR SPECIFIC CONDITIONS. 50REW (SEE TABLE) A� B EDGE DISTANCE FOR SCREWS SLOPE A (in.) B (in.) 0:12-4:12 2 B 5:12-5:12 1 1/2 4 1/2 Q:12-12:12 1/2 51/2 117 INSTALL SDS Y4" x 6 "� �,-(4) 51 MP50N SGREW5 (ORDER SEPARATELY). INSTALL IN 2 ROW5 AS SHOWN AND COUNTERSINK AS REOUIRT. NOTES: I. MAINTAIN END DI5TANGE5 TO PREVENT SORE W5 FROM 4" MIN. PENETRATING THROUGH THE OUTER CLEARANCE EDGES. 2. INSTALL 5GREW5 PERPENDICULAR TO THE TOP PLATE. 5. EDGE DISTANCES ASSUME DOUBLE TOP PLATE. 1" MIN. Y4" MIN. F-FROM EDGE F-ROW 5PAG 1 NG NOTES: " MIN. AT EDGE�� T I. IF REQUIRED ROUGH OPENING HEIGHT EXCEEID5 TABLE VALUE, SPECIFY Y2" MIN. SDS TIP TO CHASE 3/8" O.G. MIN. NEXT TALLER PANEL AND TRIM AS PLAN VIEW NECESSARY. THE STRONG-WALLm SIDS SCREW SPACING WOOD SHEARWALL MAY BE TRIMMED TO A MINIMUM HEIGHT OF 74Y2". 2. FURRING DOWN GARAGE HEADER MAY BE REQUIRED FOR CORRECT ROUGH DOUBLE SIMPSON STRONG-TIEm OPEN I NG HE I GHT. TOP PLATES LTP4 FRAMING ANCHORS FO GE WALL OPTION 2, REGISTERED DESIG 51ONAL SHALL DESIGN AND DETAIL FO 51MP50N STRONG -TIE STRONG-WALLm 1. SHEAR A55 FRAMING WOOD 2. OUT -OF -PLAN G EFFECT ANCHORS SHEARWALL 5. INCREASED OVE AND DRIFT D E SECTION VIEW 2X6 OR WIDER FRAMING RAKE WALL FACE AND EDGE DRILL ZONES IN ADDITION TO ALLOWABLE SMALL HOLES 7 TRIM ZONE AND ALLOWABLE HOLES 10 STRONG -TIE"' L7P4 OR A55 FRAMING ANGLES. MAY BE USED IN COMBINATION (2 PER SIDE). -NO HOLES IN HATCHED REGION. INSTALLATION NOTES I. ACTUAL OUT LENGTH (L) MUST BE GREATER THAN OR EQUAL TO PANEL WIDTH (W). 2. THIS DETAIL APPLICABLE FOR SLOPES UP TO 12:12. 5. PANELS TALLER THAN 12' MUST BE DESIGNED iii3Zir.1r. W1I1w0w_Tii"k!l I. STRONG -WALL WOOD SHEARWALL IS MANUFACTURED AND TRADEMARKED BY "SIMPSON STRONG -TIE COMPANY INC."HOME OFFICE: Sa56 W. LAS POSITAS BLVD. , PLEASANTON, GA Q4555 TEL: (500) QQQ-50QQ, FAX: (Q25) 547-I5Q7. "SIMPSON STRONG -TIE COMPANY INC." 15 AN ISO a001-2005 REGISTERED COMPANY. 2. USE OF THIS PRODUCT 15 SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT. 5. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORGE RESISTING SYSTEM OF THE STRUCTURE. DESIGN OF THE BUILDING'S LATERAL FORGE RESISTING SYSTEM, INCLUDING THE LOAD PATH TO TRANSFER LATERAL FORGES FROM THE STRUCTURE TO THE GROUND, 15 THE RESPONSIBILITY OF THE DESIGNER. 4. ENGINEER OF RECORD IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR TO INSTALLATION OF ANY COMPONENTS FOR THE STRONG -WALL 55 SYSTEM. IF ANY DISGREPANGIES ARE FOUND, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGNER FOR CLARIFICATION PRIOR TO CONSTRUCTION. 6. INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE TO THESE DRAWINGS. THE PERFORMANCE OF MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE DESIGNER. 7. 51MP50N STRONG -TIE COMPANY INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS, DESIGNS, AND MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES. 5. ALL HARDWARE GALLED OUT 15 SIMPSON STRONG -TIE. a. SEE IGG-ES ESR-2652 OR CITY OF L05 ANGELE5 RR25750 AS APPLICABLE FOR ADDITIONAL INFORMATION. 8 1 NOTES RECEIVED CITY OF FEDERAL WAY 11 0 m z o � L, Q w Lu w w � W Q O 1� r O O z 0 U Z Z � > (D m00 U cf)000-) LL Q d- p mLn & Z U 0, UQZM E_jO^ Z Ouzo _ (Q� wco Q Lo Oo�J� j � g NAME DATE SCALE CHECKED SHEET 8 OF 8 SHEETS JOB N0.