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20-104475-Plan Set-10-26-2020-V2RAIN GARDEN #2 C&D BERM 342.09 TW 342.5 BOTTOM I LE-- 340.50 REQUIRED 80TTOM 13W 343:00 AREAj 5 SF INS PERVII PORTIONOF ROVIDE a TOPSOIL AND COMPACT PRIOR TO SOD PLACEMENT t�l�AGE SWALENO c� LiJ I , STORM SYSTEM TABLES I l j L 1 �l }t 1 CHyEpCk uann LJ I ° , ` # Iz\ SSMH -#2� r' _ i V 1 I7 PAW 1G1®VG v7 n ' i T 1 f: �: a i \, J b ;, -- 4✓ { ) 4 /�'^� ,4 J�7j NX a. .:............ F........w..., _ '.?�£[: _.`��!'_.®. ___.�,r�...�. --_7Y ...a'(�`{...w ...,_i'I _" Y& i `.'.w"" ' C7 CS Y 'r I r� RIM=335.46' 12`0 N IE=320.0 1 ZO 5 IE 33.3.5 I t STA 11+19.11 6TH PL SW = UTILITY CROSSINGS STA 20+05.74 SW 312TH ST n © NOT USED O 0 � Q H� lO J� PVC OPROP. 6" PROP. 6" PROP. 6' PROP. 6' PROP. 6" PROPC SEWER PVC SEWER . 6" PROP. 8' PROP. 12' PROP. 8' E 3336 2R O EV 33452 EV 328 9 R O EV 3 0 84 O E 340.17 E 337.1133 Wit/ E 336.Ot EDI WATER V 3 9T58M O 343.93 5.03' 5.65 " 3.52' " 0.5' (MIN) 3.55' 3.76' 7.3' y 0.5' (MIN) 6.27' PROP. 12 PROP. 12 PROP. 12 PROP._12 PROP. 12" PROP. 12" (� PROP. 12 PROP. 12 PROP. 12" CPEP STOR CPEP ST& CPEP STOR CPEP STORM CPEP STOR CPEP STOR CPEP STOR CPEP STORM CPEP STORM IE=327.59 IE=327.87 IE=324.40 TOP=320.34 IE=336.62 IE=332.37 IE=327.70 TOP=319.02 TOP=337.66 LETTERING SHALL CLEARLY VERTICAL T STATE DEPTH OF WELL. _ ROOF DRAIN KEYNOTES " RAISE 1/2 WIDE BORDER CITY OF FED WAY B.M. NO. 2200-01 EL=357.20 AREA DRAIN 3 10" RIM = 339.80 9" BASIS OF BEARING IE = 336.30 (6" ES) 8-3/4" WASHINGTON STATE PLANE, SOUTH ZONE, NAD $3/91 BASED 2� AREA GRAIN 4 UNLESS OTHERWISE " „ / 5/8 ON MONUMENTS FOUND ON SW 312TH ST AT INTERSECTIONS RIM = 333.39 NOTED ON PLANS OF 8TH AVE & 1ST AVE BEARING N 89'08'02" W. IE = 329.89 (6" N,S) " qs, O O O O O _O O O O O O O O O O STRUCTURE TABLE STRUCTURE NAME STRUCTURE DETAILS LOCATION CB#1 TYPE 1 RIM 318.72 IE 316.50 (12" W) N 121421.20 SOLID LOCKING LID IE 316.50 (12p N) E 1266104.30 RIM 319.04 CB#2 TYPE 1 IE 316.77 (12" N) N 121414.12 SOLID LOCKING LID IE 316.77 (12" W) E 1266051.47 IE 316.77 (12" E) CB#3 TYPE 1 RIM 321.76 IE 31933 (12" W) N 121420.29 SOLID LOCKING LID IE 319.73 (12" E) E 1266008.06 CB#4 RIM 327.50 TYPE 1 IE 323.50 (12' NW) 22 N 126051. BEEHIVE GRATE IE 323.50 (12" S) E 126605172 CB#5 RIM 340.91 TYPE 2-48"0 IE 328.22 (12" N) i6. N 121616.04 04 SOLID LOCKING LID IE 328.22 (12" SE) E 1266007.78 RIM 347.79 CB6 TYPE " IE 336.48 (12" N) N 121707.50 SOLID LOCKING LID IE 336.48 (12" E) E 1266009.52 IE 336.48 (12" S) TYPE RIM 341.50 N 121702.50 BEEHIVE GRATE IE 338.50 (12" W) E 1266065.52 RIM 358.28 CB#8 „ TYPE 2-48 is IE 348.72 (12" E) N 121843.13 SOLID LOCKING LID IE 348.72 (12" N) E 1266012.10 IE 348.72 (10 S) CB#9 TYPE 1 RIM 352.00 N 121842.07 BEEHIVE GRATE IE 349.00 (12" W) E 1266068.19 CB#10 RIM 365.20 TYPE 2-48"0 IE 357.15 (12" E) N 121940.13 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 1939 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 122040.29 SOLID LOCKING LID IE 361.90 (12" S) E 1266058.43 TYPE 1 RIM 364.50 N 122040.09 BEEHIVE GRATE 1E 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 1200 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*o CPEP 9.02% PIPE#? , 56 LF 12"0 CPEP 3.60% PIPE#8 136 LF 12"0 CPEP 9.02% PIPE#9 56 LF 12"0 CPEP 0.50% PIPE#10 97 LF 12'0 CPEP 8.69% PIPE#11 43 LF > 12"0 CPEP 1.007 PIPE#12 101 LF 12"o CPEP 4.28%' PIPE#13 10 LF 12"o CPEP 1.00% STRUCTURE TABLE STRUCTURE NAME STRUCTURE DETAILS LOCATION CB#14 TYPE 1 RIM 323.19 N 121431.72 STANDARD R.O.W. GRATE IE 321.15 (12" E) E 1265999.78 RIM 322.33 CB#15 IE 319.58 (1Z W) N 121428.44 TYPE 1 IE 319.58 (12 E) E 1266016.12 CB#16 RIM 322.20 N 121438.12 TYPE 1 IE 319.58 (12 W) E 1266063.44 Nu 1 ES kDDOWNSPOUT TO BE DIRECTED TO FLOW ONTO PERVIOUS CONCRETE FOR THIS STRUCTURE. O O O O O O O O 0 O 0 0 0 0 0 O O O O " ' 1. ALL STORM STRUCTURES SHALL HAVE VANED GRATES + O O O O © O 1 7 2-7j8 UNLESS OTHERWISE NOTED. (a)PROVIDE 4 PROVIDE 4 CONCRETE STEPS WITH MAXIMUM a O 0 O O O INLET/OUTFALL PIPE 7-3/4 " O O O O O O RISE OF 7.75". SEE ARCHITECTURAL PLANS o 2. INFILTRATION AREAS SHAH BE CLEARLY MARKED WITH L FOR DETAILS. Q O 0 O O 0 O O O 8' O O O O O O 15" BRIGHT COLORED CONSTRUCTION FENCE PRIOR TO O O O O O O O O O O O O O O STARTING EARTHWORK. CONSTRUCTION TRAFFIC AND PROVIDE CONCRETE STEPS AND DECK PER CAST :IRON RING AND -COVER COMPACTION OF NATIVE SOILS SHALL BE MINIMIZED TO ARCHITECURAL PLANS. PLAN THE EXTENT FEASIBLE TO PREVENT COMPACTION OF 3000 psi CLASS C 2,-0„ NATIVE SOILS. ® CONTRACTOR TO FIELD VERIFY UTILITY CONCRETE (TYP.) Lq. 4_3/4" 3. ALL ROOF DRAIN LINES TO BE 6" PVC SDR35 WITH CONNECTION ELEVATION. NOTIFY ENGINEER -- IqWlfil MINIMUM SLOPE" OF 27. ALL FITTINGS TO BE GASKETED. OF DISCREPANCY. `� 1'-0" POND BOTTOM -�' 4. ALL AREA DRAINS SHALL BE TYPE 40 CATCH BASINS ' '- `• • p1PE ACP UNLESS OTHERWISE NOTED. ° O r ---' 12"0 ° 5. SEE SHEET C3.1 FOR STORM INFORMATION FOR 6TH --.� FIBRE JOINT ° PLACE AND INFILTRATION TRENCH. .�� INtf PACKING Z�- U 6. SEE SHEET C6.1 FOR REQUIRED PIPE ENCASEMENT AND O O n O n O O = ° ° SLEEVING, �jj r-��.���JJJ 1 " " n " o 7. SEE SHEET C2.1 AND C2.2 FOR RAIN GARDEN SECTION " \ 12 MIN. DEPTH (12"0 PIPE) 4"-6" PERF.. ° LINES. 4 MIN. FACE " " " PVC PIPE QUARRY ROCK 18 MIN. DEPTH (15 -18 � PIPE) 8. POS111VE DRAINAGE SHALL BE MAINTAINED AWAY FROM 24" MIN. ( 24"-36"0 PIPE) ° BUILDING FOUNDATIONS 0 2% MIN FOR 10' OR TO o SWALES SHOWN ON PLANS. SECTION01 END CAP THESE DRAWINGS ARE NOT TO BE I 110UTFALL ROCK PR T CTIO OBSERVATION WELL USED FOR CONSTRUCTION UNLESS rloT To scNOT TO SCALE SIGNED BY THE REVIEWING AGENCY PIPE TABLE PIPE NAME LENGTH SIZE MATERIAL SLOPE PIPE#16 17 LF 12"0 CPEP 9.42. PIPE#17 48 LF 12"0 PERF 0.007 Civil Engineers' Structural EngineersNA Landscape Architects # , Community Planners Land Surveyors w Neighbors � �: - z� TACOM_A SEATTLE 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 Protect Title: MIRROR LAKE HIGHLAND Client: THE NEXUS STUDIO 1911 SW CAMPUS DRIVE, SUITE "118 FEDERAL WAY, WA` 98023 WILLIAM MCCAFFREY Job No. ) 207655.10 Issue .Set & Date: PERMIT RESUBMITTAL NOVEMBER 23, 2011 one 9 34858 I NOME ALiEM ATO OF 1195 DCCUME f SHALL INVALIDATE THE MESSfONAN. SEAL AM SMANRE P(UllC IM OF 1W DOCL W DOES NOT DEROGATE FROM RESERYED OMHER W RN M IN IT. IM DWAOIT S FOR USE ONLY FOR THE PROJECT I OMM IN THE TITLE &M AND S NOT M DE USED FCR REPARN• MICDEL OR ADDHION M WT PBMECT OR FOR ANY OTHER PRO M. D RESUBMITTED Dec 30 2020 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT } A CITY` COMMENTS- 8/17/10 TCS Revisions: Sheet <Title: GRADING AND DRAINAGE -PLAN SOUTH Desioned by: Drawn by: Checked bv: TOS TDS JMW Sheet No. C2m4 8 of 12 Sheets Q:\2007\207555\10-CIV\CAA\207555-C2.4.dwg, LayoutI, 11/22/2011 10:45AO AM, DWG To PDF.pc3, ARCH full bleed 1) (:16.00 x 24.00 Inches) 1'-9 1 ASPHALT SHINGLES (TYP) 2X12 FASCIA W/ IX4 MOLD OF PRIMED W� AT GABLED ENDS (T` I X6 FASCIA OF PRIM WHITE WOOD AT RAF TAILS GUT TO MATCi- SHINGLE MOLD (TYP) 4x4 BRACKETS AT OVERHANGS 5/4X4 WINDOW TRIM PRIMED WHITE WOOD 5/4X4 CORNER TRIM PRIMED WHITE WOOD I J I I I FLIT-------------------------------- II --L--------------------------------- J NORTH ELEVATION HARD I ESH I NGLE S I L W/ 7" REVEAL (TYP, 5/4X6 BREAK BOAf PRIMED WHITE WOO MTL FLASHING ACR TOP (TYP) 2X5 ANGLED SILL STOCK OF PRIMED WHITE WOOD W/ COI METAL FLASHING ACROSS TOP (TYP) CEMPLANK CEDAR W/ 7 1/2" REVEAL (I HARD I ESH I NGLE S I Z; W/ 7" REVEAL (TYP; L------------------------------------ i I I I ------------------------------------------------- L------------------------------------------------I--J WEST ELEVATION L---------------------------------------------------- SOUTH ELEVATION EAST ELEVATION SHADED AREAS INSULATED scale: 1 /4" = 1 "-0" (TYP) PER ENERGY CODE (TYP) R-50 HIGH DENSITY E ALL CATHEDRAL CE I l 2x6 INSULATED WALL W/R21 GATT I NSUL. (T) WOOD SILL CAP AT TOP OF ALL EXPOSE] CONCRETE WALL (TYF TOP OF FOUNDATION WALL BEYOND (TYP) 2x4 INSULATED WALL TO TOP OF CONCRET W/R13 BATT INSUL. (T) BUILDING HEATED BY NASTURAL GAS STOV 2" RIGID INSULATION SLAB AND BELOW GI< CONCRETE WALLS (T"T 2'X 24" RIGID PERIME SLAB INSULATION UN LL_I_� AT GRADE. 0 I N 28'-0" 22'-011 6'-0" 6'-1 1/2" Sm 4'-10 1/2" 4'-10 1/2" 7'-10 3/8" 4'-3 1/8HB --- - G m \ LINE OF FOUNDATION WALL AS STOVE F TOILE O TILE r PADDLE FAN W/ LIGHTS ADA MPLIANT BELo SINKS, TOILET, GRAB BARS TURNING RADIO LINE OF 2 4 INSULATED BELOW G ADE WALL N W/ RI3 B TT INSULATION M BELo 3. LINE OF 2x6 IN5U D ABOVE GRADE WALL o STORAGE N R21 BATT INSULATION "' I 3M L SIZE:G BLDG: 560 SF 8'-9 1/4" 4'-51/2" 14'-9 1/4" ACC. USE: 455 SF C 21'-6/2" 6'-51/2" This is ok R 0 I N HBI COMMONSI BLDG MAIN PLAN 3'-6 1/2" 14' 11" -1- 3'-6 1/2" 6'-0" io x II II II II `D II II II 4XIIV BEA M ILJzI rrn——Ir---�r--- I II I I II II II I II I I II II II 0 CV 6 N I I I F=— I I I I I I I F=- I I I 1 I r-- I I I I I I r-- I I I I I I I I ---- TF----I---- rr---n o II II II II T AT AVNNINGS II,_II II 11_`_ ------�I----�--�— ----- ==err---ZI----I ---I ----1r---ZI----mT-1T— ----- 1 II II II I I II III II I II II II II I I II I III II II II II II II II II — / // / I II I I I II I I III II I I II I I II I I II II II II II II II II II II II -------------------- -- ----------/ / / II II I I II II p II O II 0 II PRE-ENGINEER IF _ II SCISSOR TRUSSES ®2 I' OG // II II II 1 1 II W c} II \\\ I 11 IJ 11 1 II1� II w LU ® II II II II �I\ i1 1100 ii z ri 1 = I I �i z z� I----I��� I I II w 0 II II \ 11 11 O I I II � F II II \\ I I ATTI AOOEI S II II \\ II 1 1 PER ODE II J ___�------------------��_ II II II --_1F------------------- \ — I II II II II II I I I I III I I 1 II — —------------------------------ — — I II I III II 11 II III I II I III II 1 II I III 4XIO IDEAM AIT AWNI GS III I II I III II C-------------JL-111L---J.L---JL--- — LI—JL-------------�LL---JJ--- — — IF­'lF--- F---t----i 8'-9 1 /4" 1 4'-5 1/2" 18A 1 /4" 6'-0" 5'-6 1 /2" 10'411" 28'-0" 5'-6 1/2" OMMONS (ROOF PLAN 28'- 7'-611 -------------- 7' 6'-0" \/�7- -t/-b'-\7' t �i-\� fit'/- \f XX k n x x x x x x x AAA x x x x x x x x x x x x x x x x n K I I _v v__ __! _'z _y_ -NL —IL _— ]L IL _C 1L I I Y I o I lL _y_ -Ne y I I 2" x 24" RIGID INSULATION UNDER I I „ 5 -4 SLAB AT GRADE LEVEL AREA OF SLABELI ------- I I 2" RIGID INSULATION BETWEEN F - SLAD AND BELOW GRADE I I I I CONCRETE WALL I I I I I I I I I I STAINED CONCRET I I I I I I I SLAB ON GRADE I I I I I I I I I I I I L---------------------------- I I I ------- --------------------------- L------------------------ ---- --J 22' 0" 6'-0" 28'-0" H3 0 0 N U Z_ O 4-3 O ul > C LU 0 W CD W Q _ xCD 4-3 w CD m Cn QJ �- (D UJ r- z UJ C - LL — N 4-3 cD W c z a CD � c a U W a G Mu o mmOup BIT m11 INIOF Y DEVELPENT N W cc W M 1 1 1 Q zLL,mo G"Z`e W ] Q lJ Q pC a Q G 2 U (n THIS DRAWND, HDFOTR W FIE,MHHiORREPR�{ICHE ARETHEPRDIMMOFTHEWMUIU ATHENAMP,APD MEAN NtTR16ENTOr ✓E]NCE UNAUFMOM UNCIR REP OOUOTSN WRNOUTTE WROTH PE16lSOH OFTHE M II STUM IS PROHMED BYOMMINT WN.TIS DRAWNOIS ONLY FOR LNE NOOM IETION MNTE PRDJWrMD SHALL NOT a 01ltIFB1I®70oHHHHNHMRI® wRNOUPTNE WRI7FN IR MUSIMOFTEWJ UMM © COPYRIGHT 2011 the WJM studio 4A 1-D SECTION BmB SECTION AmA COMMONS FOUNDATION PLAN PROJECT INFORMATION CLIENT THE NEXUS STUDIO 1911 SW CAMPUS DRIVE, STE 116 FEDERAL WAY, WA 98023 PHONE: (253) 709-8747 CONTACT: BILL MCCAFFREY ARCHITECT THE NEXUS STUDIO 1911 SW CAMPUS DRIVE, STE 116 FEDERAL WAY, WA 98023 PHONE: (253) 709-8747 CONTACT: BILL MCCAFFREY STRUCTURAL ENGINEER L120 ENGINEERING & DESIGN 16240 118TH LN NE BOTH ELL, WA 98011 PHONE: (206) 790-9502 CONTACT: MANS THURFJELL, PE CODES ENGINEERED PER: 2015 (IRC) 2015 (IBC) MIRROR LAKE HIGHLAND COMMONS BUILDING INTERNATIONAL RESIDENTIAL CODE INTERNATIONAL BUILDING CODE ABBREVIATIONS AB ANCHOR BOLT ABV ABOVE AFF ABOVE FINISH FLOOR ALT ALTERNATE ALUM ALUMINUM APPROX APPROXIMATE AYC ALASKAN YELLOW CEDAR BB BOX BEAM BF BOTTOM FLUSH BLDG BUILDING BLKG BLOCKING BM BEAM BOT BOTTOM BP BOTTOM PLATE BRG BEARING BTWN BETWEEN BSMT BASEMENT B/W BOTTOM OF WALL CANT CANTILEVER CJ CONTROL JOINT CLG. CEILING CLJ CEILING JOIST CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION CONT CONTINUOUS CTR CENTER D ET D ETA I L DF DOUGLAS FIR (SOUTH) DFL DOUGLAS FIR LARCH DIM DIMENSION DJ DOUBLE JOIST DIA DIAMETER DN DOWN DS DOWN SPOUT EA EACH EF EACH FACE EJ EXPANSION JOINT ELEV ELEVATION EN EDGE NAILING (PANEL) EQ EQUAL ES EACH SIDE EW EACH WAY FB FLUSH BEAM FIN FINISH FL FLOOR FLUHG FLASHING FND FOUNDATION FP FIREPLACE FT FOOT FTG FOOTING GA GAUGE GALV GALVANIZED GLB GLULAM BEAM GR GRADE GYP GYPSUM WALL BOARD HDG HOT -DIPPED GALVANIZED HDR HF HGT HT IN JT MAX MIN MISC NB NO OC PSF PSI PT RAF REF REINF REQD SF SIM SPF STD SYP T/ T/C T/P T/S T/W TF TJ T/BM T/SLAB TP TYP UNO U PA UWA VERT VI F HEADER HEM FIR HEIGHT HEIGHT INCH JOINT MAXIMUM MINIMUM MISCELLANEOUS NON —BEARING NUMBER ON CENTER POUNDS PER SQUARE POUNDS PER SQUARE PRESSURE TREATED RAFTER REFERENCE REINFORCEMENT REQUIRED SQUARE FOOT SIMILAR SPRUCE PINE FIR STANDARD FOOT INCH SOUTHERN YELLOW PINE TOP OF TOP OF CONCRETE TOP OF PLATE TOP OF STEEL TOP OF WALL TOP FLUSH TRIPLE JOIST TOP OF BEAM TOP OF SLAB TOP PLATE TYPICAL UNLESS NOTED OTHERWISE UNDER POST ABOVE UNDER WALL ABOVE VERTICAL VERIFY IN FIELD W/ WITH WC WESTERN CEDAR WP WATERPROOF WWF WELDED WIRE FABRIC SHEET INDEX ARCHITECTURAL DRAWINGS S-0 COVER SHEET S-1 STRUCTURAL GENERAL NOTES S-2 FOUNDATION PLAN S-3 FIRST FLOOR WALL FRAMING AND SHEAR WALL PLAN S-4 SECOND FLOOR FRAMING PLAN S-5 ROOF FRAMING PLAN SD-1.1 STRUCTURAL DETAILS SD-2.1 STRUCTURAL DETAILS ••mm�r+ * C� pFYiAjy f + t • ' + ti �¢ • ■ J • ♦ '{� 6 W (5 Zo �W°� _ z z 0 z W z Z z O 0 w REVISIONS Q DESCRIPTION DATE BY PROJECT NAME PROJECT NUMBER S170925 DKAvviN t5r - M R CHECKED BY - MT SHEET DATE 1 Q/ Q 9/ 17 24Uec E:1�2b-°11 CITY OF FEDERAL I VAY COMMUNITY DEVELO MENT w w z (n O o DC un OL o 2 W U > w O w U w U) GENERAL STRUCTURAL NOTES DESIGN CRITERIA CODE: 2015 IBC/IRC & AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY. ROOF..................................................25 PSF SNOW (GROUND) FLOORS RESIDENTIAL LIVE LOAD ........... 40 PSF DECK CONSTRUCTION LIVE LOAD ........ 60 PSF BASIC WIND SPEED ............................110 MPH, EXPOSURE B SEISMIC MAPPED SPECTRAL ACCELERATION, Ss.....................1.309 MAPPED SPECTRAL ACCELERATION, S1.....................0.502 GENERA%Of6hI&6'SS........................................................D 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY DISCREPANCIES. 3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 4. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE "GENERAL NOTES" AND/OR "STANDARD DETAILS". 5. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 6. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE DRAWINGS. 7. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE. 8. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. 9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE, AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER ANY PORTION OF THE WORK. 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT SHALL APPLY. 11. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES OR THE STRUCTURAL DRAWINGS. 12. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. 13. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. 14. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE "INTERNATIONAL BUILDING CODE" (IBC), AND STANDARDS REFERENCED THEREIN. FOUNDATION 1. FOUNDATION DESIGN PARAMETERS PER GEOTECH REPORT #0708182 BY PACIFIC GEO ENGINEERING, LLC, DATED DECEMBER 20, 2007: FOOTING BEARING PRESSURE: 2500 PSF (1 /3 INCREASE FOR LATERAL BEARING APPLICATIONS) LATERAL EARTH PRESSURE: ACTIVE: 35 PCF 55 PCF PASSIVE: 300 PCF COEFFICIENT OF BASE FRICTION: 0.40 2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS, AND OTHER RELEVANT SOIL CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH THE JURISDICTIONAL REQUIREMENTS. 3. ALL FOUNDATIONS ARE TO BEAR ON COMPETENT NATIVE SOILS OR STRUCTURAL FILL. STRUCTURAL FILL IS TO BE COMPACTED TO 95% DENSITY PER ASTM D-1557. CONCRETE 1. REFERENCE STANDARDS: ACI-301, ACI-318, IBC. MINIMUM CONCRETE STRENGTH (28 DAYS): FOOTINGS ....... 2,500 PSI - 5 SACK MIX FOUNDATION RETAINING WALLS ....... 3,000 PSI - 5 SACK MIX SLAB-ON-GRADE.............2,500 PSI - 5 SACK MIX SLAB -ON -GRADE ............. EXPOSED WEATHERING SURFACES ......... 3,000 PSI AIR -ENTRAINMENT 2.5% TO 5.5% FOR EXPOSED CONCRETE. 2. MIXING: COMPLY WITH ACI-301. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER 3. PLACING: COMPLY WITH ACI-301. PROVIDE A 3/4 INCH CHAMFER ALL EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. 4. SLUMP: 4" PLUS OR MINUS ONE INCH. DO NOT ADD WATER TO MIX TO INCREASE SLUMP. GREATER SLUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING APPROVED ADMIXTURES. 5. CURING: COMPLY WITH ACI-301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM. 6. JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE. JOINTS SHOWN MAY BE ADJUSTED AT CONTRACTOR'S OPTION, WITH PRIOR APPROVAL FROM ENGINEER. 7. WEATHER EXTREMES: COMPLY WITH ACI 305R FOR HOT WEATHER. COMPLY WITH ACI 306R FOR COLD WEATHER. 8. WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 (BY WEIGHT), TYPICAL. REINFORCING STEEL 1. REFERENCE STANDARDS: ACI "DETAILING MANUAL" (SP-66); CRSI MANUAL OF STANDARD PRACTICE (MSP-1) 2. MATERIALS: REINFORCING STEEL: ASTM A615, GRADE 60 3. SPLICES: LAP CONTINUOUS REINFORCING BARS 48 BAR DIAMETERS, UNLESS OTHERWISE NOTED. PROVIDE CORNER BARS FOR ALL HORIZONTAL REINFORCEMENT. 4. COVER: FOOTINGS ...........3 INCHES SLABS ................... 2 INCHES 5. FORMED SURFACES: WEATHER FACE ...1-1/2 INCHES, #5 BARS AND SMALLER 2 INCHES, # 6 BARS AND LARGER INTERIOR FACE ...3/4 INCH FOR SLABS AND WALLS 1-1/2 INCHES FOR BEAMS AND COLUMNS STRUCTURAL AND MISC. STEEL 1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 2. MATERIALS: BOLTS - ASTM A307, UNLESS OTHERWISE NOTED WF BEAMS - ASTM A572-50 (Fy = 50,000 PSI) ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI) STRUCTURAL STEEL WELDING 1. CONFORM TO THE AWS CODES D1.1 AND D1.3., AND USE ONLY CERTIFIED WELDERS. WELDS NOT SPECIFIED ARE TO BE 1 /4" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES. DIMENSIONAL LUMBER 1. MEET REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD DIMENSIONAL LUMBER. BEAR STAMP OF WWPA. 2. MINIMUM DIMENSIONAL LUMBER GRADES TO BE: WALL STUDS: 2x, HF STUD GRADE, 3x HF #2 WALL PLATES: 2x HF STANDARD GRADE 2x, 3x PRESSURE TREATED HF STANDARD GRADE AT FOUNDATION JOISTS 2x6 HF STUD GRADE 2x8 AND UP HF #2 BEAMS, HEADERS: 6x DF#2; 4x DF#2, WWPA GRADING. POSTS; 4x, 6x, DF #2 LUMBER NOT NOTED TO BE HF #2. 3. PROVIDE STANDARD CUT WASHERS FOR NUTS BEARING AGAINST WOOD, AND 1 /4"d' SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS. 4. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY, WHICH IS IN CONTACT WITH OR RESTING ON FOUNDATIONS, SHALL BE PRESSURE TREATED HEM FIR OR BETTER. ALL BEARING WALL PLATES SHALL HAVE 5/8"0 ANCHOR BOLTS PLACED A MAXIMUM 9" FROM THE END OF A PLATE AND SPACED AT INTERVALS SHOWN ON THE SHEARWALL SCHEDULE (MAXIMUM 4'-0" O.C. SPACING). 5. CAST -IN -PLACE ANCHOR BOLTS SHALL HAVE A MINIMUM 7" EMBEDMENT. ALTERNATE 5/8"0 EXPANSION ANCHORS SHALL BE HILTI KWIK BOLT II ANCHORS EMBED 7", OR APPROVED ALTERNATE. 6. BOLTS IN WOOD BEAMS SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER. 7. NAILS: NAILING IN ACCORDANCE WITH IBC TABLE 2304.10.1. 16D NAILS MAY BE 16D SINKERS (0.148 x 3-1/4") UNLESS NOTED OTHERWISE. 8. PRESURE TREATED WOOD: ALL NAILS INTO PT WOOD SHALL BE HOT DIPPED GALVANIZED PER ASTM A153 OR STAINLESS STEEL. ALL METAL CONNECTORS IN CONTACT WITH PT WOOD SHALL BE HOT DIPPED GALVANIZED AND MEET ASTM A653 CLASS G185 (1.85 oz OF ZINC PER SQ FT MINIMUM) OR TYPE 304 / 316 STAINLESS STEEL. SIMPSON Z-MAX CONNECTORS MEET THIS REQUIREMENT. FASTENERS AND CONNECTORS USED TOGETHER SHALL BE OF THE SAME TYPE (E.G. HOT DIPPED NAILS WITH HOT DIPPED HANGERS) MANUFACTURED TIMBER PRODUCT APPLICATION WIDTHS LSL RIMBOARD (1.3E) RIMBOARD OR 1 1/" STAIR STRINGER TIMBERSTRAND LSL (1.3E) HEADER, BEAM, 3 OR COLUMN < 9" DEPTH TIMBERSTRAND LSL (1.55E) RIMBOARD, HEADER, 1 %",3 lh)) OR < 9" DEPTH BEAM TIMBERSTRAND LSL (1.3E) WALL STUD 2X4 &2X6 1 (1.5E) WALL STUD > 2X6 1" MICROLLAM LVL (1.9E) HEADER, BEAM 1 %" PARALLAM PSL (2.OE) HEADER, BEAM 3 lh", 5 % 7" PARALLAM PSL (1.8E) COLUMN 3 ih", 5 % 7" WOOD STRUCTURAL CONNECTIONS 1. ALL FRAMING ANCHORS, POST CAPS, BASES, HANGERS, STRAPS, ETC., SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY OR ENGINEER APPROVED EQUAL. BRICK VENEER ANCHORAGE 1. D/A 2135 SEISMIC VENEER ANCHORS BY DUR-O-WAL OR APPROVED EQUAL AT WOOD STUD WALL. 2. D/A 5213 SEISMIC VENEER ANCHORS BY DUR-O-WAL OR APPROVED EQUAL AT CONCRETE WALL. 3. PLACE ANCHORS AT 16" O.C. VERTICAL AND 16" HORIZONTAL. PROVIDE #9 GA HORIZONTAL JOINT REINFORCING WIRE . ATTACH TO WOOD STUDS WITH #8 CORROSION RESISTANT SCREWS AND TO CONCRETE WITH 1/4"0 EXPANSION ANCHORS. 4. AT ALL OPENINGS LARGER THAN 16" IN EITHER DIRECTION, ANCHORS TO BE SPACED WITHIN 12" OF THE OPENING AT ALL SIDES. 5. USE TYPE N MORTAR COMPLYING WITH ASTM C270 GLU-LAMINATED TIMBER 1. GLU-LAMINATED WOOD BEAMS, DOUGLAS FIR COAST REGION, KILN DRIED, AITC SPECIFICATION 24F-V4 FOR SIMPLE SPANS (TYPICAL), AND 24F-V8 FOR CANTILEVER -SPANS (WHERE SPECIFIED). PROVIDE AITC STAMP ON TIMBER AND SUBMIT CERTIFICATE TO ARCHITECT AND ENGINEER. MATERIALS MUST BE OBTAINED FROM AN AITC APPROVED FABRICATOR. ALL GLU-LAM BEAMS SHALL FIT SNUG AND TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL BEARING AS INDICATED. NO SUBSTITUTION OF OTHER SPECIES. GLU-LAM ADHESIVE TO BE "WET- USE" TYPE. PROVIDE 2000 FT RADIUS CAMBER, U.N.O. 2. MANUFACTURER'S CERTIFICATE SHALL BE PRESENTED TO THE BUILDING INSPECTOR PRIOR TO INSTALLATION. WOOD SHEATHING 1. ROOF SHEATHING: 7/16" MINIMUM THICKNESS APA RATED PRP-108 PERFORMANCE STANDARD, EDGE SEALED PANELS DESIGNED TO SPAN 24 INCHES EITHER PARALLEL OR PERPENDICULAR TO LONG AXIS OF PANEL WITH 35 PSF LIVE LOAD. LAY UP WITH MINIMUM 1/8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER ALONG EDGES, AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. USE 10D COMMON NAILS, U.N.O. PROVIDE EXP-1 RATING. 2. FLOOR SHEATHING: 3/4" NOMINAL APA RATED PANELS, PRP-108 PERFORMANCE STANDARD, NAILED AND GLUED. CONFORM TO IBC IDENTIFICATION INDEX 40/20 FOR SUPPORTS TO 20 INCHES ON CENTER. ADHESIVES ARE TO CONFORM TO APA SPECIFICATION AFG-01. PROVIDE T&G EDGES AT LONG PANEL EDGES. LAY UP WITH MINIMUM 1 /8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER AT END SUPPORTS AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. USE 10D COMMON NAILS. PROVIDE EXP-1 RATING. 3. WOOD SHEARWALL SHEATHING: PLYWOOD OR OSB APA RATED PRP-108 PERFORMANCE STANDARD PER IBC STD 23-2 OR 23-3 TYPE C-C OR C-D. USE EXTERIOR ADHESIVES. USE 8d COMMON NAILS. PROVIDE EXP-1 RATING. ALL VERTICAL JOINTS OF PANEL SHEATHING SHALL OCCUR OVER STUDS. HORIZONTAL JOINTS SHALL OCCUR OVER BLOCKING EQUAL IN SIZE TO THE STUDDING. REFER TO SHEAR WALL SCHEDULE FOR PANEL THICKNESS. 4. NAILING SPECIFICATIONS: CONFORM TO IBC SECTION 2304.10 "CONNECTIONS AND FASTENERS."UNO ON PLANS, NAILING PER TABLE 2304.10.1, AND FOR ROOF/FLOOR DIAPHRAGMS AND SHEARWALLS SHALL BE PER DRAWINGS. NAILS SHALL BE DRIVEN FLUSH AND SHALL NOT FRACTURE THE SURFACE OF SHEATHING. ALTERNATE NAILS MAY BE USED BUT ARE SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. SUBSTITUTION OF STAPLES FOR THE NAILING OF RATED SHEATHING IS SUBJECT TO REVIEW BY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. SHOP DRAWINGS AND SUBMITTALS 1. SUBMIT 2 SETS OF PRINTS AND 1 SET OF REPRODUCIBLES FOR REVIEW FOR: A) REINFORCING STEEL C) GLU-LAMINATED BEAMS B) MISCELLANEOUS STEEL D) PRE -MANUFACTURED WOOD TRUSSES 2. SUBMIT 3 COPIES FOR REVIEW PRIOR TO FABRICATION FOR: A) CONCRETE DESIGN MIX B) CONCRETE INSERTS C) EPDXY ADHESIVES INSPECTIONS 1. REFERENCE STANDARDS: IBC 110. INSPECTIONS ARE TO BE PERFORMED BY THE BUILDING OFFICIAL. INSPECTIONS REQUIRED ARE AS FOLLOWS: 2. SOIL: VERIFY SUBGRADE IS DRY DENSE AND DOES NOT HAVE STANDING WATER PRIOR TO POURING FOOTINGS. 3. CONCRETE: INSPECTIONS REQUIRED ONLY FOR DESIGN MIXES SPECIFIED GREATER THAN 2500 PSI. TAKE CONCRETE CYLINDERS AS REQUIRED. VERIFY SLUMP AND STRENGTH. 4. REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE AND GRADE. 5. WOOD: DIAPHRAGM NAILING, BLOCKING AND HOLD-DOWN CONNECTIONS. ALTERNATES: 1. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER MAY REQUEST PAYMENT FOR REVIEW; CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL COST TO OWNER. SETTLEMENT SHRINKAGE: 1. DUE TO CROSS GRAIN WOOD SHRINKAGE, THIS BUILDING IS EXPECTED TO SETTLE APPROXIMATELY 3/8 INCH PER STORY. ALL PLUMBING AND MECHANICAL DUCTS SHALL BE DESIGNED WITH FLEXIBLE JOINTS OR OTHERS MEANS TO APPROPRIATELY ACCOMMODATE THIS NORMAL SETTLEMENT. ALL INTERIOR AND EXTERIOR SHEATHING AND FINISHES SHALL BE INSTALLED SUCH THAT NO DAMAGE WILL OCCUR. SHRINKAGE IS EXPECTED IN THE DEPTH OF THE FLOOR PLATES AND NOT IN THE LENGTH OF THE WALL STUDS. JOBSITE SAFETY: 1. THE ENGINEER AND/OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER AND/OR ARCHITECT SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY PERSON. +•■■err 4 -16 L Do 0 zo L _ > z ,R > z w z L z z z 00w REVISIONS Q DESCRIPTION DATE BY PROJECT NAME PROJECT NUMBER S170925 uKAvv,N b MR CHECKED BY - MT SHEET DA 10/09/ 17 24Dec �U 1626_0'1 CITY OF FEDERAL I VAY COMMUNITY DEVELO MENT W O z J Q DC U D oC o Q � DC (n C2 W uLf) z w w w w FOUNDATION PLAN A /1)1i" AAIKIN D D D 45� BEND AND HOOK DETAILS D =BAR DIAMETER TYPICAL CORNER REINFORCEMENT PER 5/SD-1.1 FOUNDATION NOTES 1. VERIFY ALL DIMENSIONS WITH ARCH. 2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL/FACE OF STUD OR CENTER OF INDIVIDUAL FOOTING. 3. PROVIDE FOOTING DRAINS AROUND PERIMETER OF BUILDING. 4. FOOTINGS ARE TO BEAR ON COMPETENT NATIVE SOIL OR STRUCTURAL FILL CAPABLE OF SUPPORTING THE ASSUMED BEARING PRESSURE PER GENERAL NOTES. 5. PROVIDE CORNER BARS FOR EACH HORIZONTAL BAR. REF 5/SD-1.1 6. ALL FASTENERS IN CONTACT WITH FIRE -RETARDANT OR PRESSURE - TREATED WOOD SHALL BE HDG PER ASTM A653 (G185) OR IN ACCORD- ANCE WITH THE MANUFACTURER'S SPECIFICATION. 7. REFER TO DETAIL 4/SD-1.1 FOR TYPICAL FOOTING STEP. 8. NOT USED 9. STHD HOEDOWNS ARE DIMENSIONED TO CENTER OF STRAP. HDU/HD HOEDOWNS ARE DIMENSIONED TO CENTER OF ANCHOR BOLT. REFER TO DETAILS 14/SD-1.1, 15/SD-1.1 FOR INSTALLATION. HOEDOWN SCHEDULE MODEL ANCHOR EMBEDMENT END POST CS16/CS14 - - 1-2X EA MST# 2-2X OR 3X STHD14 RJ _ = 2-2X OR 3X NOTE: 1. ALL THREADED RODS (TR) SHALL BE ASTM F1554 (36 KSI) UNO. 2. ALL MATERIAL BY SIMPSON OR EQ (EXCEPT THREADED ROD). 3. ALL CONNECTORS SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. 4. RJ=RIM JOIST APPLICATION. SILL ANCHORAGE 1. ALL MATERIAL BY SIMPSON OR EQ (EXCEPT J-BOLT AND THREADED ROD). 2. ALL CONNECTORS SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. 3. ALL J-BOLTS AND THREADED RODS SHALL BE ASTM F1554 (36 KSI) UNO. 4. USE 3" X 3" X 1 /4" HDG PLATE WASHER. WASHER SHALL EXTEND TO WITHIN 1 /2" OF EXTERIOR PLATE EDGE. FOUNDATION LEGEND ® -INDICATES THE NUMBER OF JACK STUDS REQUIRED I ❑ � -FOOTING CENTERED ON POST (L X W X T) REPRESENTS LOW SIDE BTM OF FTG STEP REF 4/SD-1.1 -TANK WALL (STHD/HDU/HD,IMPSON 0 0 N L RADIUS 4D FOR #8 AND SMALLER 4 x 36" BAR @ � SLAB PER 24" CENTERED PLAN HORIZONTALLY ON JOINT CONSTRUCTION JOINT SAWCUT OR 1)/2"� SLAB PER PREMOLDED JOINT PLAN CONTROL JOINT 0 NOTES: 1. REFERENCE NOTE 3 BELOW OR PLAN FOR CONSTRUCTION /CONTROL JOINT LOCATIONS. 2. USE EARLY -ENTRY DRY -CUT SAW AS SOON AS PRACTICAL. SAWCUT ALONG SHORT DIRECTION OF POUR FIRST. 3. PROVIDE CONSTRUCTION /CONTROL JOINT TO Do ENCLOSE APPROXIMATE SQUARE AREAS OF 225 SF MAX, WITH A MAXIMUM PANEL RATIO OF 1.3 TO 1.0. M'= 26" . J W z o W � z > w z W z z Z O 0 w REVISIONS Q DESCRIPTION DATE BY PROJECT NAME PROJECT NUMBER S170925 DRAvvly L5r - MR CHECKED BY - MT SHEET DATE 1 Q/Q9/ 17 24UeC 96: SW4 (A-1) SW4 (A-2) �HUC46HG V 4XR (FH-"I) 4XF, (FH-7 1) OR STUDS, 2X6 @ :., TYP (MIN) FIRST FLOOR WALL FRAMING AND SHEAR WALL PLAN PLATE SPLI STU I SHEAR WALL NOTES 1. ALL SHEATHING PANEL EDGES TO OCCUR OVER STUDS, PLATES, RIMS OR HORIZONTAL BLOCKING. TYPICAL WALL STUDS: 2X6 @ 16"O.0 (<10'), 2X6 @ 12"O.0 (>10' UNO PER PLAN), 2X4 @ 16"O.C. FOR INTERIOR WALLS UNO ON PLAN. 2. NAIL SHEATHING AT INTERMEDIATE SUPPORTS AT 12" O.C. 3. PROVIDE PANEL EDGE NAILING IN EACH MULTIPLE STUD SPECIFIED AT END OF WALL, MIN (2) 2X END STUDS. 4. DO NOT PENETRATE STUDS LESS THAN 1 3/8" 5. PANEL EDGE STUDS INDICATE THE MINIMUM STUD WIDTH AT ABUTTING PANEL EDGES. (2)2x STUDS ARE AN ACCEPTABLE ALTERNATE FOR 3x STUDS. (2)2x STUDS ARE TO BE NAILED TOGETHER WITH (2) ROWS 16d AT 6" O.C. 6. LTP4 INSTALLED OVER PLYWOOD SHALL USE 8d COMMON NAILS (.1310 x 2.5") LTP4 INSTALLED DIRECTLY AGAINST FRAMING MAY USE 8d SHORT (.131 x 1.5") RBC INSTALLED DIRECTLY AGAINST FRAMING USE 10d SHORT (.148x 1.5") 7. WINDOW STRAP INDICATES THAT A WINDOW IS INCORPORATED WITHIN THE SHEAR WALL. REFER TO DETAIL 16/SD-1.1 FOR FRAMING AROUND WINDOW. 8. STHD HOLDOWNS ARE DIMENSIONED TO CENTER OF STRAP. HDU/HD HOLDOWNS ARE DIMENSIONED TO CENTER OF ANCHOR BOLT. REFER TO DETAILS 14/SD-1.1, 15/SD-1.1 FOR INSTALLATION. SEE SHEARWALL PLAN SHEETS FOR HOLDOWN SCHEDULE. 9. (2)2x AT END OF SHEARWALLS SHALL BE NAILED W/ (2) ROWS 10d COMMON AT 6" O.C., ADJ. NAILS ON OPPOSITE FACE W/ ROW SPACING AT 2". 10. SEE SHEET SD-1.1 FOR MISC SHEAR —WALL DETAILS. FRAMING AND SHEATHING LEGEND o � — HOLDOWN BY SIMPSON 5r (STHD/MST/HDU/HD, TYP) #K — INDICATES THE NUMBER OF KING AND JACK STUDS #J (1 KING STUD AT EVERY OPENING MINIMUM UNO ON PLAN) SEE DETAIL 7/SD-1.1. — INDICATES OSB BRACING PANEL (SW# — SHEAR WALL MARK) — HORIZONTAL STRAP (EXTENSION BEYOND OPENING, INCHES) ® — HEADER SW6 (A.1) — SHEAR WALL CALLOUT REFERENCE TO WALL DESIGNATION IN THE CALCULATION PACKAGE REFERENCE TO SHEAR WALL TYPE PER SHEAR WALL SCHEDULE F=FIRST FLOOR H=HEADER (B=BEAM*) 3 1 /8" X 9" GLB (FH-5) — EXAMPLE REFERENCE TO BEAM OR TRUSS CALCULATION IN CALCULATION PACKAGE BEAM OR TRUSS MEMBER LTP4 0 BRIM (UNLESS PLY IS SPLICED ON RIM) PANEL EDGE NAILING WALL �j�"� TO UPPER TOP PLATE REFERENCED I'rlll I PANEL EDGE NAILING PER FDN\�� _4L DETAIL 2" MIN 4" S 0 G TYPICAL SHEAR TRANSFER @ SLAB A'-O" KAINI I OP ELEVATION TOP PLATE SPLICE JOINT 16D COM NAILS @ 12" STAGGER OTHERWISE WALL FRAMING PER PLAN SHEAR WALL SCHEDULE �>=SW TYPE RIM CONNECTION WALL SHEATHING (COMMPANEL N OR NG GALEDGEV BOX NAILS) PANEL EDGE STUDS 5 8'00EMBEODT7" AT MUD SILL/ PLATE A TOP PLATEVE AT SILL PLAIE (SINKER NAIL .1480 x 3 1/4") SW6 7/16" APA PLY ONE SIDE 8d AT 6" O.C. 2x 48 O.C. IN 2x PLATE LTP4 AT 24" O.C. RBC AT 16" O.C. 16d AT 6" O.C. SW4 7/16" APA PLY ONE SIDE 8d AT 4" O.C. 2x 32 O.C. IN 2x PLATE LTP4 AT 16" O.C. RBC AT 12" O.C. 16d AT 4" O.C. SW3 7/16" APA PLY ONE SIDE 8d AT 3 O.C. 3x 16 O.C. IN 2x PLATE LTP4 AT 16" O.C. RBC AT 8" O.C. 16d AT 3" O.C. SW2 7/16" APA PLY ONE SIDE 8d AT 2 O.C. 3x 12 O.C. IN 2x PLATE LTP4 AT 12" O.C. RBC AT 8" O.C. 16d AT 2" O.C. 2W4 7/16" APA PLY TWO SIDES 8d AT 4 O.C. EA SIDE 3x 24 O.C. IN 3x PLATE LTP4+A35 @ 16" O.C. EA SIDE N.A. AT ROOF EAVE (2) ROWS 16d AT 4" O.C. 2W3 7/16" APA PLY TWO SIDES I 8d AT 3 O.C. EA SIDE 3x 16 O.C. IN 3x PLATE LTP4+A35 @ 16" O.C. EA SIDE N.A. AT ROOF EAVE (2) ROWS 16d AT 3" O.C. 2W2 7/16" APA PLY TWO SIDES 8d AT 2 O.C. EA SIDE 3x 16 O.C. IN 3x PLATE LTP4+A35 @ 12" O.C. EA SIDE N.A. AT ROOF EAVE (2) ROWS 16d AT 2" O.C. NOTE 1: FOR NON —SHEAR WALL. PROVIDE ANCHOR BOLTS @ 72" O.C. NOTE 2: OSB MAY BE USED IN LIEU OF APA PLY (SEE GN FOR PERFORMANCE SPECIFICATIONS). L 0 zo L _ > z z 0> w z L z Z z 00w REVISIONS Q DESCRIPTION DATE BY PROJECT NAME PROJECT NUMBER S170925 DRAWN Ll MR CHECKED BY - MT SHEET DATE 10/09/ 17 RESUBMITTED 24Uec ' 202b_0'1 CITY OF FEDERAL I VAY COMMUNITY DEVELO MENT CD z � z Q LL J a J Q J Q oC 0 _j z LU m o LL = U Lf) L w °� z '—' w LL Q w = 2X8 RAFTERS @� 19 24" O.C. SD-1 4X10 BEAMWT AWNINGS 2X8 RAFTERS @,,--,/ 19 24" O.C. SD 1.1 SECOND FLOOR FRAMING PLAN FLOOR FRAMING NOTES 1. VERIFY ALL DIMENSIONS WITH ARCH. 2. DESIGN LOADS FLOOR LIVE LOAD = 40 PSF. DECK LIVE LOAD = 60 PSF. 3. ALL BEAMS SHALL BE SUPPORTED BY MIN ONE STUD BELOW EACH END, UNLESS NOTED OTHERWISE ON PLAN 4. ALL ENGINEERED MECHANICAL CONNECTIONS (HANGERS) SHALL BE SELECTED PER THE TABLE BELOW UNO. 5 v 7. TYPICAL JOIST HANGER SCHEDULE TJ1210 11 7/8" 2—PLY 11 7/8" 14" 2—PLY 14" IUS2.06/11.88 MIU 4.28/11 IUS2.06/14 MIU 4.28/14 2X10 1—PLY 2—PLY LUS210 LUS210-2 TYPICAL BEAM HANGER SCHEDULE LVL / LSL / PSL 1 3/4" 3 1 /2" 5 1 /4" 7" 11 7/8" HUS1.81 /10 HHUS410 HGUS5.50/12 HGUS7.25/12 14" HUS1.81 /10 HHUS410 HGUS5.50/14 HGUS7.25/14 NOTE: 1. ALL CONNECTORS SHALL BE MANUFACTURED BY SIMPSON OR EQ. 2. ALL CONNECTORS SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. ALL POSTS ABOVE THE FLOOR FRAMING SHALL BE BLOCKED WITHIN THE FLOOR DEPTH (VERTICAL GRAIN BLKG/CRUSH BLKG) TO TOP OF BEAM OR POST BELOW. BLOCKING SHALL MATCH WIDTH OF POST ABOVE AND FULL FLOOR DEPTH. SEE 9/SD-1.1 FOR DROPPED BEAM @ CUT PLATES DETAIL. NOT USED 8. NON BEARING WALLS TO BE FRAMED MIN 0.25" UNDER FLOOR SYSTEM. FRAMING LEGEND — BLOCKED FLOOR DIAPHRAGM W10X15 — STEEL BEAM (BEAM SIZE VARIES PER PLAN) G= — GIRDER TRUSS ® — FLOOR BEAM — INTERIOR BEARING WALL — STRAP O — LOW ROOF F=FIRST FLOOR H=HEADER (B=BEAM*) 3 1 /8" X 9" GLB (FH-5) — EXAMPLE REFERENCE TO BEAM OR TRUSS CALCULATION IN CALCULATION PACKAGE BEAM OR TRUSS MEMBER EN = PANEL EDGE NAILING, 10d AT 6" O.C. MAX UNO ON PLAN OR DETAIL V.C.B. = VERTICAL CRUSH BLOCKING. SEE NOTE 5 ABOVE 4 * ■ ■ Sr + +� .1.FIU1 6 * * * C� pF AAjy f + t • ' + ti �¢ • ■ J W Do z w W _ > z z0 > _ w z W z z Z 00w REVISIONS Q DESCRIPTION DATE BY PROJECT NAME PROJECT NUMBER S170925 DRAvm L5r - MR CHECKED BY -MT SHEET DATE 10/09/ 17 24X3e C.M2 6-0" CITY OF FEDERAL I VAY COMMUNITY DEVELO MENT z Q J U z Q LL 0 0 J LL 0 0OL � z cn 0 w u U o Lu u�Lu 2 y LOW ROOF BELOW GABLE END TRUSS W/ FLAT B M�CHORD (NO SCISSOR IPROFI E) OVERFRAMING PER 3/SD-2.1 cn 2 17 SD 2.1 SD-1. ~ 0 z TYP HGR P T w MANUF U I O m N Q CD Cn +o P�� cw Cn �Q,� SCISSOR TRUSSES @ 24" ~ O.C. W/ 23/32 ROOF SHEATHING PER GN, TYP UNO GABLE END TRUSS W/ FLAT B CHORD (NO SCISSOR PROFILE) LOW ROOF BELOW I I 2 SD-2.1 2 SD-2.1 ROOF FRAMING PLAN ALL GT'S AND BEAM SUPPORT TO HAVE MINIMUM 3 SUPPORT STUDS BELOW, UNLESS SPECIFIED PER PLAN, AND NOT BE LESS IN WIDTH AT SUPPORT ROOF FRAMING NOTES 1. VERIFY ALL DIMENSIONS WITH ARCH. 2. ROOF DESIGNED FOR: DEAD LOAD = 15 PSF (SHINGLES) SNOW LOAD = 25 PSF 4. STUD SPACING IS 16" O.C. FOR ALL WALLS, UNO PER PLAN OR WALL FRAMING SHEETS. 5. ALL ROOF TRUSSES SHALL BE CONNECTED TO THE TOP PLATE WITH H2.5 TIE UNO. 6. ROOF COVERINGS PER ARCH. 7. NON BEARING WALLS TO BE FRAMED MIN 0.25" UNDER ROOF SYSTEM. FRAMING LEGEND - GIRDER OR GABLE END TRUSS - OVERFRAMING, SEE DETAIL 4/SD-2.1 F=FIRST FLOOR FFH=HEADER (B=BEAM*) 3 1 /8" X 9" GLB (FH-5) - EXAMPLE REFERENCE TO BEAM OR TRUSS CALCULATION IN CALCULATION PACKAGE BEAM OR TRUSS MEMBER ROOF PLAN GENERAL NOTES: 1. ROOFING MATERIAL PER ARCH. 2. ALL ROOF DRAINAGE PER ARCH. 3. ATTIC VENTILATION PER ARCH. AS REQ'D 4. ALL PLUMBING VENTS PER ARCH. 5. FIRE SAFETY PER ARCH. + * ■ ■ w r + C, . * C� ryf'AAjy w � DU)L zo z z W z w z z z OoW J REVISIONS Q DESCRIPTION DATE BY PROJECT NAME PROJECT NUMBER S170925 DRAWN u. MR CHECKED BY - MT SHEET DATE 10/09/ 17 24X32C.1�126_0tI CITY OF FEDERAL I VAY COMMUNITY DEVELO MENT z Q a z z Ln O LL a LL U 0 Ln w 0 w w cn STEM WALL FOOTING SCHEDULE FOOTING WIDTH PER PLAN FOOTING DEPTH REINFORCEMENT LONGITUDINAL TRANSVERSE 1 -4 8" 2 4 CONT 1,A 2'-0" 3 4 CONT N/A 2'-6" 3 4 CONT 4®12 O.0 2• 5/8"0 ANCHOR BOLT W/3"X3"XO.229" PLATE 12• WASHER. SPACED PER SW SCHEDULE MAX REF FRAMING AND SHEAR DETAILS FOR FRAMING AND NAILING REQUIREMENTS T CON - - - #4H AT 12" O.C. oz #4VAT 18" O.C. 8„ COLD JOINT SOGINTERIOR/P 7-o TIO _ABACK FILL TO 3" CLR T/FOOTING MAX III —ill—' II -PER�P�� REINFORCEMENT PER PER PLAN STEM WALL FOOTING SCHEDULE, UNO ON PLAN STEM WALL AT EXTERIOR BEARING WALL ABOVE PER PLAN Lil��[�7►I1��1�' �� �r o8oa o0°8 0�0 0� 0000°oo °og�OooQ oo �o °o a��o�o °• �T� L4, 1— 1.=111 ;1111= REINFORCEMENT PER 1/SD-1.1 T/CONCRETE TO BE HELD DOWN 1" AT ALL DOUBLE SIDED SHEAR WALLS TO ALLOW FOR 3x SILL PLATE. LOCATE PER SHEAR WALL PLAN ANCHOR BOLT PER SW SCHEDULE AT SHEAR WALL, TITEN HD ® 48" O.C. W/4" EMBED OTHERWISE SLAB INSULATION AS 2x PT PLATE REQ'D PER ARCH UNFINISI­EDjk FLOOR °o o 0 oo ° oan oaf 00 o a �` PER PLAN OPTIONAL STEM —WALL 6 THICKENED SLAB UNDER BEARING WALL END OF SHEAR WALL USE PANEL EDGE NAILING DOUBLE AT HID HOLDOWN STUDS STUDS MST STRAP WHERE OCCURS PER PLAN ALIGN W HD STUDS BELOW PLACE OVER SHEATHING ° FLOOR VERT GRAIN OL BLKG TO MATCH STUDS ABOVE --- 0 USE PANEL EDGE NAILING END POST/STUDS PER AT EACH HD HOLD-DOWN SCHEDULE STUD 1 IF HOLDOWN PER PLAN W/ VERTICAL CRUSH - SIDS SCREWS PER MFR BLKG 7o MATCH _ UNLESS HD HOLDOWN TYPE POST/BUNDLED PER PLAN STUDS WIDTH ABOVE __ FLOOR ALL THREADED RODS, PER HOLD-DOWN SCHEDULE, ® ^ COUPLER IN W/ 1/4"x3" SQ WASHER - m JOIST SPACE AND HEX HEAD NUT ATF71 N in r 10= = END - EMBED 12" MIN. 15 HOLDOWN DETAIL STEM WALL ISOLATED FOOTING SCHEDULE FOOTING SIZE PER PLAN REINFORCEMENT 24 X 24 X 10 044, EA WAY BTM 30 X 30 X 10 3 4 EA WAY B TM 36 X 36 X 12 4 4 WAY M 48 X 48 X 12 5 4 EA WAY TOP BTM POST AND POST BASE PER PLAN OR OTHER DETAILS REINFORCEMENT PER ISOLATED FOOTINGI SCHEDULE 2- CuR ° ° TV III ° a 2 ISOLATED INTERIOR FOOTING TRIMMER/KING STUDS FROM HEADER ABOVE WHERE OCCURS (2) 2x6 FLAT VERT BLKG, MATCH FULL WALL WIDTH, AS REQ'D FLU OR pq I'dw ONE KING STUD MIN, UNO ON PLAN (TWO SHOWN) (5)16d MIN KING STUD TO HEADER CONNECT KING AND JACK STUDS TOGETHER WITH 16d@6"O.C. STAGGERED EA PLY TRIMMER STUDS PER SCHEDULE UNO ON PLAN CRIPPLE STUDS ABOVE HEADER TO MATCH JACK STUDS BELON HEADER HEADER PER PLAN HEADER SIZE TRIMMER STUDS BELOW MIN UNO ON PLAN 46 (1)2x4 OR (1)2x6 48 (2)2x4 OR 1 2x6 400 (3)2x4 OR (2)2x6 3 1/8 GLB (3)2x4 OR (2)2x6 5 1 /8 GLB (3)2x6 7 1 TYPICAL HEADER FRAMING 11 NOT USED #3A16" HAIRPIN W/ STD HOOKS STRAP ON EA SIDE OF HOLDOWN ANCHOR PLAN TOP/ (2) PER HOLDOWN MAY BE OMITTED WIN AT NON STEM WALL APPLICATION. HAIRPIN NOT REQ'D FOR HDU2 AND HDU5 HOLDOWNS SHEATHING AND NAILING HEADER TIGHT TO PLATES PER SHEAR WALL �OR AT SILL HEIGHT W/ CRIPPLE STUDS gr.HFnI H F 'ER BTM )OW (2) 2x6 SILL PLATES PANEL EDGE NAILING ALONG KING STUD FULL LENGTH (2) 2x6 SILL PLATES _H 16 STRAPS SROUND WINDOWS '2) 2x6 BLKG DR FLAT 2x4 BLKG 3EHIND STRAP EXTEND STRAP PAST WINDOW 14" FOR CS16, 16" FOR CS14, 25" FOR CMSTCI6, 30"(16d) FOR CMST14, UNO PER PLAN SEE 1/SD-1.1 FOR ANCHOR BOLT INFO POSITIVE SLOPE AWAY FROM TRUCTURE io H 1 1/2 R. (2) #4 VERTICAL REINFORCEMENT: FULL HEIGHT: #4 ® 18" O.C. LAP PER 5/SD-1.1 IF REQ'D o #4H AT 12" O.C. 1 1/2" Q b ' LAP PER 5/SD-1.1 CLR M C� #4 AT 18" O.C. a C7 PER ARCH 10" ab° 0� T/SLABjk C�) C-_' PER ARCH o C) #4 TRANSVERSE QCa° �- REINF AT 10" O.C. o #4 AT 10"O.C. QO� ° C) d REQUIRED PER a" ciR s• cLR M GEOTECH REPORT »" Ll e' >>• 2'-6- 3 RETAINING WALL (4'-0" MAX BACKFILL) s 1 NOT USED 12 NOT USED �10d AT 6" O.C. — ROOF SHEATHING SHEAR TRUSS ALIGNED W/ WALL BELOW AND DESIGN FOR 300 PLF AXIAL LTP4 PER SW SCHEDULE 17 SHEAR TRUSS ATTACHMENT TYP ROOF TRUSS SEE 8/SD-4.1 FOR OFFSET SHEAR TRUSSES OVER SHEARWALL VERT DOWELS TO MATCH WALL VERT REINF, TYP FOOTING REINF STEP FTG PER 1 /SD-1.1 SEE I PLAN y � I U 0 a 1 10 MAX SLOPE d ° TYP LAP SPLICE MATCH SIZE AND SPACING OF TYP LAP SPLICE FTG REINF MATCH FfG THICKNESS 4 1 STEP AT WALL FOOTING SIM AT BEAM PARALLEL TO WALL LSL RIM BEAM PLAN (4) 2x (5) 2x4 3/2 LAP SPLICE AND STANDARD HOOK LENGTH FOR CORNER BARS BAR SIZE PER WALL LAP SPLICE LENGTH STD HOOK LENGTH 4 ,_„ 5 3'-0" 0'-10;' 6 8 5'-0" 1'-3" IF INTERSECTING WALLS HAVE DIFFERENT SIZE OF HORIZONTAL REINFORCEMENT, CORNER BARS MATCHING LARGER REINFORCEMENT SIZE AND SPACING TO BE USED w U a Wn LAP SPLICE CORNER BARS TC MATCH LOCATION HORIZONTAL WALL REINFORCEMENT STD HK INTO WALL RECTION) PLAN INTERSECTION 5 1 CORNER BARS AT CONCRETE WALLS (3) STUDS AT CORNER o ° ATTACH STHD TO INNER ° FLOOR ° (2) STUDS AT CORNER 0 o LOCATION INSTALL STHD OVER o 0 SHEATHING (NOT SHOWN) ° ° o ° 0 0 RIM JOIST o ° APPLICATION IS SIMILAR G STUD o o A35 AT STUD BASE °° ATE 9 1 BEAM AT DISCONTINUOUS TOP PLATES 10d AT 6" O.C. 13 TYPICAL TRUSS BLOCKING 10d AT 6" O.C. 10d AT 6" O.C. PANEL EDGE NAILING PER SHEAR WALL SCHEDULE LKG TRUSS ESIGN FOR 00# HORIZ LTP4 PER EA TRUSS BLKG. ROOF SHEATHING TYP ROOF TRUSS 10d PER SW SCHEDULE 10d AT 6" O.C. TYP. 18 OFFSET SHEAR TRUSS ATTACHMENT ATTACH STHD TO FORM W/ STRAPMATETM TO ENSURE PROPER PLACEMENT 10 STHD HOLDOWN INSTALLATION 14 NOT USED 10d AT 6' O.C. 2x4 ROOF TRUSSES/ AT 24" B.C. 2x VENT BLr(G 1,9 ' 2 W%8d TN E4 BILK 5/8"0 LAG SCREW PRE -INSTALLED Wf 3" EMBED KNEE BRACE MEMBER S17ES AND DIMEN PER ARCH 19 KNEE BRACE H2.5 EA RAFTER 5/8, T-1-I1 PLYWOOD PER ARCHITECT A34 W/j8 SCREWS EA KNEE BRACE 10dAT6"O.C. H2.5 TIE AT 48' O.C. NAIL III STvn 2x4 LEDGER W/(2) ROWS OF roe AT 16" D.C. A34 EA RARER 4x6 FLAT STUD W/ A34 EA SIDE, EA END AT KNEE ERAGE 5/8 4 THRU BOLT ATTACH KNEE BRACE DIRECTLY TO WALL SHEATHING PRIOR TO SIDING • • P 4 • • * *� .`` . La + AL III # + III . -d } • w _o Z0 w .6 z z �Q� W zwz Zz O O W J H REVISIONS Q DESCRIPTION DATE BY PROJECT NAME PROJECT NUMBER S170925 DRAWN b MR CHECKED BY MT SHEET DATE 10/09/ 17 240ec 56' 1g��6-°I, OF FEDERAL AY CItITY mMUNITY DEVELO MENT V) J I --I ui 0 z 0 T-1 • 1. -1 r� I O 0 cl- af z U w 0 U— w w = Ln 2x4 FLAT 10d AT 6" BLKG 2x4 FLAT (4) 16d O.C. OUTRIGGER AT 48" THRU ROOF ,,TO.C. TO BLKG OIL ROOF 7/16" SHEATHING 2'-0" MAX AND 4'-0" O.C. 7/16" SHEATHING + + + CONT 2x4 AT TYP ROOF SHEATHING 2x6 RIDGE SYMM 2x4 SUPPORT EVERY OTHER RAFTER GABLE END �I 48" O.C. WITH 2 16d TO 2x6 WITH TRUSS W/ VERT () BRACE SIMPSON A35 EA BLOCK SCISSOR TRUSSES 12 LOCATE DIRECTLY OVER TRUSS W/ (3) 10d TO RAFTER P R ARC 10d AT 6" O.C. MEMBERS AT 16" A35 EA O C (4) 16d END CONT SHEATHING TO 12 PER PLAN AS P R ARC Y� / OCCURS Y-2�� 10d AT 6" O.C. 2'-0" 244 O.C. AT MAX 12 A34 EA RAFTER ROOF OR SHEAR A35 EA BLOCK TRUSS FLUSH W/ 1 2x6 BRACE TRUSSES 2x4 TIE E RAFTER W/ (4SEE ARCH 2x6 PLATE SHEATHING BELOW AT 24 (DESIGN FOR 200 1 PER PLAN O.C. cO 10d EA ENW/ 10d AT 6" PLF) 2x6 BRG BLOCK) O.C. H2.5 AT EACH TRUSS SIMPSON A34 EA SIDE H2.5 AT EACH TRUSS W/ (3) 16d EA 10d AT 6" SUPPORT 16d AT 6" O.C. O.C. 2x BLKG WITH VENT NAIL TO BRACE SCREW TO PLATE 2x BLKG WITH VENT HOLES HOLES W/ #8x2" Li HEADER PER PLAN MAIN ROOF TRUSSES LPT4 AT 24" O.C. REQ'D IF SHEATHING 2 —0 2x4 W/ A34 EA END AT STRAP IS SPLICED AT ROOF PLATE SHEATH TRUSSES PRIOR CMST14 STRAP AT 48" O.C. TO OVERFRAMING W/ (4) 1Od EA END 1 HIP ROOF FRAMING 2 GABLE END FRAMING 3 ROOF SECTION AT RAISED CEILING 4 ROOF OVERFRAMING 5 NOT USED 6 NOT USED 7 NOT USED 8 NOT USED 9 NOT USED 10 NOT USED 11 NOT USED 12 NOT USED 13 NOT USED 14 NOT USED 15 NOT USED 16 NOT USED 17 NOT USED 18 NOT USED 19 NOT USED 20 NOT USED Uf +.``o�+. tit,.. SDNAL . 11 kr W �0(3 zo �W� z W zwz zz 00W J REVISIONS Q DESCRIPTION DATE BY PROJECT NAME PROJECT NUMBER S170925 DRAWN b MR CHECKED BY MT SHEET DATE 10/09/ 17 24uec E: ifik 11 CITY OF FEDERAL AY COMMUNITY DEVELO MENT J Q W 0 z � Q N , o � LL U 0 w 0 w w cn