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ESL AtlM3Na0 1NHdStl ONIISIX3 - � I 133211S H1SL G NVId 311S ( ) LOWER FLOOR PLAN 2 A SCALEo 1/401'-0" CHANGE WINDOW AND WALL LAYOUT. z m NO INCREASE OF GLAZING AREA. t; ^ in — — — -B 1l'-91/' J P3S I I I INFILL WALL AREA I I I I EXISTING STAIRS III EXISTING TO BE REMOVED DINING ROOM L r REMOVE IL____II EXISTINGGT { L L --� I N REPLACE EXISTING FIXED GLASS WINDOWS WITH NEWWINDOW. \\\)I NEWEXTERIOR STAIRS WI (3)2X12 PT STRINGERS 3 NO INCREASE OF GLAZING II EXTEND (10) RISERS @ ] 518' (S)TREADS @10^ HANDRAIL NOTE x Q $ ii VE AN ADD ANDDD SEE �I SUPPORT BEAM 3 m REPLACE EXISTING WN 3 F GAS FIREPLACE WITH 9999 ` J REBUILD 0 f b HANDRAIL NOTE: ALL HANDRAILS SHOULD BE 34' DIRECTLY NEW FIREPLACE NO EL EXISTING STAIRS AND LANDING O W o LU ABOVE TREAD NOSE UNLESS NOTED OTHERWISE o FIREPLACEX6015HO _ __ — W ALL HANDRAILS SHALL START AT LEASTDIRECTLYABOVETOP RISER, _—_L__ W f Q AND EXTENDTO AT LEAST THE TOP OF THE In 3 RETURN TO ADJLOWEST RISER ACENTT WALLS IL ENDS MUST cne I GP z 6 AND COMPLY WITH R311.5.6 EXISTING COVERED~� HANDRAIL GRIP CROSS SECTION TO BE 11/4'-2'DI4.ANDAT 111—ROMWALLAND ---� -- C --------- PORCH NNZ COMPLYWITHR311.5.63 HANDRAILSTO BE CONTINOUSATALLSTAIR REPLACEEXISTING VENTW/NEW ALL Lij W�� FLIGHTS. ENDS OF HANDRAILS TO TERMINATE INTO WALL WITH SAFETYTERMINAL. VENT PER MANUE SPEC. N P m W 0 N GUARD RAIL NOTE: ALL GUARD RAILS TO MINIMUM 36^WITH ANY OPENINGS WIDER THEN 4^ EXISTING BEDROOM EXISTING BATH J w I III WC REMOVE WALLS, TYP I I _ I EXISTING LAV I C LAV BEDROOM I Qj CLOSET I S1 I -- ---------------------------J I o a� pprcm O� IL 1 UPPER FLOOR PLAN 2 A F- o v4o'-o^ /� SO'-8 lz I I I I I I I I I I I ROOF PLAN NEW ROOF OVER PORCH STAIRS N SCALE 14' =1'4' VERIFY EXISTNG OR PROVDE NEW (2)2x POSTIN BASEMENT WALL BELOW — NEW WALL EXISTING 2X8 RAFTERS 16 O.G.. TYP. - I EXISTING 2X8 RAFTERS 160.C..TYP.- s xl�l � III EXIST NO ROOFTRUSSES 1- C., TYP. m ROOF FRAMING PLAN EXISTING 2M RAFTERS 1—., TYP. - ALIGN POST W Il EXISTING POST ATBASEMENT BELOW i� � PSS L I I I I I I VERIFYEXISTING OR PROVIDE NEW (2)2x III BASEMENT WALL BELOW I}____n L____II L 5 —r NEW 2X6 OUTRIGGER EACH EXISTRAFTER. PROVID— BACKSPAN MIN WI 1 Od ®d' O.C. I III PROVIDE LUS26-2 HANGER EACH SIDE STRIP SKYLIGHT W 1n ^ I^ LU W0a �m3 I Z = N 0 In V1 M1 2 a,.o Lij - ONW I ON 1 NOTE VERIFY EXISTING OR PROVIDE 2)2 PO STBELOWINBASEMENTSTUD WALL, CONTRACTOR TO VERIFY MIN, FOOTING WIDTH OF 12" WIDE STRIP FOOTING OR 12" SQUARE PAD FOOTING AT BASEMENT SLAB ^ ROOF FRAMING PLAN SCALE: tld"=1'-0' } d9 N SCALE 114' = 1 O EAST ELEVATION ISTING VE YOND NORTH ELEVATION MAX. NTALLOWED RIDGE HEIGNT SECOND FLOOR W ELEV -S. SCALE 1/4' =1'-0' HTALLO—D RIDGE HEIGHT ).v E GRADE SCALE 114' =1'-0' GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON TIE PLANS) CRITERIA I. ALL MATERIALS, WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL CONFORM i0 THE DRAWINGS, SPECIFICATIONS W TIE INTERNATIONAL BUILDING CODE (2015 EDITION). 2. DESIGN LOADING CRITERIA: FLOOR LIVE LOAD (RESIDENTIAL) .................. 40 PST RDOF SNOW LOAD (Pf) ....................... 25 PST WNW. BASIC WIND SPEED (3-SECOND GUST) ................ 110 NPH WIND IMPORTANCE FACTOR (1w)..................... 1.0 WIND EXPOSURE ............................ B TOPDGRAPHICAL FACTOR (Kzt) .....................1.00 EARTHQUAKE: LAT. / LONG . . . . . . . . . . . . . . . . . . . . . . 47.940 /-122.337 SEISMIC IMPORTANCE FACTOR (I.) ................... 1.0 SESMIC USE GROUP ........................... I MAPPED SPECTRAL RESPONSE (Ss/St).............. 1. 31g/0. 519 SPECTRAL RESPONSE COEF. (SOS/SD1) ............. 07, 51g SEISMIC FORCE RESISTING SYSTEM .......... PLYWOOD SHEAR WALLS DESIGN BASE SHEAR ........................ 7. 53W SEISMIC RESPONSE DEFICIENT (Cs) ................. 0.134 SESMRESPONSEDESIGN CATEGORY.. i ..................... D RESPONSE MODIFICATION FACTOR (R) .......: fi.5 ANALYSIS PROCEDURE ............. ..EOUIVALENi LATERAL FORCE REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PRDJECL NOR DATA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CON- DITIONS PRIOR TO COMMENCING ANY WORK. ALL DIYERS1016 DE EXISTING CON- STRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND OUST VERIFIED. CONTRACTOR SHALL DETEINIE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION THE CONTRACTOR SHALL BRING ALL CONFLICTS AND DISCREPANCIES TO THE ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER. 5. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING REINFORCING SHALL BE RETAINED UNDAMAGED WHERE NOTED ON THE PLANS. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. ALL NEW OPEN NGS THROUGH EXISTING CONCRETE OR MASONRY BOLLS, SLABS AND NEW SHALL BE ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLAN£ 7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CON- TRACTOR THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OVER, CON - CONTRACTOR% ON OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. & SPECIAL INSPECTION OF EPDXY GROUTED INSTALLATIONS SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS 109 AND 1704 DE THE INTERNATIONAL BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A DUAL IF]ED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY TIE BUILDING OWNER THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. BEOTECHNICAL 9. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER. IF SOILS ARE FOUND i0 BE OTHER THAN ASSUMED, NOTIFY TIE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN FOOTINGS SMALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18' BELOW ADJACENT FINISHED GRADE. ONLESS NOTED OTHERWISE, FWTIN6S SHALL BE CENTERED BELON COLUMNS OR WALLS ABOVE BACIEILL U]IIND ALL RETAINING WALLS WITH FREE DRAINING, GRANLLAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE .......... I' PST LATERAL EARTH PRESSURE ........... 35 PCP CONCRETE 10. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORD- ANCE WITH ACI 301. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF F' C = 2,00 PSI AHD MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED i0 PRODUCE A SLUMP OF 5' ON LESS THE YINIMM AMOUNTS OF CEMENT AND MAXIMA AMOUNTS OF WATER MAY BE CHANGED IF A CROC E PERFORMANCE MIX IS SUBMITTED TO THE STRICT AL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWD WEEKS PRIOR TO RACING ANY CON- CRETE. THE CONCRETE PERFORMANCE NIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CE- MENT RATIO, SLUMP, CONCRETE YIELD AND ABSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 301. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR - ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 19.3.2.1 OF THE ACI 31& 11. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE D, FY = 60, 000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. 12. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORD- ANCE WITH ACI 318. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS OR 2'4 MINIMUM. PROVIDE COINER BARS AT ALL WALL AND FOOTING INTER- SECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2'-0' MINIMA. LAP ADJACENT MATS OF MELDED WIRE FABRIC A MINIMUM OF 8' AT SIDES AND ENDS. 13. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS A. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE ...3' B. ALL OTHER SURFACES ................ 1 1/2' 14. NON -SHRINK GROUT SHALL BE FINISHED BY AN APPROVED WNFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH TIE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). ANCHORAGE 15. EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE (ROUTED WITH 'SET -OP' HIGH STRENGTH EPDXY AS MANUFACTURED BY THE SIMPSON COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 2508. WOOD 16. FRAYING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CO!- FOBLANE WITH NCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17, LATEST EDITION FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS: (2X MEMBERS) HEY -FIR NO. 2 MINIMUM BASE VALUE, FB = 8D PSI (3X 8 4X MEMBERS) DOUGLAS FIR NO. 1 MINIMUM BASE VALUE, FB = 1000 PSI STAUCTRIAL LIGHT FRAYING: DOUGLAS FIR NO. 2 (INCL. 3X AND R POSTS) MINIMA BASE VALUE, FIT = 900 PSI BE AND STRINGERS: DOUGLAS FIR NO. 1 (INCL. 6X AND LARGER) MINIMUM BASE VALUE, FB = 1350 PSI POSTS AND TIMBERS: DOUGLAS FIR NO. 1 (6X6 AND LARGER ) MINIMUM BASE VALUE, FC = TWO PSI STUDS, PLATES A MISC. FRAMING: DOUGLAS FIR OR REM -FIR STANDARD GRADE 2X6 STUDS AND PLATES: FEY -FIR NO.3/ STD GRADE 2X AND 3X T W G DECKING HEM -FIR COMMERICAL DEX, MINIMUM BASE VALUE, FB = 1350 PSI 17. PLYWOW SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR UHE IN CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE USED IN LIEU OF PLYWOOD. A. ROOF SHEATHING SHALL BE 1/2' (NON) WITH SPAN RATING 24/0. B. FLOOR SHEATHING SHALL BE 3/4' (NDY.) WITH SPAN RATING 40/20. C. WALL SHEATHING SHALL BE 1/2' (NON) WITH SPAN RATING 24/0. REFER TO WOW FRAYING NOTES BELOW FOR TYPICAL NAILING. 18. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSUM- TREATED WITH AN APPROVED PRESERVATIVE OR 2 LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOW AND CONCRETE OR WSW. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS GIRDERS, JOISTS, AND DECKING; OR VERTICAL MEMBERS SUCH AS POSTS, POLES, AND COLUMNS, 19. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE 'STRONG -TIE' BY SIIPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT DEVICES BY OTHER MAN.FACTURERS WY BE SUBSTITUTED, PROVIDED THEY HAVE MCC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOW MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NOS OF ALL DOLTS AND LAG SCREWS BEARING ON WOOD. UN- LESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON ALL SHIMS SHALL BE SEA- SONED AND DRIED AND TIE SAME GRADE (MINIMUM) AS MEHOERS CONNECTED. HANGERS IN DIRECT CONTACT ITIIN PRESERVATIVE -TREATED WOOD SHALL BE EITHER STARLESS STEEL (SST300), POST DOT -DIPPED GALVANIZED(FDG) OR GALVANIZED WITH A MINI - OUR OF 1.850Z ZINC PER SQUARE INCH (ZMAX). UNLESS NOTED OTHERWISE, ALL LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH'LU5' SERIES JOIST HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH 'ITT' OR 'IUT' SERIES JOIST HANGERS. 20. NAILS - NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 6D 2' 0.113' BD 2-1/2' 0.131' 10D 3' 0. 148' 12D 3-1/4' 0. 148' 16D 3-1/2' 0. 16Y IF CONTRACTOR PROPOSES TIE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS i0 TIE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. NAILS SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTEft51WING PERMITTED. 21. WOW FRAYING NDTES-TIE FOLLOWING APPLY UNLESS OTHERWISE DOMW A. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MININAI STANDARDS OF THE INTERNATIONAL BALDING CODE. MINIMUM NAILING, IILESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304. 10.1 OF THE INTERNATIONAL BUILDING CODE, UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AM ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NITS OF All BOLTS AND LAG SCREWS BEARING ON WOW. B. WALL FRAMING: All STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2X4 STUDS @ 16' O.C. AT INTERIOR WAILS AND 2X6 @ 16' O.C. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS TW0 2X8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID B.00KING FOR WOOD CDL- UINS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOURL TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 160 NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 1D NAILS. FACE NAIL DOUBLE TOP PLATE WITH 1D AT 12° O. C. AND LAP NINIYJY 4'-O' AT JOINTS AND PROVIDE SIX I6D NAILS AT 4' B C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 160 NAILS AT 12' O.C. STAGGERED D RULED i0 CONCRETE WITH 5/8' DIAMETER ANCtDR BOLTS (WITH 7' MINIMUM EMBEDMENT)@ 4'-0' O.C. UNLESS INDICATED OTHERWISE IND VI - DUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH 16D 0 12' D.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDUE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES WILED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH NAILS AT 7' O.C. USE 5D COWER NAILS FOR 1/2' CRAB AND D COWER NAILS FOR 51W ONE. WHEN NOT OTHERWISE NOTED, PROVIDE 1/2' (NON.) APA RATED SHEATHING (SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES), TOP AND BOTTOM PLATES WITH D 0 6' D. C. AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH BO @ 12' O.C. ALLOW 1/8' SPACING AT ALL PANEL EDGES AND ENS C. FLOUR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 1D NAILS ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAM WITH METAL JOIST HANGERS IN ACCORDANCE WITH TIMBER CONNECTOR NOTE NAIL ALL WLTI-JOIST BEAMS TO- GETHER WITH 16D 0 12' 0. C. STAGGERED. UNLESS OTHERWISE NOTED ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID IF WITH STRENGTH AXIS PEFRENDIOILAR TO SUPPORTS AND NAILED WITH BO NAILS @ 6' O.C. TO FRAMED PANEL EDGES AND OVER SRO WALLS AS SHOWN ON PLANS AND 0 12' O.C. TO INTERMEDIATE SMPDRTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/IRUSSES AT UIBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE-AND-0RVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8' SPACING AT ALL PANEL EDGE AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH ID 0 12' O.C. UNLESS OTHERWISE RATED. AT BLOCKED FLOOR AND ROOF DIAPHRAGS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. HV D(5 Roberson Remotlel GENERALSTRUCTURAL NOTES S1.0 ®I ROOF FRAMING PLAN MAIN FLOOR WALLS S20 ams-Yd FRAMING/FOUNDATION PLAN NOTES I. SW_ DAICATES SNFAAW T TYPE US WICAL HEMw AEFER ro R IM. FOR! ARCH ENR A DRA CGG IN W 3E ARCNIIECNRAL NtANNCS FOR IDRIn0NA1 waLL MFGNAnaN. 2 REFER TO GENERN SIAUCNRN NOTES IN ROOK OR ROOF SHEATHING TYPE, 1HIDRESS, AND NADAL 1 CIXUWS SHAL N DWBLE S NS YINN A UNLESS NOTED DTHERWISL 3E II/53.o. 4. AT ALL SNEMWALLS PRWNE WHINE TOP PLATES AND SPUM PER 12/53A S CS_ MNICATES CNUD STRAP TINE PER SDEODIE 1/53.0. RNTN ro RTNLS FTR TYPICN STRAP ASSEMBLY. I. POSTS D. IN0. M. ENDS OF Na —MFS, SHALL N (2)M UNLESS N0TED UMERWFSE J. WIa NEW COH RETE NALLS OR f00TI. ABUT ETL CONCRETE, PR VICE DNELS F4 x i-0' M WEIH NLRB REM-CING EMBED 5' IN EPDXY MT. E SEE 10/SID FTNf IWIIX HGDOAN IEOUREMENrs AT CINDETE WNLS AND FDou ®D FOUNDATION PLAN szD .N. /t•ra CC165 FWT CW rmxMACTOR ro wMY 5 a LEC0R0 PRIOR 5 ti ro �jo To caxsmurnaN 15A5 S 9 fim_ _66 _ _ h E%IENO NAM DEEND BENT 01ER SM 01PR SW d E% JOIST E%. JOIST W lfi'a� MI d� o FRAMING PLAN BASEMENT WALLS 2S20 MtAIN FLO i-oOR ® LEGEND I SPAN NEW STMCNRAL WALL J DISRNG STNCn.RAI WALL DIDE .:.:,. �L BASTING 0MOREIE WALL % Ncnw DRan �+ PL-MAEHE NA AT DID OF SHEARWAU. ALL ABOW (ta) nuEH NAM (PI) PRESSURE-lAFA1FD �' sTRAP HOLDV AT MDOF SHEARMLL AB01E .. COLUYN ABOVE 0 COLUYN NLON HV 0 o Q TA vnLKV o � 9A1 E'" 6/19/20 NOTE!! FXISnNC fNANING EEM6EAS AS INDICATED ON THIS PLAN AN' ASS NED FOR RESIGN PURPOSES ONY. HARRIOTT VALENTINE ENGINEERS SHNL NOT BE HDD LIABLE FOR MEN/512E T arsu C Yamas AS CALLED GI IRIS PUN. EDSTING MENNRS SNNL BE MW AHI ARMED M STRUCTURAL MNEER R REM RUNro CGISAAICTMI. + RaM —. Remodel PLATE NAILING PER SHEAAWALL SCHEDULE Ed 0 6"oc OUTRICCAtS 2x4 0 2r. TO BLOCKING M1H (3) 164 i0 RAFTER 6HEARWNL PER PLAN BOOR SHEATHING NAILING PER PLAN 7RIM TONGUES AND/OR GRDOVES AT EDGE OF [(3) IN BOX EACH SHEATHING SIDE OF BLOCKING (3) 16d �(3) 16dJOISTS PER PLAN FATENAIL AT BLOCK AT BARGE RATTER RAFTERS PER PLAN NOTCH END RATTER BEAM PER PLAN OVER WALL FOR 7BAY LOCK ONE RATER OUTRIGGERS 0 46'ac FARM( ONE BAY F.U.- DEPTH 0 48". - SHEARWALL PER PLAN 35 PER SW SCHEDULE FIT TIGHT TO JOIST ;OOF, ;F, RMAIN FLOOR, AND SHEARWALL PER PLAN LTP4 N/ SPACING FOUNDATION PLANS TO MATCH A35 PER SW SCHEDULE 3/4" = P-O" 4 3/4" = 1'-O" 5 `� S 2.O 0 O a 0 'dBt1151d��1:�9k1�1 ABA SERIES POST BASE 1 RUNT. EI/1-1/1Y % 8' LT WITH (H 4' � VERT. T. L 1 ANCHOR BOLT wN4RA] EnW -1 �w. o- Prged Manager K. ieumae 2066243]80 r2g SSK-03 4122]20 -41f6120, RAFTERS PER PLAN W/ A34 TO BEAM BEAM PER PLAN sraM. va la�� Prgect Manger Kenn reucniae 206d2H]80 r22 SSK-01 4122I20 -4H6/4AL PER PLAN Ewenn aeoreeem o m�i Prq-MeneOer. berm reucniae 206d2H]00 e22 SSK-02 4I22I20 -41 90/ . J3 LLI N CHm Owo f Lu LU N � Z=H OFo NNZ . O LU m N W ON A ii ii ii IIII� II II II II SKARWALL PER PUN - II II II II II II � I II II II PROVIDE HALF OF SPECIFIED II II II ---NAILS IN EACH�END LENGTH II II II : I -JL____LL____1 ------------- _,r____R___ TI n Zr II II II � I ' II II PROVIDE1%. MIN. END II II II $ DISTANCE FOR NAILS A SIEARIWAll PER PLIAIN II II III CSI6 STRAP N (26) I I I I I I III Bd (0.131"0) x III NAILS ./ 2'/NB' SPACING II II II III II II II II II III II u TYPICAL STRAP HOLDOWN AT FLOOR 3/4" = 1'-0" 1 SHEATHING PER SW SCHEDULE ONE—SIDED SHEARWALL SHEATHING PER SW SCHEDULE TWO—SIDED ® STAGGIt ANCHORS SHEARWALL AT TWO-SIDED SHEARWALLS ANCHOR BOLT WITH PLATES —SHEATHING PER W WASHER PER W SCHEDULE SCHEDULE (0.229'x Y SQUARE) TYPICAL SHEARWALL ANCHOR BOLT PLACEMENT 1-1/2" = 1'-O" 2 II I SHEARWALL Ij (PLAN VIEW) PER IPLAN I II II 12"0 PLINTH, REINF. WITH COLON PER PLAN II - (6) 14 INTI AND LIES (PRESSURE -TREATED 13x 03 CB66 POST BASE (4) /4 EACH WAY BOTTOM —EX SLAB -OM -GRADE BLOCK ONE BAY IllLL ` STRAP PER PLAN - -DEPTH 0 48'« 0/ WRAP UNDER BEAN L 2x RIMBOARD - FIT AND UP OPPOSITE TIGHT TO JOISTS FACE OF HRAM i i,C s (SECTION) BEAM PER PLAN TYPICAL STRAP AT BEAM (PARALLEL) 3/4" = 1'-0' 5 SHEARWALL PER PLAN /4 0 16"oc VERT. (CENTERED) 24 P.T. PLATE WITH /1 010'oc NOR SW'SCHEDULE BANCHOR OLTS ocED [(2) AT TOP OF WALL] ELSEWHERE) �EX SLAB -ON -GRADE DRAINAGE PER - ARCHITECTURAL 14 CONT. 3/4" - V-0' 9 HODDOYN PER PLAN N/— (20) '/4'0 x 2'/2 SCREWS, CENTER ON STEMWALL BELOW 3/4" = V-0" 6 PER PLAN SLAB -ON -GRADE �7/6"0 A35 ALL -THREAD / HEAVY HEX NUT, FOOTING PER 9/53.0 PROVIDE 8' MIN FROM END OF FOOTING 3/4" = 1'-O" 10 SHEARWALL SCHEDULE (NOT ALL USED ON PLANS) HV MAW SHEATHING' STUDS AT ABUTTING PANEL IOGES2 PANEL EDGE NAILING A RIM JOIST OR BLOCKING TO TOP PLATE BOTTOM PLATE ATTACHMENT SOLID RIM TJI RIM BOTTOM PLATE TO RIM JOIST BELOW4 ANCHOR BOLT TO CONCRETE' SILL PLATE AT FOUND. SWI 15/327 CDX PLYWOOD 2x 8d 0 6'« A35 0 24"« 16d 0 6'ac 161 0 6'« '/W'0 0 48"« 2x SW2 15/3Y CDX PLYWOOD 2, Sd 0 4"« A35 0 Lem 16d 0 4"a1 I6d 0 4'« '/d0 0 32"« 2x SID 15/3Y CDX PLYWOOD 3x Sd 0 3"« A35 0 1Yoc N/A - USE SOLID RIM IN 0 Y. WO 016'« 2N SW4 15/327 CDX PLYWOOD 3x 8d 0 Y« A35 0 9'oc N/A - USE SOLID RIM I61 0 2'« WO 012'« 2, SW5 15/327 CDX PLYWOOD BOTH SIDES 3x Bd 0 Y. A35 0 ebc N/A - USE SOLID RIM (2) ROWS 16d 0 3'« 3W"0 012'« 3, SW6 15/327 CDX PLYWOOD BOTH SIDES 3x I Sd 0 Y« I A35 0 41/2'oc 1 N/A - USE SOLID RIM (2) ROWS 16d 0 2"« 1 5/W"0 012'« 3x 1. WALL SHEATHING SHALL CONSIST OF APA RATED PLYWOOD WITH SPAN RATING 24/0. ALLOW '/B' SPACING AT All PANEL EDGES AND ENDS OF PANELS. 7/16" APA RATED SHEATHING (OSB) MAY BE USED IN PLACE OF 15/32' CDX. 2 STUDS AT ABUTTING PANEL EDGES MAY CONSIST OF (2)2x STUDS IN PLACE OF 3x STUDS - NAIL (2)2x STUDS TOGETHER WITH BOTTOM PLATE ATTACHMENT NAILING 3. BLOCK ALL PANEL EDGES W/ 20 RAT, ATTACH W/ PANEL EDGE NAILING. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS END STUDS SHALL RECEIVE PANEL EDGE NAILING. INTERMEDIATE STUDS SHALL BE 2x STUDS NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH 8d 0 12"«. 4. 81 NAILS SHALL BE 0.131' DIAMETER x 21/2" (COMMON). 16d NAILS SHALL BE 0.135' DIAMETER x 31Y2' (BOX)L 5. ANCHORS TO CONCRETE SHALL CONSIST OF CAST -IN -PLACE ANCHOR BOLTS, EXPANSION BOLTS, EPDXY GROUTED ALL -THREADS, OR TITER NO HEAVY DUTY SCREW ANCHORS CASs -IN -PLACE ANCHOR BOLTS HAVE A 7' EMBED AND SHALL BE ,FBOLTS OR SHALL HAVE A HEX NUT AT THE BOTTOM END. EXPANSION BOLTS SHALL HAVE 5 EMBED AND SHALL NOT BE USED AT STEM WALL LOCATIONS WITH EDGE DISTANCE LESS THAN 5' (INSTEAD, USE EPDXY GROUTED ALL -THREADS OR TITEN HD ANCHORS) EPDXY GROUIED ANCHORS SHALL HAVE Y EMBED AND 2'/2' MIN. EDGE DISTANCE TITER HD ANCHORS SHALL HAVE 3'YR' EMBED AND 04 MIN. EDGE DISTANCE AT ALL ANCHOR BOLTS, PROVIDE STEEL PLATE WASHERS THAT ARE A MINIMUM OF 0.229' (3 GAUGE) x Yx Y (SIMPSON BP5A-3 OR SIMILAR). PLACE BOLTS PER ANCHOR BOLT PLACEMENT DETAIL. SHEARWALL PER PLAN PANEL EDGE NAILING BLOCKING (OR JOIST) TIAN 1OM PLATE NAILING PER SW SCHEDULE PER FLOOR AND ROOF W SCHEDULE DETAILS NAILING TO MATCH NAILING TO MATCH JOISTS PER PLAN BOTTOM PLATE NAILING NOTION PLATE NAILING JOISTS VARIES) PER SW SCHEDULE PER SW SCHEDULE PANEL EDGE NAILING FULL DEPTH BLOCKING PLATE CONNECTION SHEARWALL PER PLAN PER SW SCHEDULE (OR RIM AT EXTERIOR) W SCHEDULE EL EDGE NAILING SHEARWALL PER PLAN NAILING TO MATCH BLOCK ALL PANEL EDGES W SCHEDULE BOTTOM PLATE NAILING PER SW SCHEDULE HOR BOLTS k WASH' SILL PLATE PER W W SCHEDULE sa mu E EL EDGE NAILING W SCHEDULE INTERSECTING PANEL EDGE NAILING NON-SHEARWALL PER SW SCHEDULE •'� °q ,. TYPICAL SHEARWALL INTERSECTIONS TYPICAL SHEARWALL SECTION 3/4" = 1'-0" TYPICAL DOUBLE TOP PLATE PLAN MULTI -STUD PER PLAN WITH NAILING PER GEN. NOTES TYPICAL MULTIPLE —STUD POST CONSTRUCTION 3/4" = V-0" 1 1 (8) 16d 0 4'« STAGGL EACH SIDE OF SPLICE (I6d 0127« ELSEWHERE) CENTER SPLICE OVER STUD STRUCTURAL DETAILS 6-Cl N. WN. BETWEEN SPLICES TYPICAL TOP PLATE SPLICE CONSTRUCTION 3/4" =1'-O" 12 S3.0 C i 0 0