The URL can be used to link to this page

Home My WebLink AboutPermit File 209 Mansfield Court - `r Z p 209 MANSFIELD COURT t ' tP* Is MeC �' tJd design / - ANACORTES, WASHINGTON �1t / ---- z o JIM DUNLAP PARCEL I D#: P 127524 iI �, = m �o (360) 982 D535 r JIM@JDDESI GNDRAFTI NG.COM { I 1 � , -X 11. �i._-_.� _.I LL rt, ... , , , 0 . • , ,,,, ,.. Z w ,_ i . / KNOTT RESIDENCE _ I I „' ,._ , --- j< t Z \• m O r NEW CONSTRUCTION ONE-STORY W/ DAYLIGHT BASEMENT/GARAGE I U 1-- Z SINGLE-FAMILY RESIDENCE11 rHiis - o au ;1"-X BUILDING CODES PROPERTY INFO. BUILDING ir STRUCTURAL 2015 IRC LOT 4 NORTHEAST VIEW / SITE ADDRESS MECHANICAL 2015 IRC 211 MANSFIELD CT. PLUMBING 2015 UPC 24'-9 1/2" 209 MANSFIELD COURT 10'-6 3/d' 41'-11 I/4' ANACORTES, WA 98221 ENERGY it VENTILATION 2015 WSEC / / / / PARCEL: P121524 80 i@@ 90 -— PROP. UNE: 131.29' - -- --�--... 10 QTR: O4XREF #SEC 30 TWN:5 RNG 02 N 8-°21 =5 \ - - PARCEL SIZE: 10,661 S.F. M P E RVI1O U S - - SIDE I SILT FENCE PROPERTY OWNERS SURFACE GRASb - SETBACK GRASS y� DAMES PAMELA KNOTT \�� SV 0// pp \_ �� BUILDING SETBACK � �0�y \ �� 'cr"f�� \\ UNDER ROOF (INCLUDES EAVES g \ 1.° P —\ \ y� COVERED DECK AREAS) 2286 S.F. ^! A y� \ remV �� .' �� P GENERAL NOTES gisoll0 , " PAVED SURFACES 1436 S.F. 141 LOT 5 \\\ \ .0 \ \/- I \ • \ �.` r--, •/� �it 1 ' O�N� \ • HOUSE WILL BE HEATED BY FURNACE LOCATED IN TOTAL: 3122 S.F. ^ \ r I LL '�� \`� . \ aP��O \\ BASEMENT GARAGE OR CRAWL SPACE. • PROPERTY WILL BE CONNECTED TO CITY WATER. \ \' 4 \ —1 I .. \ vv 1 TEMPORARY\OL �1 I I- I /� LOT 4 \ STOCKPILE LOCATION. WAT ' PLOW FIRE AREA �� `v COVER W/ YISQU EN. •, ; I I L . • a° ° \ UTIWTY e ACCESS vv DRAINAGE NOTES -p • RUN ROOF $ SITE DRAINS IN 4" PVC TIGHTUNE it TIE ,jam\ I I I I 0 0 'Piet \ EASEMENT FOR LOT 4 \ MAIN LEVEL LIVING SPACE 1643 S.F. C, "S.\\ \ t I I °8 J9% SLOPE °\,° 1 y � N \\ TO STORM SEWER, TIE FOOTING DRAINS TO TIGHTUNE U LOWER LEVEL UNCONDITIONED 323 S.F. S\m ,� \B� 1 L 1- \ a ° Fp s "�� \ \ s DOWN GRADE 5'-0" MIN. FROM BUILDING. al W LOWER LEVEL CONDITIONED 26 S.F. G 6 / r- 44�� a . w �'9° �� \ S • KEEP DRIVEWAYS/PAVED AREAS SLOPING AWAY �_ GARAGE/SHOP, 610 S.F. ` - -L.,,... - I ° - '0 \ y \ ` p I 3 v\ �'y \ l'A FROM HOUSE. N COVERED DECKS- 298 5.F. SEE GRADING *AVGRASS @ \ / 1 _ y - - �. °q '9; Ct PLAN BELOW \ / • h \ / ,.] a`PAVED; ? l \ \ '0 i > Z TOTAL 296@S.F. \ \ \ / - 1 PARIaNG • °\2# :• ° . ° .a \ \ ID. '` EROSION CONTROL a LU \ / PROPOSED NEW / L \ A I \ S WILL SHARE ACCESS DR E \ Lt. \ -- - RESIDENCE // 1-1, \ WITH LOT 4, TO BE FLAG • w Q �'� x /� II ;v \'t ,�, � ONLDT4 Ot NOTES z LANDSCAPE NOTES A` �� ••, A / / '•. _ ? „ \ F • CONTRACTOR TO INSTALL SILT FENCING ON DOWN N o \ \ ° // // I I., ` - db\63/4° - s• \ S \ SLOPE SIDE OF ENTIRE EXTENTS OF EACH SITE UNDER p O • APPROXIMATELY 3812 S.F. OF THE 1500 S.F. LOT WILL 0 / / ° ° �p�y O� \ CONSTRUCTION. SILT FENCING TO REMAIN UNTIL ALL Z 0 BE LANDSCAPED WITH EITHER GRASS OR PLANTED .� LIJ \_..._ \ < a\ . • '\ / - �`-` - ° ° '- - \ CONSTRUCTION 19 COMPLETED AND LANDSCAPE 15 IN p H SILT FENCE ---- - 1 -° a t�g \ w AREAS (THIS IS APPROXIMATELY 50% OF THE LOT). A •O .' // \ ° ° . p \ fG O \ PLACE. F- cc Z MINIMUM OF (9)TREES WILL BE PLANTED ON THE LOT, C. �.- \ \ L.L- l \ - ,,rr�� - - - ., \\ to O \ • IN ADDITION TO SILT FENCING COVER ALL ce Z H WITH NO MORE THAN 30% BEING OF THE SAME J• \ \ I \ V I p 1 -0 \ 9S�y��L \ STOCKPILED SOIL WITH VISQUEEN. H c~7 EVERGREEN TREES SHALL BE MN. 8' TALL, •\ \ \ \'L \ 1 j \ "N 'S F% \ Z WHILE DECIDUOUS TREES SHALL HAVE MIN. I I/2" �\ - �p - �h ��It�i,, \\ I % \ \ F @ A \ 0 0 -1- SPECIES. CALIPER AT CHEST HEIGHT. "1�\'o WATER FLOW 9 'FYI' \ Z Y 1 `,\ \ O�� 2 s� \ 0 o cr Q w �\ c \ if o I \ 0 \ GRASS �\\ \'• \\ SQ. FT. INFO. Z 0 W 1 \ \ 2� A I SILT FENCE \ \0 \ \ I \ F \ �\ \\ \ w Z aow \ \ O \,,. / MAIN FLOOR' 1643 S.F. c.J O \ O- .r' \ I I� I - WtDINC7-SEfiB - - Y \ �(/ WATER LINE \ UNCONDITIONED BASEMENT 323 5.F. 11- Z Q �, \ �( \- •. -t -L -°- t - .` \,p \ \ \ CONDITIONED BASEMENT; 26 S.F. a (5 Q u- SIDE. v! �-' - - - - t - - - 90 Gy\ WATER METER GARAGE 610 S.F. SETBACK m �` PROP NE 105.68' - - - - _. -- \\. \%00 to \.- rG COVERED DECK, 298 5.F. 'P \ ,p t� NOTE: SQUARE FOOTAGE IS MEASURED TO N 89°2105` E \�\ \t THE OUTSIDE FACE OF WALLS OF ALL FINISHED , \ FO �0� �� SPACE. GARAGE AREA IS CALCULATED [111crryA0PRF 31'-1•' 45'-0 3/4" 29'-@ 1/4' \ F FO \ G I@'PUBLIC UTiL - ' SEPARATELY. STAIRWELL 15 COUNTED ONCE,/ / / / �QGyt� .�� \ m- SIDEWALK E•- MENTIN THIS CASE WITH MAIN FLOOR CALCULATIONS.•r 9s �Jo�o m_ 1 W2011 ENERGY CREDITS --- LOT6 c `� i - Al:m 207 MANSFIELD CT. �� `''"° v�\ � � Ss. •� THIS RESIDENCE IS A MEDIUM DWELLING UNIT (1500 - 5000 S.F.) c16) sue... LOT COVERAGE W SITE & LANDSCAPE PLAN \� / CONSTRUCTION ENTRANCE WHICH WILL REQUIRE 3.5 CREDITS \ / \ CF CRUSHED ROCK BASE LOT SIZE 10,661 S.F. a OPTION DESCRIPTION CREDITS _ W) / \ I ALREADY EXISTS 0 SHARED SC EFFICIENT WATER HEATING 1.5 1.. A NORTH / SCALE: I" = 10'-0' // GAS/ELEC.\ / DRIVEWAY LOCATION HOUSE FOOTPRINT INCL COVERED \ STUB-OUTS PORCHES, CANTILEVERED AREAS, Q 3A HIGH EFFICIENCY HVAG EQUIPMENTS FURNACE 1.0 • "^ /X // RADIUS = 40.40' EXTRA ROOF OVERHANGS ; FRONT ARC = 30.04' EXTERIOR STAIRS I ig 7 S.F. U / \ / = 42 8" 1 I_ 35 HIGH EFFICIENCY HVAC EQUIPMENT: HEAT PUMP 1.0 / DELTABEARING= = N 4b°20'53' E (v(♦7 / \ / I' tY'/ CHORD = 29.36' PERCENTAGE t r .p TOTAL CREDITS 3,5 / Q FOR FULL DESCRIPTION OF EACH ITEM SEE WSEC 2015 SECTION / Z R406 'ADDITIONAL ENERGY REQUIREMENTS' AND TABLE 406.2 / 5/ MANSFIELD COURT 'ENERGY CREDITS' A , / 7 DRAWING INDEX o °S a Lu Z S 7 52 7 AI.1 SITE ; LANDSCAPE PLAN L Cl)= 5 O. I RETAIN AS NEEDED �,■■ , i , , ' i■■i v SITE PLAN LEGEND A2.I FOUNDATION PLAN 4 DETAILS a •■ a 4 UNE OF ORIGINAL GRADE A3.1 MAIN FLOOR PLAN DRAWN BY JAD PROP. LINE OF RE-GRADING - ^ �� SCALE AS NOTED LINE -` ,- - �� i� ►� TREE A3.2 LOWER FLOOR PLAN _ - 00 SHRUB/BUSH A4.1 MAIN FLOOR FRAMING PLAN JD JOB# 1119NC17-KNOT —_ _ DATE 03/06/2017 SETBACK _ --- __ 1 J I f■■■` t;;;„ !„' I I GRASS A4.2 ROOF FRAMING PLAN 4 DETAILS n i� REVISIONS I- _ _ T L T PAVED SURFACE A5.1 BUILDING SECTIONS I _ A5.2 WALL SECTIONS 4 DETAILS _ -_� i — - - — PROPERTY UNE _` I — — BUILDING SETBACK A6.1 ELEVATIONS EAST ; WEST ' LINE OF BLDG. FOOTPRINT 46.2 ELEVATIONS NORTH SOUTH GRADING PLAN UNE OF ROOF SCALE: I/8" = I'-0^ SETBACK \-- I - Si STRUCTURAL DETAILS A 1 • 1 UTILITY LINE I X SILT FENCE 92 STRUCTURAL NOTES $ SPECS PROP. I LINE SHEET 1 OF 12 TYP. 2 X b FRAMING \ i/I6" COX OR OSB SHEATHING \ \ / R-21 INSULATION SIDING PER ELEVATIONS \\'`.` ///"` 3/4" PLYWOOD OR 05B 2 X RIM JOST SUBFLOOR JOISTS PER PLAN iD jd design 3" X 3" X I/4" GALV. PL WASHER R-30 INSULATION PRESSURE TREATED 2 X 6 SILL PLATE W/ 41'-0" 5/8" X 10" ANCHOR BOLTS 0 4' O.G. U.N.O. i / / JIM DUNLAP LOCATE BOLTS WITHIN It AND NO LESS - jr.THAN 4-I/2" FROM THE END OF EA SILL PL j 16'-0" I6-i 1/2" 144-4 1h„ (360) 982-0535 / / / / JIM@JDDESIGNDRAFTING.COM WATERPROOFING MEMBRANE CONTINUE OVER FOOTING \GRADE I CONCRETE LANDING FOUNDATION NOTES •� II II SIMPSON A34 0 16° O.G. Q STEPS TO GRADE • WRITTEN DIMENSIONS TAKE PRECEDENCE OVER \ ILO SCALED DIMENSIONS. VERIFY ALL DIMENSIONS II #4 REBAR a is" O.G. - AND CONDITIONS IN THE HELD. II / HORIZ. 4 vERT. 4" DIA DOWNSPOUT TIGHtIJNE. r 0 • FOOTINGS ARE TO BEAR ON LEVEL SOIL DEVOID OF ANY ORGANIC UNDISTURBED DIRECT TO DRY WELL 1 0' K AND STEPPED AS REQUIRED TO MAINTAIN 18" 4" DIA. PERFORATED DRAIN TILE. 0y .? DEPTH BELOW GRADE. TIGHTUNE 6 DIRECT TO DRY WELL . (2)#4 REBAR CONT. m • SOIL BEARING ASSUMED TO BE 2000 PSI. IN FOOTINGS \ \ - 7 •\ •\ • • COVER CRAWL SPACE GRADE WITH HIGH DRAINAGE GRADE GRAVEL B • 6 MIL VAPOR BARRIER ° ° DENSITY POLYETHYLENE HIGH QUALITY VAPOR $ FILTER FARIC 0 r 0 0 RETARDER. LAP EDGES 12" MIN. AND EXTEND 12" CONTINUE OVER FOOTING g�0'L — UNDISTURBED EARTH `m I �0'L 5R0ry MIN. UP FOUNDATION WALL °� 0 9 "� • FILL UNDER SLABS ON GRADE TO BE MIN. 4" 5" 8" 5" :o A2 2 ' DEPTH GRANULAR MATERIAL COMPACTED TO - 55%. • CONCRETE SLABS TO HAvE CONTROL JOINTS AT r -� 4 X 4 POST OK 0 ENDS ° L 25' MAX INTERVALS EACH WAY. ° ° 7 \ \ • CONCRETE SIDEWALKS TO HAVE 3/4" TOOLED \ \ ,• -. _ . CTYP.) �� a _ ° -�, _ ��- _ „ JOINTS AT 5° O.G. EACH WAY. TYP. FND. WALL DETAIL r ° \ 1 WIRE MESH TO SE USED IN CONCRETE SLABS, O SCALE: 3/4" = ' 8„ XIS" CONT. FOOTING POSITIONED IN MIDDLE THIRD OF SLAB. W/ (2)#4 (TYP.) It '3 • USE HIGH DENSITY POLYETHYLENE HIGH QUALITY I" AIR GAP (TYP.) O VAPOR RETARDER UNDER CONCRETE SLABS IN lb" X 8" X 8" VENT Ogg` GARAGE AND BASEMENT. sr a- -4 TYFI (II)PL in N Q - • A WATERPROOF MEMBRANE IS TO BE USED ON R-21 INSULATION _ n} ±/ CONC. PAD FOUNDATION WALLS BELOW GRADE. ----V\--Z PRESSURE TREATED 2 X 6 SILL PLATE W/ • A DRAIN TILE WITH HOLES, NOT SLITS, IS TO BE 5/8" X 10" ANCHOR BOLTS 0 4' O.C. U.N.O. \ ® CRAWL SPACE 8" XIS" CONT. FOOTING '� USED. DRAIN TILE IS t0 BE POSITIONED SO THAT #4 0 IS" O.G. HORIZ. a VERT. \ WI (2)#4 (TYP.) n HOLES ARE FACING DOWN. LOCATE BOLTS WITHIN 12" AND NO LESS COVER W/ b MIL VAPOR BARRIER / / THAN 4-1/2" FROM THE END OF EA SILL PL - 0 / • A LAYER OF ROUND, WASHED, 4" CONCRETE SLAB W/ WIRE MESH1-a)--r. - Z r DRAINAGE-GRADE GRAVEL IS t0 BE USED ON 6 MIL VAPOR HARRIER - U �'� OVER DRAIN TILE, NEXT TO FOOTINGS. 30-LB. WATERPROOFING MEMBRANE i- Q CONTINUE OVER FOOTING \ ,a, / f - •� : e © FELT PAPER IS t0 BE USED OVER THE GRAVEL �C • ALL BOTTOM PLATES AND ANY LUMBER IN ± \ - II P+ BLOCK OUT FOR CRAWL GRADE II ti 4 MI SPACE ACCESS . CONTACT WITH CONCRETE TO SE PRESSURE s 11 1 I I TREATED. _� HI ' `°.• • BEAM POCKETS IN CONCRETE TO HAVE 12" TIGHTUNE STORM WATER I I \ L— _ J \ AIRSPACE AT SIDES ENDS WITH MIN. BEARING r 16 / 4" MN. COMPACTED -'� --� GRANULAR FILL II ® r 7 v • FOLLOW ALL JOIST FRAMING DETAILS PER Lu ,■ . 1 =JJ. °p R-10 RIGID INSULATION . . - MANUFACTURER. 0 W I� DRAINAGE GRADE GRAVEL • PROVIDE BLOCKING ABOVE ALL HEARING o ♦ , } A2.1 -4) WALLS AND BEAMS. w v $ FILTER FABRIC \ \ • ACCESS SHALL BE PROVIDED TO ALL /Y (2)#4 REBAR CONT. i'-6" UNDER-FLOOR SPACES. ACCESS OPENING } z IN FOOTINGS 0 L J L J m -J 4" DIA. PERFORATED DRAIN TILE / \ _ \ "\ 0 , ° - . \ m .- THROUGH PERIMETER WALL SHALL BE NOT LESS E v . . .. .. ". <.° '.. .m V THAN 16" X 24". IF ANT PORTION OF BASEMENT DAYLIGHT WALL 1 THROUGH WALL ACLESS ESS THAN BELOW' SHALL GRADE AN -J ~ 0 r LL I-J _I I_ AREAWAY NOT LE95 THAN 16' X 24" 5HALL BE J I ,� PROVIDED (IRC R408.4). z 0 0SCALE: 3/4" = I'_0° m 1 '�' }'� ( I I ', CONCRETE LANDING Cr s I L __ _) 4 STEPS TO GRADE "/ d 0" / O o j �` 1 o W W \ \ 1 CRAWL SPACE p z ry O `C VENTILATION ® , z 10'-41/4" I'-b' 73 3/4" I'-3 :/4 I6-0' e 14'-s 1/4" (~n ` z z /.- / / / / ."--1 / -/-a ,/ PROVIDE VENTILATION IN CRAWL SPACE WITH 0 F 0 0 N F -7 - ' FOUNDATION VENTS. PROVIDE I S.F. VENTING PER U % Q i fly II I 150 S.F. OF AREA. W a. ® I \ CRAWL SPACE =858 S.F. z 0 ix Lu cc) I - 555/150 = 5.i2 S.F. OF VENT AREA REQUIRED V p #,N 4111 #ASEMENTIGARAGE SLAD L —— J .. 5.12/0.56 NET FREE AREA VENT ` ' W SU U 4° GONG SLAB W/ WIRE MESH OVER 6 MIL =CIU VENTS REQUIRED MIN. U6" X 8" DIM.) K I- Z q `v VAPOR BARRIER ON 4" THICK MIN. �iii a ulQa R-30 INSULATION JOISTS PER FLOOR FRAMING COMPACTED FILL VENTS TO BE COVERED WITH I/4" CORROSION BLOCKING PLAN PAGE A4.1 3 X 3' X 8" FOOTING • RESISTANT WIRE MESH. W/ (5)#4 EA. WAY m Q' LOCATE ONE VENT WITHIN 3 FT. OF EACH CORNER 6 MIL. VAPOR BARRIER a 0gR0ry0 gg�0,y0 GOJT. FOOTING 0q.c404. OF BUILDING. I/2" GYP. BOARD (OPT.) NW / IIII �- f/ 4" CONCRETE SLAB ON 6 MIL. VAPOR I \ \ S9tB20 OR PER DETAIL 'a ON PAGE 51 a BARRIER. SEE ENG. SPECS. FOR II I ry0 REINFORCEMENT OPTIONS , : '�0 Q REQUIRED FOOTINGS/STEM L J ,ti0 ,y0 CONT. FOOTING ,y0, 5 0 Z WALL SIZE AND REINFORCING • a q0 q0 t0 A21 `m 4" MIN. COMPACTED PER DETAIL 'G SI \ \ " ` ° • -i ° 10g °J% co m GRANULAR FILL II I J , 5 W II (2)#4 REBAR CONT. ^' I r . .. a ��asl IN FOOTINGS \ \ \ \ FOUNDATION LEGEND �° Z z •co L _ J L LL J 9°J FOUNDATION STEM WALL UNDISTURBED EARTH A2.I 2 O O A21 FOUNDATION FOOTING Imi O GARAGE @ CRAWL SPACE \ r -7 k ® L r — - — GIRDER/SEAM Q Q I ® I SCALE: 3/4" = 1'-0" 7_,_ J L _ J SUPPORTED FTUNE OF LOOOR 7S OF � 7 SONOTUBE PER0 O f� f� F- 4'-II 1/2" 6-5" 3'-II' 3i 1/4" 18-3" 3-I I/4" 2'-I 3/4" 10'-3" 2'-i 3/4" a DETAIL'Z' SI (TYP.) / / / ,f/ / / / ( / / N W 00 I6-0" Ib'-5 I/2" 14'-6 1/2" / / / / o Q a IL LL. C * FOUNDATION PLAN GARAGE DOOR DRAWN BY JAD 3/4" X 8" OFFSET SCALE AS NOTED PROVIDE BLOCKING AT / 4 X IO DF GIRDER U.N.O. Z/ SCALE: 1/4" = I'-0" VERIFY W/ DOOR SIZE JD JOB# 1119NCI7-KNOT BEARING 2 MID-SPAN AS SLOPE GARAGE CONC. PAD RECOMMENDED Si- MANUF, BC46 DRIVEWAY SLAB 2" TOWARD GARAGE DOOR DATE 03/06/2017 4 X 6 P.T. POST U.N.O. (2)#4 REBAR GONT. REVISIONS PB46 POST BASE IN FOOTINGS b MIL VAPOR HARRIER CONTINUE OVER FOOTING //QJ1�W B/jgO` ,,� t • FOIL PACtED "co • • J O 1 Q :� " COMPACTED (2)#4 REBAR CONT. UNDISTURBED EARTH //if:i :N •_, FILL XI I'-0„ 1'_6" / / A2 . 1 POST & BEAM DETAIL oNw GARAGE FOOTING 4 SCALE: 3/4" = 1'-0" SCALE: 3/4" = I'-0" SHEET 2 OF 12 40 47 I D jd design 161-0" I6'-1 1/2" 141-4 1/2" I JIM DUNLAP (360) 982-0535 JIM@JDDESIGNDRAFTING.COM 8'-3 314" 8'-3 3/4" 5'-8 3!4" as-1 3/4" STEPS TO GRADE FLOOR PLAN NOTES • WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS. VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. • CONFIRM ALL DOOR, WINDOW, CLOSET, AND ANY OTHER ROUGH OPENING SIZES WITH OWNER( CONTRACTOR PRIOR TO WALL CONSTRUCTION. pM1 • ALL WOOD IN CONTACT WITH CONCRETE MUST BE • .TQ PRESSURE TREATED MATERIAL USE CORROSION SUJ4 SW4 RESISTANT FASTENERS WHEN IN CONTACT WITH DR PRESSURE TREATED LUMBER. - \ \ \ • ALL EXTERIOR WALLS TO BE FRAMED WITH 2 X 6 IC F STUDS AT IC O.G. AND SHEATHED WITH 1/16" O9B ,m aQJ'k ��Jry :, PLYWOOD OR BETTER WITH 154 BUILDING PAPER. _ • ALL INTERIOR WALLS TO BE FRAMED WITH 2 X 4 °, uin =i Ix mSTUDS AT IC O.C. AND SHEATHED WITH I/2" GYPSUM -44 s WALLBOARD UNLESS NOTED OTHERWISE. ,� m 2'-0" II1-8 I/2" 2'-0" °m • ALL GLASS TO HAVE LOW E (0.40)GLAZING. GLAZING co A -m IN HAZARDOUS LOCATIONS TO BE TEMPERED PER 6010 SL DINING 4646 SL IRC SECTION R308. SEE R308.4 FOR DEFINITION OF \ \ \ ` \ \ \ HAZARDOUS AREAS. sir /�",?'rs,�G'^�, 9 CEILING HT. �� • PROVIDE SMOKE DETECTORS ON OR NEAR THE ° ° " ° '? _ _ _ L CEILING OF EACH FLOOR, IN ALL BEDROOMS, AND ' - -I JUST OUTSIDE EACH BEDROOM. SMOKE DETECTORS H " $ _ TO BE WIRED TO THE ELECTRICAL SYSTEM WITH 'm m f �Z TRAY CEILING 9'-8" \ BATTERY BACKUP (IRC R311.1 $ R311.2). 0. sI F 1'-6" TRAY CEILING: 10=4" 1 I • BEDROOMS TO HAVE AT LEAST ONE WINDOW MEETING m \ w a r> MASTER '`� -i-•44 kg KITCHEN THE FOLLOWING CONDITIONS: WINDOW SILLS TO BE WITHIN 44" OF FINISHED FLOOR WITH A NET CLEAR r IX u! a OATH y OPENING OF 5.1 SO. FT. MIN. THE OPENING TO HAVE m t- I 9' CEILING HT. MIN. CLEAR OPENING HEIGHT OF 24" AND WIDTH OF a d1 S'CEILING HT. "m BAN DIRECT-VENT I\ " 'm i - 0 20" ORC SECTION R310). in GAS FIREPLACE I 0 0 or;40' f nreflaStaCima;SY;WIVISO CHECK FRAMING 0 I Q ?�: • ALL SHOWER AREAS TO BE FINISHED WITH A SMOOTH, "' REO. W/ MANUF. 'm I t j HARD T NON-ABSORBENT MATERIAL TO MIN. 12" IQ I- 6> • ABOVE DRAIN INLET. THIS MATERIAL TO BE ra r a I U W I FURNACE CHASE IF INSTALLED OVER WATER RESISTANT PLASTER 40 Y. to U LIVING ROOM K NEEDED. FRAME AT BOARD. HERS s a a I SMALLEST POSSIBLE s n _ i TRAY CEILING g'-y° 3'-1 1(2" SIB • LIMIT WATER FLOW IN SHOWERS TO(3)GPM. T 111S m If I • TOILETS TO BE LOCATED IN AREA WITH MIN. 30" $ mI 5'-1 Ih" WIDTH OF TOTAL FINISHED CLEARANCE, AND HAVE _ _ _ J CLEARANCE OF MIN. 21" IN FRONT OF TOILET. TOILETS f\ TO BE LIMITED TO I GALLONS PER FLUSH. in 2668 j tiOSA • -""-- \ • PROVIDE ATTIC ACCESS WITH REMOVABLE PANEL Z - 2-8" TCM WITH MIN. 22" X 30" OPENING AND 30" p / \ ,� igli LINEN 1- -J �� ,r UNOBSTRUCTED HEAD ROOM. FRAME WITH 2 X 12 O V "' a 2468 L J z__ - _ _ .. .. r MEMBERS. CU �4 Fi-9 112" 3'-6 1!2" 9 A • PROVIDE EXHAUST FAN IN KITCHEN AT MIN. 100 CFM _ 1 0 id U 11. � I AND BATHROOMS AT MIN. 50 GFM. ALL FANS AND 51" '' < \ 2 r6D GO 5'" GUARDRAIL OR EX. LAUNDRY m DRYER EXHAUST TO BE VENTED TO OUTSIDE OF Q W v '� AN _� RESIDENCEw 3'-5 1l2" HALF-WALL O 0 .�® 1 FAN ,� • PROVIDE I-HR. FIRE-RESISTIVE CONST. 5/8" TYPE 'XS-r 2668 �� \ HOLE HOUSE n m GWB. ON GARAGE SIDE TO ROOF SHEATHING FOR Z.mik DATN D -•� �� _ _ - "� �� GARAGE FIRE REPARATION GRG R309.2). wB MASTER :7 ,-9D " S r B • DOOR BETWEEN HOUSE AND GARAGE t0 BE I-I/2 O U A5.1 0. vJ Ind z O1 ° D A5.1 THICK SOLID CORE, 20-MIN. SELF-CLOSING ZO W I .. A.3, �, ,� \ m II _ -. • _� OI o W FIRE-RATED DOOR. Z5 Cr`� � j .y„ �y, A • PROVIDE FIRESTOPS AT ALL APPLICABLEZ 0 .m 2468 LOCATIONS INCLUDING HOLES AND ANY OPEN AREAS. Q` x 4'-10" Y 3-1" - • ALL ELEMENTS AND SWITCHES FOR FURNACE AND Z Q, - �. m d I' ;., " STAIR • LANDINGO Z isimpo .gip. CV U a Q M I O O STEPS TO GRADE AS WATER HEATER TO BE IS" MIN. ABOVE SLAB. O o Q � I \ _ 0 II - NEEDED • ALL BEAMS 4 HEADERS t0 BE 4 X 8 D.F. 42 U.N.O. 3 0 Ijj -# o izs.m > 'm w O �5 m It m LINEN m w Z Q O w BEDROOM STAIR NOTES a Y • z k - '; • STAIRS TO BE FRAMED WITH MIN. (3)2 X 12 N \ \ \ _ - STRINGERS, ONE AT EACH SIDE AND ONE AT CENTER. oso .- .- 11 - BEDROOM 3 -m PROVIDE FIRE BLOCKING BETWEEN STRINGERS AT 9 CEILING HT. = TOP, MIDDLE AND BOTTOM, AND BETWEEN STUDS 4 4 • ALONG THE RUN OF THE STAIRS. °® SI in • MINIMUM HEADROOM CLEARANCE TO BE b-8" '� r- •• - 'l 0 VERTICALLY ABOVE TREAD NOSING TO NEAREST SEE DETAIL'F' - "44 ., PAGE A5.2 FOR BEST _ - °'" �Q' 0- OBJECT ABOVE. CONNECTION SPECSDBE —2IX g A. • STAIRS TO HAVE MAX RISE OF 1-314" AND MIN. RUN .4 OF 10" WITH NOSING OF I" TO I-I/2". NO RISER TO BE - -56 SW SIIIII:r'14L-3 0 LESS THAN 4". DIMENSIONS BETWEEN RISE AND RUN �?.. it ARE NOT TO VARY MORE THAN 3/8". - r 6 \ \ • ENCLOSED USABLE SPACE UNDER STARS TO BE WATERP-.. • PORCH I-HR. FIRE-RESISTIVE CONST. 5/8" TYPE 'X GWB. Z THROUGH IP ,m • STAIRWAYS WITH 4 OR MORE RISERS TO HAVE AT m r COVERED LEAST ONE CONTINUOUS HANDRAIL AT 34" - 38" I "° ABOVE TREAD NOSING WITH ENDS RETURNED TO5 \ \ - - - - —I- - \ 'v TERMINATE INTO WALL OR NEWEL POST. ' a, • HANDRAILS TO HAVE GRIP PORTION NOT LESS THAN CL r 1-I/4° ORMORETHANY' INCROSSSECTIONAL'��. - ° I \ \ DIMENSIONWITHI-1/2° BETWEENWALLANDHANDRAILI- p o 'nSEE PAGES A5.1 ; A5.2 FOR SECTIONS GUARDRAIL NOTES 0 41O• ALL UNENCLOSED FLOORS, LANDINGS, BALCONIES OR `mPORCHES THAT ARE MORE THAN 30" ABOVE dD GRADE OR FLOOR BELOW SHALL BE PROTECTED BY A GUARDRAIL THAT 19 MIN. HEIGHT OF 36".kt NJ • OPEN GUARDRAILS SHALL HAVE INTERMEDIATE RAILS SUCH THAT A 4" DIA. SPHERE CANNOT PASS 0THROUGH AT ANY POINT. I- Z1..11111.1.1"111.11..1 • GUARDRAILS SHALL BE ATTACHED TO THE (��8 0" 4'i 4/2° 3-3" 4'-I 1/2" STRUCTURE IN SUCH A MANNER TO WITHSTAND A0QSINGLE CONCENTRATED LOAD OF 200 LBS. APPLIEDIN ANY DIRECTION AT ANY POINT ALONG THE TOP. w3-I 1/4" O._ SUJ4 SEE SHEARWALL TABLE I ON PAGE SI DRAWN BY JAD 4'i-0" SCALE /4" = 1'-0" JD JOB# 1119NC17-KNOT CD DATE 03/06/2017 REVISIONS I I g,ç.\ C. ;1� MAIN FLOOR PLAN Z SCALE: 1/4" = 1'-0" el!' -... 1643 S.F. CONDITIONED t 3 sc . ONAL A3 • 1 SHEET 3 OF 12 iD jd design 411) JIM DUNLAP (360) 982-0535 4l'-0° JIM@JDDESIGNDRAFTING.COM 31'-9 lit I5'-2 I/2" / I / / I ENERGY CODE NOTES • CONTRACTOR TO ADD ADDITIONAL FRAMING OR BLOCKING AS REQUIRED TO MEET CURRENT ENERGY CODE REQUIREMENTS. • AIR LEAKAGE. SOLE PLATE IS TO BE CAULKED OR GLUED TO FLOOR. RIM JOIST BETWEEN STORIES TO BE CAULKED/SEALED. ALL HOLES IN BUILDING ENVELOPE ARE TO BE CAULKED/SEALED INCLUDING BUT NOT LIMITED TO ELECTRICAL, PLUMBING t HVAC PENETRATIONS. OUTLETS, SWITCH BOXES AND RECESSED FIXTURES ON EXTERIOR WALLS OR CEILINGS ARE TO BE CAULKED/SEALED WITH APPROVED SEALANT, OR HAVE FOAM GASKETS INSTALLED. ALL RECESSED LIGHTS ARE TO BE IC RATED, AIR TIGHT B SEALED TO SURROUNDING GWB. ROUGH OPENING AROUND ALL WINDOWS a DOORS TO BE CRAWL SPACE SEALED/CAULKED. • ALL CEILING EXHAUST FAN DUCTING TO BE INSULATED AS PER CODE, TO HAVE AS FEW BENDS AS POSSIBLE, AND TO TERMINATE AT THE EXTERIOR OF THE BUILDING. • INSULATION TO FILL ALL EXTERIOR WALL CAVITIES. DO NOT COMPRESS. CUT TO FIT AROUND WIRES, PIPES $ OUTLET BOXES. • ALL HVAC DUCTS INSTALLED OUTSIDE THE HEATED HABITABLE SPACE TO HAVE SEALED JOINTS, CORNERS $ BOOTS, AND INSULATED IN ACCORDANCE WITH WSEC 2012 EDITION SPECIFICATIONS (°WSEG 2012"). \ `� �r ° \ \ • A ONE PERM OR LESS VAPOR RETARDER GE: KRAFT ° , PAPER, PVA PAINT, ETC.)IS TO BE INSTALLED ON THE PLUMBING STUB-OUTS FURN. WARM SIDE OF ALL INSULATION. 5/8" TYPE 'X GWB • ALL RECESSED LIGHT FIXTURES IN THE THERMAL CONDITIONED SPACE UNDER STAIRS CRAWL SPACE ENVELOPE TO BE CERTIFIED UNDER ASTM E-283 AND ° - i5 ACCESS COMBUSTION AIR SO LABELED, OR SEALED AROUND THE EXTERIOR IN AN L. 3'-3" APPROVED MANNER TO BE AIR TIGHT. `,' / • ALL WATER PIPES IN UNHEATED SPACES TO BE LH - y AIL \ \ le INSULATED IN ACCORDANCE WITH W$EC 2012. Z W \ w' " a °. • - DOOR SWEEP ARE,. gBFOR W/G LAR KOPEN UNDER _ B ' +EXTERIOR DOORS TO BE ADJUSTED SO eViz — — WEATHER STRIPPING, THRESHOLD,- WORKING PROPERLY SEAL WELL } Z y,,.! ,�a w �. A5.1 3=0" 2'-0" ry O STAIRS LID THROUGHOUTB A51 • ATTIC WITH MTION TO BE ALLED IN STRICT Q;:. ,rss ;" ?a-. GARAGE/SHOP W RECOMMENDATIONS FOR DENSITY 8 COVERAGE. w`� tamcwneff iv PROVIDE VENT BAFFLES AS REQUIRED $ INSULATE QJn 'y 2 X b a) WEATHER-STRIP ATTIC ACCESS DOOR.• Z I-!!! , ,_ _ • PROVIDE MAKEUP AIR WITH FRESH AIR DUCTED N .' d • ot •m DIRECTLY INTO THE RETURN AIR PLENUM OF THE O Ov• ._ • 20-MN. RATED SELF 0 R-21 INSULATION GARAGE ^' FURNACE SYSTEM INSULATE THE DUCT IN ACCORDANCE W o ° u*� ° m CL051NG DOOR FOR STAIRWELL ° TO WSEG 2012. PROVIDE DAMPER TO REGULATE 0 ij® 9 CEILING HT. INCOMING FRESH AIR. t- LL:T , , ,,.. E V EO• ALL GA5 COMBUSTION APPLIANCES, EXCEPT STOVES ; z- ' 'gyp10-10 1/2" 5'-I I!Z' \ ® CLOTHES DRYERS, TO HAVE COMBUSTION AIR DUCTED H QZ/ m DIRECTLY TO THEM. zz 0 = 4 20-MIN. FIRE-RATED 2 X 4 FURRING OPTION 3 SELF-CLOSING DOOR a ,,. , ata r • MIN. 3 YERT. Q 10 HORIZ S TO BE SEPARATED BY A ALL COMBUSTION EXHAUST U N cO UNFINISHED1/41 Q0 R. o H ` - " ' `" ''- `�"'• �"''` - = UNCONDITIONED SPACE w SHOP R. 0 w li •" m m T' m w Cow \ 9' CEWNG HT. 9' CEILING HT. U cJ x WHOLE-HOUSE I- z mZ VENTILATION a a h ti - aim \ 2 ONE OF THE FOLLOWING METHODS WILL BE USED TO MEET y THE REQUIREMENTS OF THE WASHINGTON STATE VIAQ m \ 10' X l' O.H. DOOR \ AND WSEG CODES - - 'm m (A). A SINGLE WHOLE-HOUSE EXHAUST FAN, WHICH GAN "` " ` '� �Q°� LF2P �Q��` LRP PERFORM DOUBLE DUTY A5 A ROOM SPOT FAN, 15 • REQUIRED. FAN MUST BE CONTROLLED BY TIMER SET TO of QJM1 ,y 0 OPERATE MIN. OF 8 HOURS PER DAY. THE CFM '� \ \ * * e.` 14 •� �OJ s CAPACITY OF FAN MUST BE 0.25 W.G. AND HAVE MAX. ;,.. . ,@ I SONE (NOISE)RATING OF 1.5. MIN. SIZE OF FAN MUST BE Z es 10' X l' O.H. DOOR \ - '. F105 CGFM.A(WA VIAQ 303.4.0 .. • . -, ' ` \ \ I \ \ (B) FRESH AIR WILL BE CIRTCULATED BY THE CENTRAL5 Q°� LRP , LRP I I FRESH HEAIR NTAKEA DUCT AND BLOWER MUSTUBTEHAVE r ,Ni, - O SEE PAGES A5.1 Q - ACTIVATED BY TIMER 70 CIRCULATE DAILY. a s A5.2 FOR SECTIONS CC o - • I INSULATION VALUES 0 \ ID WALLS 0 r ABOVE GRAPE BELOW GRADE LL Q R-21 R-21 Us &-2 3/4" 8.-2 3/4' l'-3 1/4" l'-3 1/4" CEILING i I / / / / I6'-0" I I6'-51/2" 14'-S 1/2" FLAT VAULTED CC / / / / R-49 R-38 O W I- 4l'-0" FLOOR a / / CRAWL SPACE SLAB ON GRADE K U R-30• R-10 U) w Ow 41) •USE R-38 FOR II i/8" JOISTS 0 Q a LRP SEE DETAIL ON PAGE Si DRAWN BY JAD C LOWER FLOOR PLAN SCALE 1/4" _JD JOB# 1119NCI7-KNOT DATE 03/06/2017 SCALE: 1/4" = I'-O" CONDITIONED: 26 S.F. (BOTTOM OF STAIRWELL) UNCONDITIONED: 323 S.F. REVISIONS GARAGE/SHOP: 670 S.F. a a doe4`aC. BR4 t l51"01 / s;` _ s A `` A3 .. 2 SHEET 4 OF 12 j D jd design JIM DUNLAP (360) 982-0535 JIM@JDDESIGNDRAFTING.COM FLOOR FRAMING NOTES • WRITTEN DIMENSIONS TAKE PRECEDENCE OVER — — SCALED DIMENSIONS. VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD. — — — — — - • REFER TO FLOOR FRAMING PLAN FROM FLOOR / 4 X 4 POST OK W ENDS 1',, JOIST MANUFACTURER/SUPPLIER. FLOOR JOIST — — — MANUFACTURER/SUPPLIER SHALL PROVIDE AND Cr(Pr) SUBMIT ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR'� -�- FABRICATION AND INSTALLATION,OVALPRIOR TO ._, • PROVIDE TEMPORARY BRACING AS REQUIRED — t — — — — — — — — — — UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAvE BEEN INSTALLED. — — — — — — — — — — T ' _ _ _ — • FOR FLOORR TfG,SHEATHING USE W OR 0513 ye9TURDI-FLOOR 74G, 2a INEAND NAIL W/ RING SHANK 8D'SP6' EDGES412" INFIELDU.N.O. FACE GRAIN PERPENDICULARTOSUPPORTS.— — — — — — _ — — — — — •— — • PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR SEARING LOCATIONS WHERE THERE IS A LOAD _ — — — — — — — iiii---- — _ — — BEARING WALL ABOVE. • PROVIDE TIMBERSTRAND RIMS WHERE FLOOR '` — — — — — 0-I- _4J — — — — JOISTS BEAR AT EXTERIOR WALLS. @ +� • ALL EXTERIOR WALLS ASSUMED TO BE BEARING. — — — — — X A — — — - - - — • ALL BEAMS AND HEADERS TO BE 4 X S D.F. ><2 SOLID — — — — Y — — — (TYP. BLOCKING — U.N.O. — (TYP.) — — — —+— • JOIST HANGERS B CONNECTIONS TO BE *SIMPSON* U.N.O. U 3 — --a 3� Q ~ - - - - - -SOLID BLOCKING y — — —� — — — Z W k q I (TYP.) a w � NOTE' ROOF TRUSSES AND FLOOR JOISTS SHOWN IN w — — — — — — — - - alu tn ct — — 8 - - - DRAWING ARE FOR SCHEMATIC PURPOSES ONLY. C _9 m FOR TRUSS PLACEMENT, DESIGN AND ENGINEERING 0 — •. •ax r ,• — — — — — — — — — — — O— — — REFER TO TRUSS DESIGN I SPECIFICATIONS FRM �J o - - TRUSS SUPPLY COMPANY. FOR FLOOR JOIST J G ` - __ 'a _ _ — — — _ _ IL = LAYOUT REFER TO JOIST DESIGN6 SPECIFICATIONS — FROM FLOOR JOIST SUPPLIER. aLIU , _. )I�_, ,STAIRWELL, — f 2 I LL ` o i 0 in Z (_ V 40 m _ -J O CC It Z LL = Z I- ❑� — — — — c — -- I a0 m1 11161 n r z "�I•It IJNE OF UPPER FLOOR \-- — — — v — — — — cn — UNa �1DSL JOIST UNDERWALL UNE J— (S°� Z -- _ Zoo #Ot aucWJ• — — — — — — _ �Q — — — — o way — — — LINE OF UPPER FLOOR + — . — — — d N a d LL ir : Qn tu m — — m r XX COVERED DECK AREA DBL JOIST UNDER WALL LINEi' v — — — - . r — — —0 ) —— — — — — — — =in 15' LONG6XI2 DF HDR. /R — COVERED DECK AREA Z ) \ ! 1I 16.5' LONG 4 X 10 DF HDR. 4 1 I I - /� I I IQ � I R\\ Li u.DECK LEDGER DETAIL 'Li SI m - 1 ^_• \ W. !!!��^**�� DECK STAIRS LANDING' IX co DECK 2 X 5 DECK JOISTS 0 ///// I I v X I 0I6` O.C. DECK STAIRS LANDING 4 X 8 P1 BEAM 0 P.T. 2 k 8 DECK JOISTS — 0 6 IC O.G. / / o C.,vBRq / mmll Um 4 X 4 PT POST W/ EPC4Z 1 t •,w ',' O�9 Z lit0 POST CAP (tYP.) �/O. a �^ d Z Z MAIN FLOOR FRAMING PLAN / . o Q z SCALE: 1/4" = I'-0" �crsrOt ' 7 a / 'l.; ONAS. a 2 a I DRAWN BY JAD SCALE 1/4" = I'-0" JD JOB# 1119NC17-KNOT FLOOR FRAMING LEGEND DATE 03/06/2017 — — JOIST REVISIONS — — BEAM/HEADER - _... OUTLINE OF WALLS OF FLOOR BENEATH t - OUTLINE OF SUPPORTED FLOOR SEARING WALL r, JOIST HANGER A4 . 1 ® POST SHEET 5 OF 12 COMPOSITE ROOFING 15/32" CDX OR 05E3 SHEATHING 12 ip jd design INSULATION BAFFLE W/ 1Fx-e . I" MIN. AIR SPACE <> JIM DUNLAP TRUSS PER TRUSS (360) 482-0535 2X BLOCKING W/ (3)1-1/2" DIA. MANUFACT. PLAN JIM@JDDESIGNDRAFTING.COM . SCREENED vENT9 GI i 3 ROOF NOTES A4.2 • TRUSSES TO 8E SPACED AT 24" O.C. UNLESS CONT. METAL GUTTER ' 2 X 4 RAFTERS W 24" O.G. NOTED OTHERWISE. \ \ R-49 INSULATION • ROOF PITCH IS TO BE 1:i2 FOR MAIN PITCH, 3:12 i ® PITCH FOR SECONDARY PITCH. i I/2" GLOB /� • ROOFING MATERIAL 15 COMPOSITE. HURRICANE TIE EA. TRUSS3:12 SLOP 1 � _ • TYPICAL OVERHANGS ARE 24' WITH CONTINUOUS 1 I I I I I METAL GUTTER THROUGHOUT EXCEPT ON GABLE 2 2 X b FRAMING TYP. I• ENDS U.N.O. 5/4 X 8 FASCIA 2'_0" \NN, 1 _ i I _ / PRE-ENG. ROOF TRUSSES 24" O.G. 4 X 10 DF H R, 13 LONG • OVERHANGS ON GABLE ENDS ARE 18" SUPPORTED �}- BY 2 X 4 OITLOOKERS P 4'-0" O.C. 5/4 X 10 BARGE RAFTER TO R-21 INSULATION • FASCIA SHALL BE 5/4 X 8 WITH CONTINUOUS METAL EXTEND BEYOND GUTTER _ ` _ - _ _ - GUTTER. BARGE RAFTERS SHALL BE 5/4 X 10. • ALL I/2" GW8 I / 1�12 SLOPE 1�12 SLOPE \ I • PROVIDEMSCUD BLOCKING OVER SUPPORTS. SIDING PER ELEVATIONS !\ /) - - - w- - - - • TRUSSES/RAFTERS TO BE SHEATHED WITH 15/32" - 0 GIRDER TRUSS - CDX OR 095 SHEATHING WITH 15u FELT OR BETTER. • © TRUSS/EAVE DETAIL - _ - ll_ - - USE PLYWOOD SHEATHING ON ALL SOFFITED I I I I I 1 I T r • PROVIDE ROOF CROSS VENTILATION FOR EACH SCALE: 3/4" = I'-O° - - - r -l I L { I I I SEPARATE SPACE WHERE APPUCABLE. m O ERFRAMED n A rE I I T T T_ I I 1 I I I ' I I °m \ IRA r EIUN& -5" _ \ 7RAf EILING- 1 -4' I I I A4.2 TRUSS NOTES COMPOSITE ROOFING I J T - T- I • TRUSS MANUFACTURER SHALL PROVIDE DESIGN 15/32" CDX OR OSB SHEATHING - 1 1 I I I 1 I I I I I I. I I i 1 DETAILS AND ENGINEERING FOR ALL TRUSSES. COPY --- -- - TOS BE AVAILABLE ON SITE FOR FRAMING 12 / I I I I ( INSPECTIONS. 2X BLOCKING W/ (3)1-1/2` DIA. 3� / . • ALL TRUSSES SHALL CARRY THE MANUFACTURER'S SCREENED VENTS L1 6 1 1 1 1 18 5 U. 1 1 _ ! 0 1 9I8 1h" I Y 0 STAMP. CONT. METAL GUTTER / ' I Jr / , Ib I� / • ALL TRUSSES SHALL BE STORED, INSTALLED 4 -- -- (3 1 1 1 1 I 1 BRACED PER MANUFACTURER'S SPECIFICATIONS. - • TRUSSES SHALL NOT BE ALTERED IN THE FIELD '� I I I I I I I 1 . 1 I __ _- -_ • WITHOUT THE APPROVAL OF THE BUILDING OFFICIAL fl I I I I I TRAY CEILING AREA AND/OR APPROVED ENGINEERING CALCULATIONS If A42 IN LIVING ROOM 4111 PROVIDED BY THE TRUSS MANUFACTURER. 1 I I I I 1 I 2'-O" I'-b" • ROOF TRUSSES TO BE SHEATHED WITH 1/I6" CDX OR 5/4 X 8 FASCIA HURRICANE TIE EA. RAFTER I J / / 058 SHEATHING WITH 15tt FELT OR BETTER. USE w W I I 1 1 I I I I I PLYWOOD SHEATHING ON ALL SOFFITED AREAS. Z 1•_6" - -- '-1 I I /� I I I I \ L J �� • PROVIDE ROOF CROSS VENTILATION FOR EACH uJ 0 ce / , / / d `'� L J Qw I I I 5E`��44 O�' I -- • \ SEPARATE SPACE WHERE APPLICABLE.. w v 5/4 X 10 BARGE RAFTER TO \ 1 j TRV''' - EXTEND BEYOND GUTTER t S m G.ROOF 1... \ > Z 2 X 4 FRAMING TYP. I I I I I I I I I I I I I 1 it'l �N y ) E m RIDG W/ CONT. NT 'Pr , , I I I I I I �'w =, ATTIC VENTILATION W W SIDING PER ELEVATIONS I - -• ...1 0 -I fir, �� W __ ATTIC VENTILATION REQUIRED. REFER TO IRC R806.1 Z I I 1 1 1 1 i 1 I I IAND RSOb.z. j RAFTER/EAVE DETAIL to 1 1 I _ m C SQUARE FOOTAGE OF AtiIC SPACE = 2311 9F.n V LEY \ W 1 P. 1 I 2311/300 =1.52 S.F. NET VENT AREA REQUIRED. Z J " — I �� PROVIDE MIN. I/150 OF ATTIC AREA, OR I/300 IF HALF 19 1= w © SCALE: 3/4" = I' 0" - - - -- i- 1 AT EAVE AND REMAINDER AT MIN. 3 ABOVE PLATE oGl �N �� D Z il z _ UNE. OPENINGS TO BE COVERED WITH 1/8" CORROSION cr Q H- e 1el RESISTANT METAL MESH OR EQUAL EAVE OR CORNICE v~j Z t u5SE I I ! VENT SHALL NOT BE BLOCKED. MAINTAIN MIN. I" AIR Z S ENry R SPACE BETWEEN INSULATION AND ROOF SHEATHING AT O o[- c\-1 Q 1(2 PRE I I I I 1 I u I I 1 THE LOCATION OF THE VENT. of 3 N - - I I I I I - 1 FOR OPEN EAVE SOFFIT USE BIRD BLOCK TRUSS Z O w u7 I I I I I I BLOCKING, WITH (3)1 1/2" DIA. HOLES AND MESH SCREEN t- 0 H # • { I j ' COVERING THE HOLES, BETWEEN EACH TRUSS. W Z 0 O w P 1- '2 i • FOR CLOSED EAVE SOFFIT USE CONTINUOUS SOFFIT 0 U v L. OvERFRA ED <, I- vENTING. Sle COMPOSITE ROOFING I I L} I J 1 �_ -0 1� f� (- IM I I`� I 1 _ 2 X b RAFTERS r� o- N a ix TRUSSES PER TRUSS { A 2EA - - 24" O.C. FOR FALSE 15/32" CDX OR 055 SHEATHING MANUFACT. PLAN I 1 I 1 DORMER mm LDBL T••- PLAT HDRJ — 12 7 112 5 E 11 SLOPE / 2 X 4 RAFTERS 3 - _____..----1 - I I I 1 1 R \ I I I I • I 2 X 4 OUTLOOKER9 / b 4'-0" O.G. (TYP.) 0;) wU-r "� f �_ I I I I 1 - -L- Wit---I- G 1 — L— I I ©� 1 " _./ m I ` R-49 INSULATION 1 GIRDER TRUE , ' __ I/2" GWB SIM. ' _ = = = = = = 1 -1-1-1 - - —ram �- \ a G. BR5_ 11 HURRICANE TIE P EA. RAFTER I'-6" 2"--0" I I I 1 T — I - 1 - r -1 _� oQ•J1 p4N'ASFr,,.Q(, •`. / R-21 INSULATION I I I I -'W 4 X 10 BEAM 2 X 6 FRAMING TYP. - X TYP, ee r� ti CIE '.�_i 1- 0 T1 —11 II I a - ii_c OVERHANGS _ �1� 1 II Ih" GWB 1 a 1 1 I / / r// ` ` SIDING PER ELEVATIONS // 1 L rn ; GI3fE¢�Cs v Z 1:I2 SLOPE B YI2 SLOPE 1 ( /' ONAL�'" 2 X 4 OUTLOOKERS it C F aI >8 4'-0" O.C. (TYP.) �- 1 r I I C ell RAFTER/EAVE DETAIL `J SCALE: 3/4" = I'-O" PRE-ENG. ROOF TRUSSES A 24" O.G. INOTE; ROOF TRUSSES AND FLOOR JOISTS SHOWN IN DRAWING ARE FOR SCHEMATIC PURPOSES ONLY. Um I FOR TRUSS PLACEMENT, DESIGN AND ENGINEERING 0 IL REFER TO TRUSS DESIGN $ SPECIFICATIONS FROM TRUSS SUPPLY COMPANY. FOR FLOOR JOST a 0 \ ROOF FRAMING PLAN LAYOUT REFER S JOIST DESIGN 4 SPECIFICATIONS EE FROM FLOOR JOIST SUPPLIER, w O • / O SCALE: 1/4" = I'-0" o a ROOF FRAMING LEGEND DRAWN BY JAD SCALE AS NOTED - TRUSS JD JOB# 1119NC17-KNOT = GIRDER TRUSS DATE 03/06/2017 • — - — BEAM/HEADER REVISIONS • UNE OF WALLS BENEATH LINE OF ROOF HIDDEN UNE OF ROOF - -- - - - - OVER-FRAMING/OVERHANG EXTENSIONS • HIGHER ROOF AREA A4 • 2 SHEET 6 OF 12 PRE-ENG. ROOF jd design TRUSSES a 24' O.C. OYERFRAMING JIM DUNLAP 12 - \- (360) 982-0535 / k n --) c JIM@JDDESIGNDRAFTING.COM T J PRE-ENG. ROOF OYERFRAMING - TRUSSES a 24" O.G. - l R-4S INSULATION 12 I TOP OF PLATE \ iiiiiIiiii �• IL] � I I I I l l • • iNG ROOM VIN RO M DEDROOM 2 (KIT EN SCYOND) ( ------- R-21 INSULATION 00 WATERPROOF MEMBRANEI I' . _J SLOPE AT END IF POSSIBLE -. -.... - _ FOR DRAINAGE. r I- II I ' - U _ ar .j iriiU TOP OF SUSFLOOR \ �j .1 .F �4 A. A. I I A A, � -._ -�_- %. A, A A. `\A, A. m j_ TOP OF PLATE \ — _ R-35 INSULATION R-38 IN5U-4TION — l _. -. ... . -- 5/8" TYPE 'X GUMSLID hili I I C Wt. SPACE -- \ FULLY NSULATEDI a — STAIRWELL LW R-21 GARAGE - INSULATION ' FOR EXACT SIZES OF \_'- UNBALANCED BACKFILL FOOTINGS \� — — _— W SEE ENGINEERING DETAIL'G' SI ——_ TOP OF SLAS U W \ 0 I I N \ En w 0 MAINTAIN 3 MIN. CLEAR __-1 CC OPENING FOR STAIRCASE -. -J R-10 RIGID INSULATION . W -J t; Q J BUILDING SECTION A - Aoe W O O U SCALE: I/4" _ !'-0" z w v ti N Z ilswimmt cx Q � L ~ Z (D• t z r. DC � _PRE-ENG. ROOF 3 ...., we., 3 N 11100.1111r; / TRUSSES 24'" O C. W O COUi Z 0 light �/ l W Z a U y O Q %� d U/ Qd J 70 j, ; ' ,..7 ito � - - TOP OF PLATE \ "r e r ` 0 r—-- R-4S INSULATION 1 _- ,_ z, ,� - I _ R-21 INSULATION V MASTER DE ROOMLIVINGROOM OATH2 :.;fl 7 In R-2I INSULATION 1 I DINING R M BEYOND) Y o o ` C� (STAIRS/GUARDRAIL NOT DEPICTED) I I - TOP OF SUBFLOOR 3111 \ TOP OF PLATE Z O 11111111 ji \ R-381NSULATION \ R-381NSULATION E STAIRWELL GRADE ----� a Y "i 5/8 TYPE Sc GUMS LID o W D _ _. 31 W `� "� MAINTAIN MIN. 6'-8° - O M UNFINISHED MEA ROOM a W INSULATED STAIRWELL GARAGE DASEMENT I 0 :1, . FOR ExACT SIZES OF \ DRAWN BY JAD OPEN 6TAIRWELL BELOW UNBALANCED BACKFILL FOOTINGS SCALE 1/4° = I'-O° SEE ENGINEERING DETAIL 'G' SI s/s" TYPE 'X GLUE. JD JOB# I119NC17-KNOT TOP OF SLAB DATE 03/06/2017 - \ L-J `V \__1' I_____I REVISIONS ' BUILDING SECTION B - B a ,a c. eRAo J aw s. SCALE: 1/4" = 1'-0" Aktri �� 3� A5 . 1 , , ,,,.. ONAIr SHEET 7 OF 12 Ip' C. BRA S ° ' ' /,' ' 0jd design LANDING h i ` l CULTURED STONE VENEER TOP OF HANDRAIL i• wec tsralta v JIM DUNLAP \ p ( / ONALW (360) 982-0535 1/2" SHEATHING/ SEE STAIR NOTES ON BACKERBOARD , PAGE A3.1 FOR STAIR AND o JIM�JDDESIGND AFTING.0 M / HANDRAIL NOTES iv /IT 2 X 4 FRAMING 4 Z EXTEND TO TOP L ��' $ BOTTOM RISER -m 'ip 'v \ ' RETURN TO WALL -m X, �" ' ILi 5/8" TYPE "X" GYP. 80ARD Q /\ ON ALL SURFACES OF USABLE Z SPACE UNDER STAIRS \ , 10" MIN. Q ek 6 X 6 POST ME (3)2 X 12 STRINGERS � \ £\ CAI,, P.T. BOTTOM PLATE w ` x 1 A FIREBLOCKING AT TOP CONCRETE SLAB - �� \ �- \ AND BOTTOM ACROSS O POST DETAIL \\ STRINGER B/W STUDS V SCALE: 1/2" = i'-0" SHINGLE SIDING 2X THRUST BLOCK TRUSS FASTENED TO SLABTRUSSES PER "I/ib" CDX OR OSB SHEATHING MANUFACT. PLAN INTERIOR STAIR DETAIL FLASHING le 6 2 1 SCALE: 3/4" = 1'-0" 4 X 4 H - \ 5/4 X10 'A _ 2X3 4 X6 'Pr ip _— to I X3 i� 2 X 4 SEAM PER PLAN . • \ COMPOSITE ROOFING 4X4 — V 1 2 I 2A 3/4 15/32" CDX OR OSB EGG66 bHEATHING R-49 INSULATION 1 3/4„ 12 Y HARDIE PANEL OR DECKING w z W INSULATION BAFFLE W/ T IX TRIM GROWN 2 o ` CORBEL 1 DETAIL I" MIN. AIR SPACE 5 / } vZ SCALE: 3/4" = I'-0" 2X BLOCKING W/ (3)I-1/2" DIA. MANUFACT.. PLANTRUSS PER S 5/4X WRAP SCREENED VENTS W /1 w CI tL TOP OF PLATE - 6 X 6 HF POST Z F- \ n ♦A j CONT. METAL GUTTER s ' p W OU R-45 INSULATION O LiJ 1I" 4 X 4 112" GWB F- IX IL h O N O "� 2 x 4 I i HURRICANE TIE 6 EA. TRUSS D Q F- OPEN GUARDRAILS SHALL HAVE c9 -S.. / \ 1 i INTERMEDIATE RAILS SUCH THAT c~/7 Z 5/4X BASE Z a Z J �� r i • `�� A 4" DIA. SPHERE CANNOT PASS O o 0 (� -ale'� ` 5/4 X 8 FASCIA i 2-0 2 X 6 FRAMING TYP. THROUGH AT ANY POINT. O Niii < _N C,4 0 \ y i , CONCRETE CAP \>;/? Z 4 X 4 u N 1 1/2" 3" 5" co5/4 x 10 BARGE RAFTER TO R-2I INSULATION G F 0 p # z EXTEND BEYOND GUTTER \ f xx GUARDRAIL w Q O W "0 A I/2" GUM F X __._ `` O F-al Z K i CORBEL 2 DETAIL °' �n 2 x 4 FRAMING � a cL 1/16" CDX OR OSB SHEATHING R-21 INSULATION 0SCALE: 3/4" = I'-0" N. HORIZONTAL LAP SIDING 7 3/4" T $ G PLYWOOD - T 2 X RIM JOIST OR 0515 SUBFLOOR "� ,0 I _ JOISTS PER PLAN WATERPROOF 18" LONG 5/8" DIA. THREADED i DECKING OVER FLASHING R-38 INSULATION ROD, 6" MIN. EMBEDMENT IN n SUBFLOOR 4 X 10 BEAM 2 X 3 I BOTH II ! ti TOP OF SUBFLOOR II °' — \ \ 5/4X12 try LJ II \ 11 TOP PLATE �I I\I v , II \in ! `, r F"1 BACKERBOARD 11 u \ \ Oa 'a CULTURED STONE VENEER Aar m CI 2" 5„ 1 1/2' 1/16" CDX OR OSB SHEATHING N\ (0SIDING PER PLAN 5/8" TYPE 'X' GWB 5/8" TYPE 'X GWB Z DECORATIVE BEAM DETAIL JObYS PER PLAN O 4 SCALE: 3/4" = I'-0" 6 X 6 OF, 11-1/8" LONG TO FILL JOIST CAVITY AND PROVIDE A Fill A CONTINUOUS VERTICAL LOAD ♦ + V VA PATH FOR POST ABOVE. V z W ,0 to N J 2'-4 1/2" 4 X 4 TYP. 2 X b FRAMING I= J it li to PRESSURE TREATED 2 X 6 SILL PLATE W/ *4 8 18" O.C. HORIL $ VERT. CI A /IN 5/8" X 10" ANCHOR BOLTS 0 4' O.G. U.N.O. PRESSURE TREATED 2 X 6 SILL PLATE WI *4 a 18" O.C. WORM $ VERT. w Q LOCATE BOLTS WITHIN 12" AND NO LESS 5/8" X 10" ANCHOR BOLTS 0 4' O.C. U.N.O. Q THAN 4-1/2" FROM THE END OF EA SILL PL. d' CONCRETE SLAB W/ WIRE MESH LOCATE BOLTS WITHIN It AND NO LESS d b X b ON 6 MIL VAPOR BARRIER THAN 4-I/2" FROM THE END OF EA SILL PL. 0 CONCRETE SLAB W/ WIRE MESH WATERPROOFING MEMBRANE ON 6 MIL VAPOR BARRIER X 6 ?I TOP OF SLAB CONTINUE OVER FOOTING ,a, 1 DRAWN BY JAD N I / \ z \ n Q N SCALE AS NOTED L GRADE ill I I II 1 a \ —4 II JD JOB# II19NC17-KNOT :\ 4" DIA. STORM WATER � �, ,; II II DATE 03/06/2017 co TIGHTUNE I I \ F O II REVISIONS -� 4" MIN. COMPACTED 16 ;,� fj 4" MIN. COMPACTED 3/4" 2 3/4" - !_=._�J. GRANULAR FILL 1) \ GRANULAR FILL PI 2 I'-6 1/4" I. II DRAINAGE GRADE GRAVEL _ =J °D $ FILTER FABRIC \ \ DRAINAGE GRADE GRAVEL N. C2)#4 REBAR GONT. $ FILTER FABRIC \ IN FOOTINGS (2)*4 REBAR CONT. 4" DIA. PERFORATED DRAIN TILE / / I'-6" IN FOOTINGS KNEE BRACE DETAIL 4" DIA. PERFORATED DRAIN TILE II)je STRUCTURAL KNEE BRACE DETAIL A5 . 2 SCALE: 3/4" = I'-0" WALL SECTION ® WALL SECTION SEE DETAIL 'K' PAGE SI FOR CONNECTION DETAILS SCALE: 3/4" = I'-O" SCALE: 3/4" = 1'-0" SHEET 8 OF 12 ID jd design JIM DUNLAP (360) 982-0535 JIM@JDDESIGNDRAFTING.COM COMPOSITE ROOFING CONTINUOUS RIDGE VENT K / HARDIE PANEL r (TYP.) 2 = 5/4 X IS BARGE RAFTER W/ I X 3 OVERLAY C A5.2 r SHINGLE SIDING - HARDIE PANEL 12 m - (TYP.) \ ' 1 / _ TRIM ( /I' .." 5/4 X 8 FASCIA W/ CONT. _ A5.2 ir \ r METAL GUTTER (TYP.) _ _ G-0" 4'-0I/4" / - _ _ _ TOP OF PLATE \ _._ _.-. - .. — - __ ____- - _...--_- -._-___— I. TOP OF WINDOWS �� _ / / / \ / \ Et] OPEN GUARDRAILS SHALL HAVE HARDIE HORIZONTAL LAP / \ © INTERMEDIATE RAILS SUCH THAT 'co SIDING W/ 8.15" REVEAL \ \ - \ A 4" DIA. SPHERE CANNOT PASS N. \ �, THROUGH AT ANY PONT (TYP.) `m 6) /011 A5.2j A5.2 - �1 TOP OF SUBFLOOR _ - I TOP OF PLATE \ 141007 1 II CULTURED STONE II ` _ - VENEER -. ` - STAIR MATERIAL `� w W MD IN FIELDS z w Illik\Nt ce - _ TOP OF SLAB Q W 1 w Z X D y EAST ELEVATION I,i, ..1,.;...,rk1/27vaiss. W - CC SCALE: I/4" = I' 0" N < z z a J o In U N ID Lu t4.y a j;.. W N w ' U < Cr W 7 U U v I i � S jolt , 4y 3 n R` ;iv: rt. c ,, +$ 'r ' © i ''. 4 t.. HARDIE PANEL ♦A v♦." ,z ',IF'''. .. 7 7 5/4 X 8 FASCIA W/ CONT. 12 __ _ - _ \ / METAL GUTTER (TYP.) ♦A TOP OF PLATE � - V7♦ _ = 1 1 © N H 4 5/4 X 4 CORNER W -1 A5.2A -9 - HARDIE HORIZONTAL LAP F- '� 5 51DING W/ b.'15" REVEAL R W A5.2 / • U N W 0 W W ds 0 TOP OF SUBFLOOR I 1 II DRAWN BY JAD I 1 SCALE I/4" = I'-0" JD JOB# 1119NCI7-KNOT DATE 03/06/2017 WEST ELEVATION REVISIONS SCALE: I/4" = I'-0" A6 . 1 SHEET 9 OF 12 ID jd design JIM DUNLAP (360) 982-0535 2 JIM@JDDESIGNDRAFTING.COM COMPOSITE ROOFING A5.2 5/4 X 10 BARGE RAFTER HIGH PT. OF ROOF al/ I X 3 OVERLAY \ -- - - - --- - - - - - __ _. _- - - __ ._. - - -. -. - - - - _ HARDIE PANEL ISsip © C 4111114.1°12 , 12 }} _ SHINGLE SIDING FALSE DORMER 3/'�i- c 7 1,-6„ 5/4 X 10 BELLYBAND �II� W/ 5/4 X TOP TRIM TOP OF PLATE 7 CV HARDIE PANEL SIDING \ 4 \5/4X WRAP A5.1 -. . \ 5/4 X 4 CORNER '� \ I / SDNGHARDIEllHORl5 REVEALP 3 TALL GUARDRAIL IF STAIR / /` LANDING OVER30" ABOVE / __. _. _- GRADE / TOP OF SUBFLOOR --. \ 70P OF PLATE -- _ 1 X 3 5/4 X 12 BELLYBAND 'ip I MATERIAL FOR STEPS 131 -- - - - — CONCRETE OR FRAMED AVERAGE NATURAL GRADE o• HOUSE w TBD IN FIELD z W O n Ix J TOP OF SLAB - W NORTH ELEVATION u wCIJ SCALE: i/4" = I'-0" z H CO D It U Z W O 0 5 Ill UCC E to z D z OH Q U I-- z 0 ow N U w CV C 3 N w O � �5: Z � w o dt w Q o w 7 I- z Q _. _ __ -\ NIGH PT. OF ROOF O . d to Q d 1 / _. 7 7 / .. - 12 / - 7 Or TOP OF PLATE 0 I 1 J 1 J 11 - - - _- - _ - TOP OF WINDOWZ r H © i CO -- OPEN GUARDRAILS SHALL HAVE ® INTERMEDIATE RAILS SUCH THAT 'gyp Z A 4' DIA. SPHERE CANNOT PASS T I1 r' THROUGH AT ANY POINT (TYP.) %) O m -_- 10 I -- i, I lip m O - ._ - - - - __ - __ TOP OF SUBFLOOR f- O L TOP OF PLATE \ U /A \ wo V, o W d! TOP OF WINDOW! Q 1 -m ' • DRAWN BY JAD AVERAGE NATURAL GRADE a HOUSE .r SCALE 1/4'' = I'-0" \ - -- ..- - - - - - m T T r - m JD JOB# 1119NCI7-KNOT DATE 03/06/2017 REVISIONS TOP OF SLAB \ \ - - - __ - SOUTH ELEVATION SCALE: I/4" = 1'-0" A6 . 2 SHEET 10 OF 12 #4 REBAR WITHIN SHEAR WALL TABLE 1 } TOP 6"OFWALL SHEATHING ON EDGE NAILING/ MIN. THICKNESS LATERAL RESISTANCE(PLF I HORIZONTALS PANEL EDGES BLOCKED CONNECTION AT OF EDGE WALL ONE OR BOTH NAIL SIZE FIELD NAILING LOAD TRANSFER UP TO SHEATHING SIDES OF WALL OR UNBLOCKED ® DISTANCE (MAX) © SILL/SOLE PL. MEMBERS PLAE SILL HDU8 H VERTICALS WIND SEISMIC SW5 %" CD PLY® BOTH BLOCKED 10d 6"/ 12"O.C. YES (3) 16d PER 16" 2X(NOMINAL) 1400 1020 ANCHOR BOLTS ® %fi'OSB OR t%2" OKAY TO USE SIMPSON CNW-7/8" 1. MIN. 2 PER SILL. SWL PLY a) ® ONE BLOCKED 8d 3"! 12" O.C. YES (3) 16d PER 16" 2X(NOMINAL) 685 490 COUPLER TO EXTEND ROD. 2. WITHIN 12" FROM SILL END. %6"OSB OR t%2„ 1-3/4" .,.. SW4 ONE BLOCKED 8d 3"/ 12" O.C. YES (3) 16d PER 16" 2X(NOMINAL) 685 490 PLY D ® MIN. GW3 GWB BOTH BLOCKED 5d 4"/4"O.C. NO 5d @ 4"O.C. 2X(NOMINAL) 300 300 T. s (1_� _ritual- 4 CON " GALVANIZED THREADED I, �, HORIZONTALS IN FTG. SW-P 746"OSB OR t%2" ONE UNBLOCKED 8d 6"/ 12" O.C. NO 8d @ 6"O.C. 2X(NOMINAL) 300 240 ROD MIN 18" EMBEDMENT �►—i �� ►-r—� PLY C1� DEPTH INTO STEM WALL. �� SW8 '46"OSB OR 1%2" BOTH BLOCKED 8d 4"/ 12"O.C. YES (3) 16d PER 16" 2X(NOMINAL) 980 700 PLY 6) HEIGHT'H' IN VERTICAL HORIZONTAL SWO 'As" OSB OR t5/2' ONE BLOCKED 8d 3"/ 12" O.C. YES (3) 16d PER 16" 2X(NOMINAL) 685 490 a sI FEET REINFORCING REINFORCING PI Y n f (2)3"WASHER AND NUT ON NONE IF / C. BR O PLY=CDX, C-C, OR C-D PLYWOOD. OSB OF SIMILAR THICKNESS AND SPAN RATING MAY BE SUBSTITUTED FOR PLYWOOD. BOTTOM OF THREADED ROD. •MONOLITHIC QTY. (1)#4 -AI'co Oe © NAILS SHALL BE COMMON OR GALVANIZED BOX, UNLESS NOTED OTHERWISE. • AS SHOWN. �� 0'-2' .#4 @ 4'O.C. & WITHIN 6"OF O Q�' ` �� Q FOR WALLS DESIGNED TO HAVE LOADS TRANSFERED AROUND THE WINDOW OPENINGS, DOUBLE STUDS MUST BE PLACED ON EITHER SIDE OF EACH WINDOW • • • TOP OF WALL / ' '- ; WITH EDGE NAILING ALONG BOTH STUDS. PI II18"ABOVE FTG ® SWL TO BE CONSTRUCTED SIMILAR TO A CONVENTIONAL LATERAL RESTRAINT PANEL(LRP)WHEREBY THE HEADER IS EXTENDED TO THE OUTSIDE CORNERS. 2'-4' #4 @ 24"O.C. #4 @ 24"O.C. 's 9r �� ® INTERIOR WALL SHEATHING TO BE:Y2"GWB, 5d NAILS OR SCREWS @ 7"/7"O.C., BLOCKING NOT REQUIRED. ••a' • © NO HOLD-DOWNS ARE REQUIRED FOR THIS SHEARWALL I. t 95 , SSS�� ' NOTES: Q 74" ROD ALTERNATIVE TO SSTB28 ANCHOR BOLTS TO SILL PLATE FOUNDATION REINFORCING � ON"' ' (1)AS AN ALTERNATIVE TO THE SSTB20 HOLD-DOWN ANCHOR BOLTS, USE e"ALL-THREAD/THREADED ROD A-307 WITH A MINIMUM EMBED OF 10". USE SIMPSON EPDXY-TIE BOLT SYSTEM WITH"SET"HIGH STRENGTH EPDXY. CONCRETE MUST BE AT LEAST 7 DAYS OLD. (2) UNLESS NOTED OTHERWISE,ALL EXTERIOR WALLS SHALL BE CONSTRUCTED IN ACCORDANCE WITH SW-P(PRESCRIPTIVE WALL). (3)ALL CONNECTIONS NOT SHOWN ABOVE, SHALL CONFORM TO IBC TABLE 2304.9.1. AE_ 2X SINGLE TOP PLATE OPTIONAL N C2 W 4X4 PT POST 2X6 STUDS @ 16"O.C. W w � 1 z ND OF HEADER FLASHING REQUIRED = z Fz H HEADER PER PLAN II • w m U • , 2X STUD WALL PER PLAN q q u) cap rn VL! (2)2X STUDS (2)ROWS OF 16D ----DECK JOIST PER PLAN /� SYM. NAILS @ 3"O.C. POST BASEON ABU44 2X PT PLATE W/ANCHOR �/ POST 4"CONC. SLAB OVER 4. : _ • OPTIONALtil BOLTS @4 FT O.C. 6 MIL VISQUEEN Ie"CDPLY DECORATIVEBEVEL -- 10"SONO-TUBE � a O SQUARE OR ROUND iFASTEN ALL SHEATHING TO HEADER WITH ONESIDE _, z 10DNAILSINA3"GRIDASSHOWNAND3" "CDPLY �O.C. IN ALLFRAMING(STUDSANDSILLS). •• a SHEATHING 1 REQUIRED ON ,y��` GALVANIZED LUS HANGER 'n? IL ONE SIDE I /,///'" FASTEN 2X PT LEDGER WITH (2) ROWS z (4)#4 VERTICAL �// IE' y�1 � (2)#4 CONT. ( y1 5 OF "X 5"SIMPSON SDS SCREWS OR /, Si uJ HOOKS UNDIST. SOIL EQUIVALENT) INTO EACH STUD A(/ � a zw 16" za o A. t 1 PANEL SPLICE(IF NEEDED)SHALL OCCUR WITHIN 24" • 1--- O O / EL THICKENED SLAB DECK LEDGER DETAIL OF MID-HEIGHT. (2)2X BLOCKING tS REQUIRED FASTEN „ y • . a' 1OnBLOCKING TOGETHER WITH 16D NAILS @3"O.C. •• ••• ' r a '•• . / f„ . V^ SIMPSON HDUB EACH SIDE •• \ J� 1 (2)2X PT SILL PLATES ••9 �A� 2' A (4)#4 REBAR E SSTB20 OR PER DETAIL'Q' �I; • •• EACH WAY (� W MC IS bd• a • , 4 'e ' .a • a� a "DIA.A.6. 7" ad'a . '• I • Q . . � SONO-TUBE DETAIL a MIN EMBED. • 'a • \ •' I ',� C) til 6 o ea :d a W F! ® V CS 5.44 w co w W a SEC A - A CONNECTION PERDETAIL'LTS1 FLASHING REQUIRED 2X6 STUDS @ W • Z A 2X4RAFTER SIMPSON LSSU JOIST HANGER 16" O.C. W ^1.4 N N• C IH25 AT EACH RAFTER 2- OSB % q e1 N r, ^Y LATERAL RESTRAINT PANEL 16111�1� (2)4' x 42" SDS w o q SCREWS INTO EACH q q g `� STUD � '� ti.zt �-- N IIMI• rn �10uW04 w IIIMM1 g"X7"THREADED ROD ^y V EPDXIED INTO BEAM AND KNEE BRACE. 6X6 DF POST IN WALL ig"CD/OSB 2X6 STUDS @ 16" O.C. 8"DIA. X 10 ANCHOR MEMBER DS SCRMIN.3"INTO ECTED BOLTS @48" O.C. 7" MIN. 1 AG BOLTS TO CU) RAFTER TO WALL CONNECTION EMBEDMENT INTO CONC. BRACE T KNEE 6X6 DF KNEE BRACE #4 CONT. AT TOP POST IN WALL. , (2)#4 CONT. REBAR , OF STEM WALL li _� 4X6 DF �I s H V-BARS© H-BARS T-BARS V-BARS @ WALL riliP--- • 4' - 6' #4@18" O.C. #4@18" O.C. #4 @18" O.C. 6' - 8' #4 @ 12" O.C. #4 @ 18" O.C. #4 @ 18" O.C. STUDS PER PLAN STUDS PER PLAN �g"PLVOROSB ^ 8' - 1p' # @ 8" O.C. #4 @ 12" O.C. #4 @ 12" Q.C. KN EE BRACE CONNECTIONSHEATHING 6tl NAILS @12"O.C. Btl NAILS @12"O.C. �• , H-BARS CSiQ 30"LONG(O 5'O.C. {g"PLY OR OSB �,/ H #4 L-BARS, SPACING ® REBAR TO BE INSTALLED @ WALL CENTERLINE �� AND AT ALL CORNERS } SUB-FLOOR sHEArwNG T"SUB-FLOOR SAME AS V-BARS REBAR LAP=48'BAR E NOTE BIEL LOW _ OIST PER PLAN ' OIST PER PLAN Z '/� 4 DIAMETER —� EDGENAILPER Y�� W ;4 BN -- NOTE BELOW -- R 2X BLOCKING SHEATHING SPLICE Ate. 4"CONC. SLAB W/ H A B C D 1 II I'I Q I- 6X6X10/10 WWM . 4"DIA. TIGHT LINE ' II n/ O OVER 6 MIL V.B.AND T-BARS W 4" COMPACTED FILL iet . 4" DIA. PERF DRAIN 4 - 6 10 8 6 24 I ' END OF FULL LENGTH � aI immes �► i PIPE SET IN GRAVEL 8" „ ► � SHEATHING waningaim 0.`�. 6' 8' 16" 8 32" EDGE NAIL PER I I ow O iliaN !��! �,. EN TRUSS/RAFTER NOTE BELOW J J U U �•.or�•�•�•r•� tz 'i��e�` 8' 10' 24" 10" 8" 42" SIMPSON H1 @ DOUBLE TOP PLATE ]q"PLY OR OSB DOUBLE TOP PLATE v I Anil 1 1--/-i- f' \;!A EACH TRUSS �•.' B SHEATHING W Ct W Q W • . ,III. _lfiI Y "PLVAT ING TOP OF FULL SHEATHING Q / A JrB-7I� H.C LENGTH SHEATHING D D //� W / D [Al SHEATHING JOINT TO BE LOCATED 2"OR MORE H V{ it FROM TOP OR BOTTOM EDGE OF RIM JOIST. W CI) 0 EN = EDGE NAILING, 8d NAILS @ 6"O.C. OPTION A OPTION B 0 0 W z BN = BOUNDARY NAILING, 8d nails @ 12" O.C. D D I- 0 C Coi CRIPPLE WALL FOUNDATION TYPICAL WALL TO ROOF CONNECTION TYPICAL FLOOR TO FLOOR CONNECTION IY G Q NOTES: I— a) z (1) BOTH OF THE OPTIONS SHOWN ABOVE ARE STRUCTURALLY ACCEPTABLE. (0 C N Q (2) IF THE FULL LENGTH SHEATHING EXTENDS OVER THE RIM(NO SHEATHING JOINTS EXISTS IN THE VICINITY OF RIM JOIST,DOUBLE TOP PLATE, AND SOLE PLATE)THEN NEITHER OF THE TWO CONNECTION OPTIONS ARE REQUIRED. EDGE NAILING: /.� • NON-SHEARWALL(PRESCRIPTIVE/CONVENTIONAL)8tl NAILS @ 6"O.C. ` _ 1 of 2y • SHEARWALLS,SEE SHEARWALL TABLE 1. J / 1 GENERAL STRUCTURAL REQUIREMENTS -- 2015 IRC GFNERAL REQIIIRFMFNyTS 3. REINFORCEMENT: 10, [BOLTED HOLD DOWN ANCHORS: INSTALL PER MANUFACTURER' S A) DETAILING, FABRICATION AND PLACING: SHALL CONFORM TO ACI 315 1. VERIFICATION: VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE APPROVED PRODUCT EVALUATION REPORT. INSTALL HOLD DOWNS 1/2 AND ACI 318• LUMBER GRADES DOUGLAS FIR/LARCH OR SPF (FINGER JOINTED OK)• CONDITIONS BEFORE STARTING WORK. NOTIFY THE OWNER INCH MINIMUM ABOVE THE PLATE TO ALLOW FOR TIGHTENING ANCHOR BOLT• COMPLY WITH PS 20, AMERICAN SOFTWOOD LUMBER STANDARD AND STANDARD IMMEDIATELY OF ANY DISCREPANCIES, B) MINIMUM CONCRETE COVER: TIGHTEN HOLD DOWN ANCHOR BEFORE TIGHTENING POST BOLTS. USE EXTRA GRADING RULES FOR WESTERN LUMBER. C19% MAXIMUM MOISTURE CONTENT CARE IN BORING THE POST BOLT HOLES ( 1/32 TO 1/16 LARGER THAN THE 2. CONFLICTS: NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE CAST AGAINST & EXPOSED TO EARTH 3' BOLT DIAMETER). ] THE HOLD DOWN SHALL BE INSTALLED TIGHT TO THE AT TIME OF PLACEMENT. ] OVER THE GENERAL NOTES AND TYPICAL DETAILS IN CASE OF CONFLICT• EXPOSED TO EARTH OR WEATHER • • • • • • • , • „ • , • , • • • . , , , , • „ • 2' HOLD DOWN POST WITHOUT FILLERS OR DAPPING• THE POST BOLTS SHALL NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: , „1, DIMENSION LUMBER: BLOCKING E2' TO 4' THICK, 2' TO 4' SLABS, WALLS, JOISTS 3/4' NOT BE COUNTERSUNK INTO THE HOLD DOWN POST UON. DO NOT BEND HOLD & STUDS ( 10' MAXIMUM) WIDE]) [STANDARD] 3. CODES: ALL MATERIALS AND WORK SHALL CONFORM TO THE DOWN ANCHORS. ] REQUIREMENTS OF THE 2015 INTERNATIONAL RESIDENTIAL CODE ( IRC)• , BEAMS, COLUMNS (TIES, STIRRUPS, SPIRALS) 1-1/2' 11. PRESERVATIVE TREATED WOOD: WOOD EXPOSED TO THE WEATHER) 2. DIMENSION LUMBER: STUDS, [2' TO 4' THICK, 2' TO 4' 4• SUBSTITUTIONS: PROVIDE MANUFACTURER' S APPROVED PRODUCT C) CHAIRS, SPACERS AND SAND PLATES: AS REQUIRED TO MAINTAIN FOUNDATION PLATES ON CONCRETE SLABS, FOUNDATIONS WHICH ARE IN JOISTS & RAFTERS WIDE]) [NO, 1] EVALUATION REPORTS AND A LIST OF ALL PROPOSED D) VERTICAL REINFORCEMENT: SHALL BE DOWELED TO SUPPORTING DIRECT CONTACT WITH EARTH SHALL BE TREATED WOOD WITH PRESERVATIVE STUDS,I BLOCKING, [2'WID T 4' T• C7 / �1 I . .. BESUFORETUTIONS FABRICATOIONHE AND/ORRINSTALLATIONEVIEW AND APPROVAL RETEMCOEMBERSEWIOTHETHE SAME SIZE AND SPACING OF REINFORCEMENT ASSHOWN FROM NFIELD TION ACUTTING, BORS REQUIRED ING R UOR HANDLING SE. NEWLY XSHALL BESED RFIELD FACES RESULTING DNIN JOISTS AND RAFTERS `QP` W B O` 3; DIMENSION LUMBER: , , . , • , • • , , , , , C2' TO THICK, 5' AND E ACCORDANCE WITH AWPA M-4• �/ .r -A- 5. SIMILAR WORK: WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR IN THE DRAWINGS AND GENERAL NOTES, 18 4, BEAMS AND STRINGERS: [5' AND THICKER, WIDTH MORE NOTED FOR ANY PART OF THE WORK, SUCH DETAILS SHALL BE THE SAME AS 12. TOP PLATES TWO PIECES, SAME SIZE AS STUDS, STAGGER SPLICES \ E) SPACING: CLEAR DISTANCE BETWEEN PARALLEL REINFORCEMENT IN A THAN 2' GREATER THAN / ! A FOR SIMILAR WORK SHOWN ON THE DRAWINGS. 4' -0' MINIMUM. CENTER SPLICES OVER STUDS, SPLICE WITH [8-16d] LAYER SHALL NOT BE LESS THAN 1-1/2 TIMES THE NOMINAL DIAMETER OF THICKNESS]) [NO. 1] 4 $7 1 / THE REINFORCEMENT, OR 1-1/3 TIMES MAXIMUM SIZE AGGREGATE, NOR MINIMUM UON, ;, . 6• PIPES, DUCTS, SLEEVES, CHASES, ETC. : SHALL NOT BE PLACED IN 'NAL LESS THAN 1-1/2'• 5, POSTS AND TIMBERS' . . . . . . . . . • . [5' BY 5' AND LARGER, WIDTH SLABS, BEAMS, OR WALLS UNLESS SPECIFICALLY SHOWN OR NOTED NOR 13, FULL-DEPTH SOLID BLOCKING OR CROSS BRACING: INSTALLED AT NOT MORE THAN 2' GREATER SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC. , UNLESS INTERVALS NOT EXCEEDING 8 FEET FOR ALL JOISTS AND RAFTERS 2x12 THAN THICKNESS]) [NO. 1] GREAT SPECIFICALLY SHOWN. ❑BTAIN PRIOR APPROVAL FOR F) SPLICES (STANDARD LAPS): [401 DIAMETERS OR 24 INCHES AND DEEPER. INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC. WHICHEVER IS GREATER UON ON DRAWINGS. STAGGER BOTTOM SPLICES AT 6. HOLD DOWN POSTS: [NO, 1] LEAST 5' -0' FROM SPLICES IN OTHER BOTTOM REINFORCEMENT• STAGGER 7, EXCAVATIONS: LOCATE AND PROTECT UNDERGROUND OR CONCEALED SPLICES FOR TOP REINFORCEMENT SIMILARLY. 14, SOLID BLOCKING: TWO INCH FULL WIDTH BLOCKING (FIRE STOPS) IN CONDUIT, PLUMBING OR OTHER UTILITIES WHERE NEW WORK IS BEING CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED 6• NAILING: COMMON WIRE NAILS• PANEL NAILS SHALL BE DRIVEN SO I PERFORMED. SPACES, AT THE CEILING AND FLOOR LEVELS AND AT 10-FOOT INTERVALS THAT THE HEADS ARE FLUSH WITH THE SURFACE OF THE PANEL. FIELD BOTH VERTICAL AND HORIZONTAL, NAILING (FN) SHALL BE 12 INCHES ON CENTER AND THE MINIMUM PANEL O 0 MI } 8. CONSTRUCTION LOADS: MATERIALS SHALL BE EVENLY DISTRIBUTED IF EDGE DISTANCES SHALL BE MAINTAINED. (NIc W PLACED ON FRAMED FLOORS OR ROOFS. LOADS SHALL NOT EXCEED THE 4, ANCHOR BOLTS, DOWELS AND HOLD DOWN ANCHORS: SECURELY HELD IN 15• [CUTTING AND NOTCHING: DO NOT CUT, BORE, COUNTERSINK OR d' P7 W CA J 2 a ALLOWABLE LOADING FOR THE SUPPORTING MEMBERS AND THEIR PLACE PRIOR TO FOUNDATION INSPECTION BY THE BUILDING OFFICIAL• NOTCH WOOD MEMBERS EXCEPT WHERE SHOWN IN THE DETAILS• HOLES 7• MACHINE NAILING: PANEL NAILS SHALL BE DRIVEN SO THAT THE HEADS ARE - _ CONNECTIONS. THROUGH PLATES, STUDS AND DOUBLE PLATES IN WALLS SHALL NOT EXCEED FLUSH WITH THE SURFACE OF THE PANEL AND THE MINIMUM PANEL EDGE 1 N W2 � 00 0 40% THE MEMBER WIDTH AND SHALL BE LOCATED IN THE CENTER OF THE DISTANCES ARE MAINTAINED. q q J q 9. CONSTRUCTION METHODS AND PROJECT SAFETY: THE CONTRACT 5• PIPES, SLEEVES AND DUCTS: NOT TO BE PLACED IN WALLS, BEAMS, MEMBER. ] 8, GLUED FLOORS: FIELD GLUE TO ALL SUPPORTS AND T&G EDGES PER /A DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND SLABS, FOOTINGS OR COLUMNS UNLESS SPECIFICALLY DETAILED. APA, AFG-01• FRAMING SHALL BE FREE OF SURFACE MOISTURE & DEBRIS V DO NOT INDICATE METHODS, PROCEDURES OR SEQUENCE OF CONSTRUCTION. 16• INTERIOR WALLS: DOUBLE JOISTS UNDER INTERIOR WALLS PARALLEL TO TAKE NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY 6, CONSTRUCTION JOINTS: [ACI 117, 9 & 6. 4, 1/4 INCH AMPLITUDE PRIOR TO GLUING, 47 MINIMUM OR KEYED JOINTS PER PLAN. ] JOISTS AND PROVIDE SOLID BLOCKING UNDER INTERIOR WALLS PERPENDICULAR OF THE STRUCTURE DURING CONSTRUCTION• NEITHER THE OWNER NOR TO JOISTS, 9, INTERIOR GYPSUM WALL BOARD SHALL BE ATTACHED AS FOLLOWS (UON): le DESIGNER/ENGINEER WILL ENFORCE SAFETY MEASURES OR REGULATIONS. 7• ACTUAL DIMENSIONS: SLAB, WALL, BEAM AND COLUMN DIMENSIONS • 1/2' GWB -- 5D @ 7' O. C. (COOLER NAILS OR WALLBOARD) 4 CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY SHOWN ARE ACTUAL DIMENSIONS NOT NOMINAL DIMENSIONS ( I, e, A 4 INCH 17. END SUPPORT: ROOF AND FLOOR JOISTS OVER 4 INCHES DEEP SHALL • 5/8' GWB -- 6D @ 7' ❑• C• (COOLER NAILS OR WALLBOARD) 2F DEVICES, INCLUDING SHORING AND BRACING, AND SHALL BE SOLELY SLAB IS 4 INCHES THICK, NOT 3-1/2 INCHES. ) HAVE THEIR ENDS HELD IN POSITION WITH EITHER: RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY 10. EXTERIOR WALL SHEATHING (CD/OSB) SHALL BE ATTACHED TO THE FRAMING AS FOLLOWS (UON) li AND HEALTH STANDARDS, LAWS AND REGULATIONS. 8, CONCRETE CURING: ACI 318 FULL DEPTH SOLID BLOCKING) • 8D NAILS @ 6' 0• C, FOR EDGE NAILING, 2 NAILED BRIDGING) • 8D NAILS @ 12' O. C. FOR FIELD FASTENERS, 10, CHANGES TO THE DRAWINGS: OBTAIN PRIOR WRITTEN APPROVAL. 9. VIBRATION: ALL CONCRETE SHALL BE CONSOLIDATED WITH NAILING OR BOLTING TO OTHER FRAMING MEMBERS) OR 44( MECHANICAL VIBRATORS• APPROVED JOIST HANGERS. DESIGN CRITERIA 18, GALVANIZING: ALL EXPOSED STEEL TIMBER HARDWARE, FASTENERS 11. WOOD STRUCTURAL PANELS (PANELS): WHERE ADJACENT WALLS ARE ,� WOOD ( IBC CHAPTER 23) AND CONNECTORS, PANELED, PANELS SHALL BE INSTALLED OVER AND UNDER OPENINGS• ILL li? i 1. DEAD LOADS 7 ROOF 15 PSF 1. GRADE STAMPED DOUGLAS FIR/LARCH OR SPF, STUDS WITH FINGER JOINTS ❑, K, 12. UNLESS OTHERWISE NOTED, HEADERS TO BE 4X10 DF, 2 OR 6X8 DF. 2 FLOOR AT INTERIOR 10 PSF 7 2, NAILS: [COMMON WIRE] UNLESS OTHERWISE NOTED. EDGE OR END WOOD STRUCTURAL PANELS (PANEL) ( IBC CHAP. 23) FLOOR AT EXTERIOR 10 PSF13, INSTALL 2X4 'OUTLOOKERS' LAVED FLAT AT 48' D. C. TO SUPPORT GABLE � i DISTANCES IN THE DIRECTION OF STRESS SHALL NOT BE LESS THAN ONE END ROOF TRUSS. 2, LIVE LOADS: HALF OF THE REQUIRED PENETRATION (TABLE 23-I-G), THE SPACING 1, WALL PANELS [PLYWOOD], , , . , , �w [ STRUCTURAL I, 5 PLY] 14, WALL STUDS: HF• 2 OR DF, 2 STUDS AT 16" O. C OR 24' 0. C. Cr CENTER TO CENTER OF NAILS IN THE DIRECTION OF STRESS SHALL NOT BE [ 15/32 INCH 32/16] v, rx1 ROOF (BASIC LIVE LOAD) 15 PSF Cti LESS THAN THE REQUIRED PENETRATION• HOLES FOR NAILS, WHERE 15. U.O.N PRE-FRABRICATED FRAMING CONNECTORS: (SIMPSON MFG'ER OR EQ.) ROOF SNOW LOAD• • • , „ , , , , , , , , , • , • , • • • • • • • . • . • • • . 25 PSF NECESSARY PREVENT SPLITTING, SHALL BE BORED TO A DIAMETER 2. ROOF PANELS, . . • • • • • • • • • . , , , [STRUCTURAL I] • POST CAPS E-;: CCQ/ECCQ FLOOR 40 PSF ( 15/32 INCH 32/16] C� SMALLER THAANN THAT OF THE NAIL. • POST BASES: CBSQ OR CBQ 'q C) BALCONIES 60 PSF 3, FLOOR PANELS 24 C) C) . • , , , , , , , , , • • • . C STURD-I-FLOOR, SANDED] • TOP FLANGE HANGERS FOR 12"OR DEEPER BEAMS: HGLT OR GLT. 3• ANCHOR BOLTS (FOUNDATION ANCHOR BOLTS): PROVIDE [ 1/2] INCH [ 19/32] INCH 20 OC, T&G] • ALL OTHER TOP FLANGE HANGERS: HB, BA, LBV, WPU, HW, OR WM. 0(EXTERIOR EXPOSURE AT BALCONIES AND DECKS) • JOIST HANGERS: C9 O }4 3. LATERAL LOADS: DIAMETER ANCHOR OR MACHINE BOLTS WITH A MINIMUM OF [ 7] INCHES U SERIES ti • HURRICANE TIES: H1 EMBEDMENT INTO THE CONCRETE AND WITHIN [ 12] INCHES OF EACH END OF 4, BLOCKING: L' Lb SEISMIC DESIGN CATEGORY = D1 (REF. IBC 1616. 3) fj ti EACH PLATE. SPACE ANCHORS AT [48] INCHES ON CENTER UON. [ANCHORS A) WALLS: ALL UNSUPPORTED PANEL JOINTS SHALL BE BLOCKED SOLID 41 C\2 a Q; SEISMIC BASE BASE SHEAR = V = ( 1. 2SDS*W)/(R) SHALL BE LOCATED A MAXIMUM OF 2 INCHES FROM THE FACE OF STUD WITH [2x] BLOCKING W N W W SDS = THE DESIGN ELASTIC RESPONSE ACCELERATION AT SHORT PERIOD AS RECEIVING WOOD STRUCTURAL PANELS. ] [ANCHOR BOLT HOLES 1/32 TO _ [COMMON WIRE NAILS] q� Wki DETERMINED IN ACCORDANCE WITH IBC SECTION 1615. 1, 3• B) FLOORS & ROOFS: WHERE NOTED ON THE DRAWINGS, ALL UNSUPPORTED SIZE DIAMETER WIRE PENETRATION O) 1/16 INCH LARGER THAN THE ANCHOR BOLT DIAMETER. ] [HOLES MORE THAN ti 1-4 1/16 INCH LARGER THAN THE ANCHOR BOLT SHALL BE EPDXY FILLED UNDER PANEL JOINTS SHALL BE BLOCKED SOLID WITH [2X] BLOCKING. PENNY INCHES GAGE INCHES r, t\ g to W 0. 131 10-1/4 1-1/2 ^4 Gxj THE CONTINUOUS SUPERVISION OF A LICENSED SPECIAL INSPECTOR. ] W = THE EFFECTIVE SEISMIC WEIGHT OF THE STRUCTURE, INCLUDING THE lOd 0. 148 9 1-5/8 , q y,; W DEAD LOAD. 16d 0. 162 8 1-3/4 r, (/] ' N 4• BOLTS: NOT LESS THAN 7 BOLT DIAMETERS FROM THE END AND 4 PREFABRICATED WOOD I-JOISTS ( IBC CHAPTER 23) 20d 0. 192 6 2-1/8 'mot d k q N 3. 1. WIND EXPOSURE CATEGORY ' C' . (REF IBC 1609. 4) DIAMETERS FROM THE EDGE OF THE MEMBER, BOLT HOLES 1/32 TO 1/16 30d 0. 207 5 2-1/4 ^N U F-0 �� q 3. 2 BASIC WIND SPEED (3-SECOND GUST) = 110 MPH (REF IBC FIG. 1609) INCH LARGER THAN THE BOLT DIAMETER. ALL NUTS SHALL BE TIGHTENED 1, CODES AND FABRICATION: MANUFACTURER' S APPROVED [ ICBO] PENETRATION IS MEASURED INTO THE PIECE RECEIVING THE NAIL POINT. ~ 'b Q �01) • WHEN INSTALLED AND RE-TIGHTENED AT THE COMPLETION OF WORK OR PRODUCT EVALUATION REPORTS, FOUNDATION BEFORE CLOSING IN. THREAD PROJECTION SHALL BE 1/16 INCH MINIMUM 1-1/2 INCHES OF PENETRATION FOR IOd AND 16d NAILS IS ACCEPTABLE f•� [�� :1-11 "C BEYOND THE NUT. [BOLTS IN SPECIFIED SLOTTED HOLES SHALL BE 2, DEFLECTION: FLOOR LIVE LOAD DEFLECTION SHALL NOT EXCEED FOR TOP PLATES AND DOUBLED 2X MEMBERS. WHERE THE NAIL PENETRATION ^Mti C� q co q Q•, t L FOOTINGS SHALL BEAR ON SUITABLE, UNDISTURBED NATIVE SOILS AND/OR CLEAN FILL CENTERED IN THE SLOT UON• ] [L/480] AND TOTAL LOAD DEFLECTION SHALL NOT EXCEED CL/240], ROOF WILL BE LESS THAN SPECIFIED, INCREASE NAIL LENGTH (SIZE) TO "y [y COMPACTED IN LIFTS OF ONE FOOT OR LESS TO 95% OF A MODIFIED PROCTOR PE ASTM D1557. TOTAL LOAD DEFLECTION SHALL NOT EXCEED [L/180], OBTAIN THE PENETRATION REQUIRED FOR THE NAIL SPECIFIED. SOILS SHALL BE FIRM AND UNYIELDING SOIL. 5. LAG SCREW CLEARANCE & LEAD HOLES SHALL BE BORED AS FOLLOWS: ALL ORGANIC AND DELETERIOUS MATERIAL BENEATH THE FOOTINGS, FOUNDATIONSTHE CLEARANCE HOLE FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS 3. NAILING: USE A STAGGERED NAILING PATTERN, WHEN POSSIBLE, NAILING SCHEDULE - TABLE 2304. 9. 1 ( IBC CHAPTER 23) AND TO REMOVED AND REPLACED WITH GRANULARFILL COMPACTED TO 95% RELATIVE COMPACTION. BOTTOM OF FOOTINGS TO BEEBELOW LOCALLY THE SHANK, AND THE SAME DEPTH OF PENETRATION AS THE LENGTH OF BASED ON THE MANUFACTURER' S MINIMUM NAIL SPACINGS. SUBMIT FOR THE CONNECTIONS LISTED ARE THE MINIMUM PERMISSIBLE. [USE COMMON PRESCRIBED PRESCRIBED FROST ZONE, NOT LESS THAN 18". REPLACE ALL UNTHREADED SHANK, THE LEAD HOLE FOR THE THREADED PORTION SHALL REVIEW THE RECOMMENDED NAILING PATTERNS FOR ALL I-JOIST PRODUCTS. WIRE NAILS FOR ALL NAILED CONNECTIONS]• WHERE POSSIBLE, NAILS OVER-EXCAVATED AREAS WITH GRANULAR MATERIAL COMPACTED IN 12" MAXIMUM HAVE A DIAMETER EQUAL TO C60% TO 75%7 OF THE SHANK DIAMETER AND A DRIVEN PERPENDICULAR TO THE GRAIN SHALL BE USED INSTEAD OF TOE LIFTS TO 95% RELATIVE COMPACTION (RC). ALL FOOTINGS ARE PROPORTIONED AN) LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION• 4, BLOCKING, WEB STIFFENERS AND BRIDGING: AS REQUIRED BY THE NAILS• SEE THE DRAWINGS FOR ADDITIONAL NAILING REQUIREMENTS, DESIGNED FOR 1,500 PSF ALLOWABLE SOIL BEARING PRESSURE. MANUFACTURER' S APPROVED PRODUCT EVALUATION REPORTS, I 6• 1/4'x3'x3' SQUARE STEEL PLATE WASHERS TO BE USED FOR EACH SILL PLATE THE CALCULATIONS AND THE DRAWINGS. JOIST TO SILL (PLATE) OR GIRDER, TOENAIL 3-8d 2. SLAB-ON-GRADE: SUB-GRADE BELOW SLABS SHALL BE SIMILAR TO ABOVE EXCEPT ANCHOR BOLT CONNECTION. BRIDGING TO JOIST, TOENAIL EACH END• . . , • • • . . , . . . . . . . . . . . 2-8d THAT 92% RELATIVE COMPACTION IS ACCEPTABLE. A LAYER OF FREE DRAINING 5, JOIST CHANGES: OBTAIN CONSENT FROM THE ENGINEER TO 1' X 6' SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL• , • , • • • 2-8d MATERIAL AND A SUITABLE VAPOR BARRIER ARE RECOMMENDED FOR THE INTERIOR CHANGE THE JOIST TYPE, DEPTH OR SPACING. WIDER THAN 1' X 6' SUBFLOOR TO EACH JOIST, FACE NAIL• „ . 3-8d SLAB. 2' SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL. . . . 2-16d SOLE PLATE TO JOIST OR BLOCKING: REINFORCED CONCRETE y STRUCTURAL GLUED LAMINATED MEMBERS ( IBC CHAPTER 23) FACE NAIL. . . . . . . . .NAIL. . . , . . . , . . . . . . . . . , . 16d AT 16' BRACED WALL PANELS 3-16d PER 16' ' 1, MATERIALS: 1. CODES: ANSI (A190. 1), AITC & APA. TOP PLATE TO STUD, END NAIL 2-16d v CEMENT ASTM C 150 TYPE [ II] 7• CUT STEEL WASHERS: FOR BOLTS, LAGS AND NUTS, URN, STUD TO SOLE PLATE: TOENAIL 4-8dZ. AGGREGATE REINFORCEMENT ASTMMAC6157 GRADEDARD C60]WEIGHT] 1 TYPICAL #5 & LARGER 8• FRAMING CONNECTORS: PER MANUFACTURER' S APPROVED PRODUCT 2, MATERIALS END NAIL 2-16d EVALUATION REPORTS AND INSTALLED ACCORDINGLY. LUMBER [DOUGLAS FIR/LARCH] DOUBLE STUDS, TYPICAL FACE NAIL 16d AT 24' REINFOANCHORRBOLTS, • , • • • • • ASTM A-61536GRADE [40] TYPICAL #4 & SMALLER COMBINATION• • • • , • , , , „ „ • [24F-V4 FOR SIMPLE SPANS] DOUBLED TOP PLATES: FACE NAIL 16d AT 16' W ANCHOR BOLTS• , • • , . , . ASTM A-36 HOOKED ANCHOR BOLTS SIZE AND NUMBER OF NAILS TO BE MAXIMUM SPECIFIED BY THE MANUFACTURER UON, COMBINATION [24F-V8 FOR CANTILEVER SPANS] LAP SPLICE 8-16d ANCHOR BOLTS ASTM A-307 HEADED MACHINE BOLTSLAMINATIONS [2 INCH NOMINAL] BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE 3-8d O 9. [NAILED/SCREWED HOLD DOWN ANCHORS: INSTALL PER CONDITION OF USE [DRY] RIM JOIST TO TOP PLATE, TOENAIL• . • , • , • „ • • „ • „ • , • , • 8d AT 6' L.L I- cic 2. CONCRETE STRENGTHS: THE CONCRETE STRENGTHS SHOWN IN THE MANUFACTURER' S APPROVED PRODUCT EVALUATION REPORT. INSTALL ADHESIVES, „ • , , • , • • • • • • • • [ASTM D2559 WET USE] TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL 2-16d CIZ D FOLLOWING TABLE ARE THE MINIMUM COMPRESSIVE STRENGTHS AT 28 DAYS) HOLD DOWNS 1/2 INCH MINIMUM ABOVE THE PLATE TO ALLOW FOR APPEARANCE (AITC 110). . . . [ INDUSTRIAL] CONTINUOUS HEADER, TWO PIECES (ALONG EACH EDGE), • . 16d AT 16' W Q AND THE AGGREGATE (AGG) SHOWN IS THE MAXIMUM SIZE• CONCRETE SHALL TIGHTENING ANCHOR BOLT, THE HOLD DOWN SHALL BE INSTALLED TIGHT TO CEILING JOISTS TO PLATE, TOENAIL. . . • • . • • • , • , , , , , • , • • , • • • 3 8d J ' 1Z U BE STANDARD WEIGHT CONCRETE ( 150 PCF), UON. CONTINUOUS HEADER TO STUD, TOENAIL 4-8d THE HOLD DOWN POST WITHOUT FILLERS OR DAPPING• DO NOT BEND HOLD 3, PRESSURE TREATMENT & PROTECTION: DOWN ANCHORS. ] A) COLORLESS END SEALER: SHALL BE APPLIED IMMEDIATELY TO THE CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL -16d w ITEM OF STRENGTH AGG SLUMP (�/ W ENDS OF ALL MEMBERS AFTER FABRICATION AND FIELD TRIMMING, CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 3-16d �+-- Q J CONSTRUCTION (PSI) ( IN) ( IN) RAFTER TO PLATE, TOENAIL, • • • , , . , , , • . . . . . , • • , • • • , • , • , • • • , 3 8d Q Q W MEMBERS SHALL BE INDIVIDUALLY WRAPPED. 1' BRACE TO EACH STUD AND PLATE, FACE NAIL• , • • • , , , • . , • • • 2-8d L__ � W LL_ ft FOUNDATIONS 3 500 1-1/2 4 B) PRESSURE TREATMENT: FOR ALL MEMBERS EXPOSED TO WEATHER AND 1' X 8' SHEATHING OR LESS TO EACH BEARING, FACE NAIL. • . , 2-8d 0 0 (n 0 SLABS ON GRADE, , , , • • • • 3, 500 1 4 NOT PROTECTED BY A ROOF OR EAVE OVERHANG, WIDER THAN 1' X 8' SHEATHING TO EACH BEARING, FACE NAIL. 3-8d Q Q Q 0 BUILT-UP CORNER STUDS 16d AT 24' C) FIELD TREATMENT: ALL CUTS, HOLES, ETC. SHALL BE RE-COATED AS BUILT-UP GIRDERS AND BEAMS. . . . , . „BEAMS. , , . , . , . , , , . , , , , , , , , . , , . 20d AT 32' Q� Q Q 2 Q RECOMMENDED BY THE MANUFACTURER. AT TOP AND BOTTOM STAGGERED 1••� 7 4. SHAPED MEMBERS: PROVIDE ADDITIONAL COMPRESSION/TENSION 2' PLANKS, EACH END AND EACH 2BEARING-20d AT ENDS AND AT EACH SPLICE r CO Z CO CO Y N Q LAMINATIONS WHERE TOP/BOTTOM LAMINATIONS HAVE BEEN SHAPED, THE DEPTH SPECIFIED DOES NOT INCLUDE THE SHAPED LAMINATIONS• U, 0, N = 'UNLESS OTHERWISE NOTED' ON DRAWINGS. S2 of Gn} 1 Structural Calculations r-- r E ,'L} r s Knott Residence 1-1 nl 209 Mansfield Court APR 1 If 20 17 Anacortes, WA April loth,2017 CITY OF ANACORTES Contents 1-14 Standard Structural Specifications and Calculations. 1• C. BRAID ii,:)‘ *.dekviA444k)(4 • 471 i. 37864 is, .�t` �rsrl}R��' ONAL The engineers seal and signature above indicates that the engineer of record assumes full responsibility for the subject structure. Structural drawings Si through S2 have been signed and sealed by the engineer of record and represents a required element of the building specifications. The architectural plans have the engineer's red-lines electronically incorporated and have been signed and sealed by the engineer of record for the structural aspecs only. Notes,Disclaimers: • Bradley Engineering,Inc.takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. BRADLEY ENGINEERING, INC. 811 Yew St. Bellingham,WA 98229 Ph. (360)752-5795 BRADLEY ENGINEERING, INC. 2 STANDARD STRUCTURAL SPECIFICATIONS: 1) Loads: a) Roof live load: 16 psf b) Seismic Design Category: D1 c) Roof dead load: 15 psf d) Wind: 110 mph and Exp "C" e) Snow Load 25 psf f) Floor Live Load: 40 PSF g) Floor Dead Load: 10 psf h) Balcony Live: 60 psf i) Deck Live: 60 psf j) Exterior Wall Dead: 12 psf k) Interior Wall Dead: 10 psf 2) Applicability of these specifications: a. These specifications shall be adhered to for all work addressed in this report. b. Some sections of these specifications may not apply to the scope of work of Bradley Engineering, Inc. Use of these specifications for work outside of Bradley Engineering's scope shall be at the sole risk of the contractor. 3) Limited scope of Bradley Engineering's work: a. The scope of work of Bradley Engineering, Inc. is limited to the vertical and lateral analysis of the subject structure. Bradley Engineering, Inc. takes no responsibility for items not specifically addressed in the calculations, drawings, or call-outs. b. All structural and other matters not shown or addressed in the following calculations and sketches do not form part of the scope of work of Bradley Engineering,Inc. 4) Ownership of this report: a. Ownership of this report, all calculations, sketches, and other intellectual Information pertaining to the project shown herein shall remain the sole propriety of Bradley Engineering, Inc. Bradley Engineering, Inc. will furnish copies of this information to others only with the express permission of the client. b. These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents are not valid, and shall not be used for any other project. 5) Completion of Bradley Engineering's current scope of work: a. Submittal of this report to the client completes the present scope of work and budget of Bradley Engineering, Inc. All other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on a time and materials basis. 6) Basis of Design — Applicable Codes: a. This design is based on the 2015 IBC. All construction shall adhere to the minimum requirements of the IBC. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. 7) Competent Construction Personnel: a. Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 8) Temporary support and bracing: a. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included, unless specifically shown. Contractor or owner should check all temporary- supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. b. Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this purpose). For retaining walls that are to be connected to horizontal (floor or slab) diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. 9) Conventional Wood Framing: 3 a. General Construction: Pre-drill all nail holes where required to avoid splitting. Connect all wood members per the attached sketches, callouts, and the IBC. b. Bolts: Unless otherwise specified, use washers on all bolts; tighten all bolts to a very tight snug wrench tight condition; use standard A307 bolts; use hooks on all embedded anchor bolts. Provide the following minimum edge distances between the centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: i. 1 inch diameter bolts .2.5 inches ii. 5/8 inch diameter bolts 3 inches iii. 3/ inch diameter bolts .3.75 inches iv. 7/8 inch diameter bolts 4.3 inches v. Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges, webs, etc) shall be one inch. vi. Engineer shall specifically approve any bolted connection using less edge distance than shown above. c. Lag Bolts: All lag bolts greater in diameter than 'A" shall have pilot holes Pre-drilled. Size of pilot hole in threaded portion shall be 70% of the unthreaded Shank diameter. d. Nails: All nails used and specified in drawings and sketches shall be common Nails unless shown otherwise. Common nails may be substituted with nails of the Same shank diameter and same length. e. Built-Up Beams. Built-up beams consisting of dimension lumber (typically 2X stock) are permitted in lieu of sawn solid beams only if the 2X's are oriented such that they are not stacked on top of each other with the sum of their weak axes resisting load,but are nailed together side-by-side, with the sum of their strong axes resisting load. Use 16d face nails at 6" OC staggered into all tributary members. No splices allowed. f. Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and/or soil. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors (including nails, bolts, Simpson or other framing connectors, etc.) or structural steel members. g. Blocking/Bridging. Provide full depth bridging or blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top. Provide solid blocking at all bearing points. Framed floors which support posts shall be solidly blocked within the floor to positively transfer posts loads through the floor to the supports beneath. h. Partition Walls. All non-shear wall partition walls on slabs shall be secured with 0.145" diameter power pins at 12" OC, unless otherwise shown. Shear wall partition walls on slabs shall be connected to the slab with the anchor bolting schedule shown above and herein. i. Provide double joists under all non-bearing partition walls. Partition walls which carry loads from above shall bear on joists or beams sized to carry said loads, j. Beam Supports (Trimmers). All Glulams or Parallam beams shall have (at a minimum) double trimmers or a 4X post at each bearing point unless otherwise shown. Sawn beams 6X12 or less may use single trimmer at bearing points, larger size sawn beams to use double trimmer or 4X post. 10) Pre-fabricated Framing Connectors: a. Manufacturer: Simpson brand is specified, however any other nationally recognized brand (Silver, KC, etc.) may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. b. Installation: The contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements (locations, exposure, end and edge distances, fasteners, etc.). The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. c. Default Connector Types. Unless otherwise shown, the following metal plate connectors shall be used. Post caps PC series Post bases PB series Beam hangers Top flange type, HB, JB, PF, HUSTF, HUTF, or equal. Joist hangers U series. Truss and rafter holdowns H2.5 at each heel to double plate. • 11) Footings, foundation, and Slab on grade: 4 Geotechnical Report. Soils analysis and geotechnical engineering are not a specialty of Bradley Engineering, Inc. Bradley Engineering, Inc. depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. Bradley Engineering strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all land based construction projects. Foundations, Footings on Soil: All footings to bear on undisturbed existing soil, unless otherwise shown in the plans or calculations. All organic and deleterious material beneath the footings, foundations and slabs to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of footings to be below locally prescribed frost zone, not less than 18". Replace all over-excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). All footings are proportioned and designed for 1,500 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner's representative. Slabs on Grade: Sub grade below slabs shall be similar to the above, except that 92% relative compaction is acceptable. A layer of free draining material and a suitable vapor barrier (designed by others) are recommended for all interior slabs. Contraction Joints: Contraction joints shall be provided in all slabs at a maximum of 12 feet on center in each orthogonal direction. Contractor may use tooled joints or 'zip strips'. Light gage metal keyed joints are not recommended in slabs subject to vehicular traffic. Slab reinforcement shall be continuous across all contraction joints. Expansion (isolation) joints: Expansion (isolation) joints are required where new concrete slabs are poured against existing concrete or masonry, and where shown on the plans. Expansion joint material shall be asphalt impregnated fiber board or similar, 1/2 inch thick. Construction (cold) joints: Where used, the previously placed concrete surface shall be clean and free of laitance. Reinforcing shall be continuous across the joint. Cold joints in slabs should be full depth, vertical face, and form a straight tooled edge. Cold joints constructed in this manner may also function as contraction joints. Footing Drains: Footing drains, with washed drain rock extending to within one foot of top of finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4" perforated pipe routed down gradient to daylight, unless otherwise specified. Where footings and foundations are placed on compacted material, fill shall be well graded granular material with not more than five percent passing a number two hundred sieve. Fill shall be placed in eight inch maximum loose lifts and shall be compacted to ninety-five percent of the maximum density at optimum moisture content (modified proctor test). 12) Concrete and Reinforcing Steel: a. Concrete shall be 2,500 psi ultimate strength at 28 days. Concrete shall not have less than 5 sacks cement per cubic yard and not more than 4 inches of slump. Maximum size of aggregate shall not exceed 1 1/2 inches. b. Reinforcing steel larger than#4 bar shall be ASTM A615, grade 60. Reinforcing steel less than or equal to #4 bar shall be Grade 40. Reinforcement shall be fabricated and placed in accordance with "ACT Manual of standard practice". Right angle bars "L" shall be lapped with straight bars at footings and wall intersections. c. Minimum clear cover for reinforcing steel shall be: i. Bottom of footing 3" ii. Top of Footing 2" iii. Vertical face exposed to earth 1.5" 13) Wood Framing: 5 a. Lumber shall be in accordance with"National Design Specification" of the National Forest Products Association. Unless otherwise noted, species and grade of lumber shall be as follows: Mud Sills Hem-Fir No. 2 treated Interior Framing: Floor and Roof Joists D. Fir No. 2 or better Wall Framing D. Fir No. 2 or better 4" x Headers and Beams D. Fir No. 2 or better 6"x Headers and Beam D. Fir No. 1 or better Exterior Framing: 4"x Headers and Beams Hem-fir No. 2 treated 6"x Headers and Beams Hem-fir No.1 treated All other framing not noted D. Fir No. 2 or better b. Plywood or OSB Shear Walls. All plywood on shear walls, unless specifically noted, shall have all edges blocked. All blocking to receive edge nailing. Any exterior wall not specifically shown as a shear wall shall be Type 2.1. All shear walls shall be positively connected to horizontal diaphragms at their tops and bottoms. Plywood, use A.P.A. trademark CDX plywood unless otherwise noted. Store and install in accordance with the recommendations of A.P.A. and UBC for shear resisting vertical and horizontal diaphragms. c. Plywood Roof. If roof diaphragm is not specified in Plans or Calculations, use 1/2" CD/OSB over non-blocked supports at 24" OC. Nail with 8d at 6" on edges, and 12" in field. Contractor to verify all span ratings. d. Floors. All wood floor diaphragms shall be glued and nailed. Use thickness as shown on the Plans. Contractor to verify all span ratings of plywood. Where otherwise not shown on Plans, nail floor diaphragm using 10 penny (screw type nails recommended) at 6" on edges, 12" in field, non-blocked, per UBC Case 1 pattern. 14) Anchor bolts: Anchor bolts shall be in accordance with ASTM A307 standards. Anchor bolts shall be 1/2" Diameter, 10" long, spaced at 4' O.C. unless otherwise noted. For new construction, anchor bolts shall be placed in thickened concrete slab or foundation walls at the time of placement of concrete. In no case shall fewer than 2 anchor bolts be used per panel. 15) Epoxy bolt connections: As an alternative to the SSTBxx hold-down anchor bolts required/specified use either 5/8" or 7/8" A-307 all-thread (threaded rod) anchor bolts with a minimum embed of 10"per the following specifications. Use Simpson epoxy-tie bolt system with SET high strength epoxy, with zinc plated, A307 'all-thread' bolts as shown in the sketches. Drilling of holes and installation shall be in strict accordance with manufacturer's recommendation. Concrete must be at least 7 days old. 6 IBC SECTION 1613 EARTHQUAKE LOADS 1613.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7, excluding Chapter 14 and Appendix 11A. The seismic design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7. Exceptions: 1. Detached one- and two-family dwellings, assigned to Seismic Design Category A, B or C, or located where the mapped short-period spectral response acceleration, Ss, is less than 0.4 g. 2. The seismic force-resisting system of wood-frame buildings that conform to the provisions of Section 2308 are not required to be analyzed as specified in this section. 3. Agricultural storage structures intended only for incidental human occupancy. 4. Structures that require special consideration of their response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria, such as vehicular bridges, electrical transmission towers, hydraulic structures, buried utility lines and their appurtenances and nuclear reactors. Generally speaking,the lateral structural engineering for residential homes in Washington State is governed by wind rather than seismic. in other words the lateral wind loads exceed the lateral loads generated by seismic forces.Therefore the wind loads are used in the specific lateral analysis in lieu of the seismic loads. This is largely due to the fact that conventionally framed wood structures are relatively light and generate relatively small seismic loads compared to the wind loads. In rare instances when the geometry of the building is such that the aspect ratio (longitudinal length divided by lateral length)exceeds 2.5 then a seismic analysis is warranted. The other exception is when the roof or walls are constructed of concrete or other heavy materials. Seismic Analysis Warranted not required if the following conditions are true: 1) Conventionally framed wood walls and roof? Yes 2) Aspect Ratio<2.5? Yes Longitudinal wall distance=47' Lateral wall distance=47' Aspect Ratio=47'/47'=1.0 Therefore:specific seismic analysis is NOT required. See attached wind analysis for lateral analysis. 7 Wind Analysis, Knott Residence ,,'� N�A 209 Mansfield Court � �- "�' i�` Anacortes ` Inputs: ,,- 1 f 1Wind Speed,V 110 mph Height,H 27 feet Roof Angle 30 degrees - .....6 " c" Exposure Category C / I>- --..__ 1 Risk Category II � �- 0,,,..--r Horizontal Pressure Zone C .=�- U Topographic Factor, Kzt 1 j"� tf r c- -- � dill. „------------- ..--"-- Enclosure . - -1 . - �� f Risk: - O. __ C� C -- Low risk to human life in event of failure _ 0 f II Most small residential structures III Substantial risk to human life in event of failure s ,D?.' Zone: A End zone of wall - 1110111 , �, ® 'co ___ ` '- v v,ye a 3-� /! :-- 0 End zone of roof ""'"' .�L`® , ; C Interior zone of wall Gast)AA -.4 D Interior zone of roof I © !,� -�r ��. -cam Exposure: r_.. B Areas closely surrounded by obstructions - Case B C Open terrain and scattered obstructions D Flat unobstructed areas or close to large body of water Determine A,adjustment factor for building height and exposure Determine Ps30,simplified design wind pressure Calulation of A(ASCE 7-10 Figure 27.3.1) Calculation of Ps3o(ASCE 7-10 Figure 28.6-1,V= 110 mph) Height (ft) Exposure 0 Exposure C Exposure D Roof Angle Zone A Zone B Zone C Zone D 0 1.00 1.21 1.47 0 19.2 -10.0 12.7 -5.9 15 1.00 1.21 1.47 5 19.2 -10.0 12.7 -5.9 20 1.00 1.29 1.55 10 21.6 -9.0 14.4 -5.2 25 1.00 1.35 1.61 15 24.1 -8.0 16.0 -4.6 30 1.00 1.40 1.66 20 26.6 -7.0 17.7 -3.9 35 1.05 1.45 1.70 25 24.1 3.9 17.4 4.0 40 1.09 1.49 1.74 30 21.6 14.8 17.2 11.8 45 1.12 1.53 1.78 45 21.6 14.8 17.2 11.8 50 1.16 1.56 1.81 55 1.19 1.59 1.84 Ps30C= 17.2 psf 60 1.22 1.62 1.87 A= 1.37 I Calculate simplified design wind pressure Pressure P = A* Kzt* Ps30= 23.56 psf I Design wind forces shall not be less than 16 psf. (2015 IBC 1609.6.3) Pressure P = 23.56 psf 1 8 Wall Location: East Elevation Description: Lower Level Garage Walls `tributary Projected Area (ft) Calculations: Height 27 ft Pressure = 23.56 psf Width 14 ft Force = PressureArea 8907 lb Width 2 (opt.) PLF= Force/Wall Resist= 342.58 lb/ft length Height 2 (opt.) - -- - ------- r - - - Area 378 ftA2 Case 1: Conventional O.IC. PLF< 300 Case 2: SW4 & FIDU2's 300 < PLF< 685 An-nount of Resisting Shear Wall Case 3: SW5 or SW8 & HDU2's 685 < PLF < 980 Wall Resist= 2.5 ft Case 4: SW5 & HDU8's 980 < PLF< 1400 2.5 ft Case 5: Other sheathing methods required 1400 < PLF < 2435 3 ft Case 6: Shear capacity for double sided wall exceeded 2435 < PLF -- - -15 ft I Note: Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. ease:— 2_. Summary: East Elevation lower Floor walls are case 2, conventional IWaII Resist = 'I 26 ft f sheathing does not adequately resist lateral loads. Lateral Restraint panels will be used on both sides of garage openings and h1DU2 hold- downs are required at foundation. Wall Location: East Elevation -- Description: Main Floor Tributary Projected Area (ft) Calculations: Height 15 ft Pressure --- 23.56 psf Width 18 ft Force = PressureArea 6362 lb Width 2 (opt.) PLF = Force/Wall Resist= 276.62 lb/ft length Height 2 (opt.) ,:._--. -.. --------- _- Area 270 ft"2 [Case 1: Conventional 0.1<. _ PLF< 300 _^ Case 2: SW4& HDU2's 300 < PLF < 685 Amount or Resisting Shear Wail !Case 3:SW5 or SW8 & HDU2's 685 < PLF < 980 Wall Resist = 2.5 ft Case 4: SW5 & HDU8's 980 < PLF< 1400 3 ft j Case 5: Other sheathing methods required 1400 < PLF< 2435 2.5 ft !Case 6:Shear capacity for double sided wall exceeded 2435 < PLF 2.5 ft = -- - 2 ft I Note: Shear nominal capacities taken from SDPWS Table 4.3 and 2 ft adjusted in accordance with SPDWS Section 4.3. Shear wall aspect 4.5 ft ration shall not exceed 3.5:1. If requirements are not met portal framing 4 ft methods can be used. Case: 1 —= Summary: East Elevation main floor walls are Case 1, adequately braced 'Wall Resist= ft I by conventional sheathing. No special shearwalls or hold-downs required.The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties,etc. —� 9 Wall Location: West Elevation Description: Main Floor Walls 'tributary Projected Area (ft) Calculations: Height 15 ft Pressure = 23.56 psi' Width 13.5 ft Force = Pressure*Area 4772 lb Width 2 (opt.) PLF = Force/Wall Resist = 212.08 lb/ft length Height 2 (opt.) -- —�► Area 203 ft^2 Case 1: Conventional O.K. PLF < 300 Case 2: SW4 & HDU2's 300 < PLF < 685 Amount of Resisting Shear Well Case 3: SWS or SW8 & HDU2's 685 < PLF < 980 Wall Resist = I 4.5 ft I Case 4: SW5 & HDU8's 980 < PLF < 1400 2 ft Case 5: Other sheathing methods required 1400 < PLF < 2435 2.5 ft Case 6: Shear capacity for double sided wall exceeded 1 2435 < PLF 2 ft 2 ft Note: Shear nominal capacities taken from SDPWS Table 4.3 and 3.5 ft adjusted in accordance with SPDWS Section 4.3, Shear wall aspect 6 ft ration shall not exceed 3.5:1. If requirements are not met portal framing methods can be used. Summary: West elevation main floor wall line is case 1, conventional Wall Resist = 22.5 ft I sheathing; okay, no hold-downs or shear walls required Narrow wall panels along dining room wall to be sheathed with SW4 shear walls, and E IDU2 hold-downs required. !Location: Remaining Walls Description: S m ra ary: Remaining walls are adequately braced by conventional sheathing (not necessarily "prescriptive") by inspection. No special shearwalls or hold-downs required. The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties, etc. C Bradley Engineering, Inc. ; ill Yew St. Bellingham, WA 98229 ec»`.dSI RUCTION U N( ;'; f'rr C Qif� 0 i o1 fmpn f1n ot: Top and baton pram bo la'saty supported of supports ;nd of it-ft max intoned t a torn in raninaticrn wa cursed Gu'arrc. Donnie linfino not conzidcred. Con-pbont Kite 2000- 2003 IBC. AI dcacns shcu'd bo checked by a em+pe9nt prole-simrul Al peers;Tat empty will Stolz Engineering Lnn. Injury cad/cr 6^a'%can rift from improper use of then product Job Name: Knott Residence Loud and Span Diagram {NG( To Sczo. Pk:h, a pny, not Jx3:,n) - - Beam LD.: Covered Deck Seam eW - 600 Other info,: D0 - Main Span, L = 10.00 ft �00 - Main Span Max. Moved Live Deft L / 480 = a251n 0 n 2 6 �a fro tlz Main Span Max. Abend Total Dell: L / 360 1 = 0.33;• n zoo - x Cantilever (Overhang) Exists? ::, a ; -400 - -0.0 :12 -600 1 Span (0)Pitch if Sloped: 0.0 :12 Load Duration ,.., ,, ) t.. v - Loads From Continuous Member? •., v Add Self WL? 1 0 yg 0 do For Wood and Press Treated? Wet Gond? Terri? Cond. Sarin Member Repetitive Use? vj GluLarrts Orly: I r:.:r : ity. ii. 111'.I v br; Concentrated (Point) Loads Trib. Length Live Load, psf Dead Load, psf Trib. Width, ft ft. _ Live. lbs Dead. lbs LncaGnn f Point Load A 40 psf 10 psf - - xA Point Load B 25 psf 10 psf - - xo = Point Load C Descrip n, opt1: 4,600 lb 1,840 lb xc = 3.00 ft Point Load D Descrip•n, col xD = Point Load E Doscrip'n• opal: XE = Point Load F Descrip•n, opt1: xF = . Point Load G Descrip'n, opts: xo = Point Load I-I Descrlp-n. opal: xrl = Note: Location Measured From Left Support 4x And Smaller (Lumber) 5x And La_ rget (Timbers) Lumber Material if •.• . ,• Timber Material I r • r 1.101 unit n Lumber Grade i -: : •: . Timber Grade I•:: e Acceptable Solutions Acceptable Solutions - - __ - 12x12 - - - 6x12 14x14 Jt"' List properties for what - ----- - B x 12 1 G x 16 size lumber? . - : , i . --'- - v 1 - M asterisk ' 10 x 10 ---_--.__ ---- Slf Wt=24.9 indicates a non- List properties for Fb=1467 Fv=207 Fcp=625 E=1600000 SI1W1=2.82 accoptablesore. what size? __, -_ __.,__--V. Fb=1479 Fv=196 Fcp=625 E=1G00000 Glued Laminated Members 2.0E Parallam PSL Glulanl Grade , :: w 5-1/4" x 9-1/4" - Acceptable Solutions 2-11/16" x 11-1/4 ` 7" x 9-114" 2.5" x 12" 5.125" x 10.5" 3-1/2" x 11-1/4" Slf WI= 18.5 List properties for �j_ .__ List giu lam properties for 3" x 12" 6.75" x 9" what size? t v I Fb=3335 Fv=333 5 Fcp=750 E=2000000 _ -- --- - what size glulam? 3.125" x 12" 8.75" x 9" I-Level, TM vI 5" z10.5" Web -- I Fb=2760 Fv=276 (Fcp=748 E=1800000 Fbt=2127.5 Self Wt=12.85 _ Stiffeners? � -__ -.__ _ 1.9E Pulicroilam LVL 1-314" x 14" I (3) 1-3/4" x 9-1/4" - I. - List properties for what size LVL? (2) 1-314" x 11-114" - ••; A Fir=2990 Fv 327.75 Fcp=750 E=1900000 Sif Wt=16.4 1.3E Timberstrand LSL M asterisk • 1 .55E Tlmberstrand LSL qq_ =- + indicates a non- (3) 1-3/4" x 9-1/2" f List properties for what -- -____ f List properties for acceptab.e Born. size LSL? what size? (2) 1.3/4" x 11-1/4" I Slf Wt= 19.3 ;_•__ • v I Fb=2185 Fv=172.5 Fcp=680 E=1300000 Sif Wt=7.4 v i Ft> 2674 Fv=356.5 Fcp=800 E=1550000 -- . -- - ---• Finat Member Results Final Prlernber : ,1 :: ,1,d sr _ Final Meniiaer: 5.125" x 10.5", Glued Bending Overdosign: 50.5% Material Library . ....,. -pen; :. r_ s .:-:.4l.,:.. • I Laminated, 24F-V4 (tDFIDt") Shear Overdesign: 117.0% Final Size: ; s's .x :n s - - - v Deflection Overdesign: 57.0% Lin. Bearing Lengths : = 1.50 In. (Left) : = 1.50 In, (Right) Use Conditions Slooted; Bearing / Buckling Ovordsgn: WA Vert Dill (approx): 0,00 ft True Len (approx): Final member OK by: 57.0% Actual member Size: 5.125' x 10.5" 10.00 ft Controlling criteria Is: Deflection Reactions Final Membnr Additional Information Location Live Case IBracinn Req'd For Maximums R, - Loft R - Rinht Max. Positive Moment:l13,665 ft-lb 3.00 R Main Span Fuil Strength: Livo Load 3.220 lb 1 ,380 lb Max. Negative Momen1:10 ft-lb 0.00 ft Main Span Lateral bracing I required only at Dead Load 1 ,355 It) 619 In Max Design Shear.l4,563 lb 0.00 ft Main Span supports Total Load: 4,575 lb 1,999 lb Main Span Max. Downward Live Case Causing Max WA N/A Deflection (Live I Total)fIr 0.149"! 0.212" 4.5D' 14.50' Main / Main Main Span Max. Unward Deflection 0.000" / 0.000" 0.00' 10.00' Main I Main Minimums R, - Left R> - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Dorm. Dell. (Live I Tot):1N/A WA WA W/O Mid-Bracing: 0.6 or 1.0 Dead : 613 Ib 371 lb Cant. Up, DWI. (Live I Tot) IWA WA WA 8endrng Rodin: Net Reaction 773 lb 331 tb Req'd El. Not Incl. Self WL:I5.S77E+08 Actual Et: 8.90E+08 0% Live Case Causing Min fJA N/A Approx. Self Weight:113.41 pit Approx. Tot. WL: 134 Co Allowed Moment: Min. Calc'd Boating Lengths: = 1.37 in (Loft) = 0.60 in (Right) 21.660 ft-lb covered deck beam BradleyEngineering, Inc. 811 Yew St. Bellingham, WA 98229 �i%N-sI�rtucTioN /\Lc. G'�cLc �rf�� 1 b' 9 r NR: � Tdi v5.01 important: Top and bottom pont be tatere*y supported at supports and et 4-11 max Intents. im wand in ionisation nor ctaod Warn Dynamic loafing not considered- Compflant viith 2009- 2003 IBC. M desIgns shear! bo checked by a competent profession&Al users shalt conply %Mte State Engineering In. friary and l or death can result from Improper use of this product -----------...-,-- Job Name: Knott Residence Load and Span Diagram (Not To Scale. Pitch, if any, not shwas) Beam LD.: deck landing beam 300 250 -- - - -- Other info.: 200 50 Main Span, L = 7.50 ft joo - -71_, Main Span Max. Allowed Live Deft L / 600 = 0.15 in 3 50 I Main Span Max. Allowed Total Deli* L / 480 I = ats ie 0 , 1 2 3 4 5 6 7 8 -50 Cantilever (Overhang) Exists? I No . . -100 Pitch if Sloped: I 0.0 :12 J -150 Spann Load Duration tree: too Loads From Continuous Member? No . . Add Self WL? I 0 yes O No Press Treated? Wet Conti? Temp Cond. For Wood and Sawn Member Repetitive Use? No 1. GiuLams Only: tress Treated v I wet i v 100 deg F a less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Now Live Load Red'n? Ives _� I Live, psf Dead, psf Width, ft Load, plf Load, pill. Load, p1L Roof Loads (not including snow) 25 psf 12 psf - - - Roof Snow (only) 25 psf 0.00 ft - - Floor 3 Loads - - - Floor 2 Loads - - - Floor Loads 60 psf 10 psf 3.50 ft 210.0 Iblft 210.0 Ib/ft 35.0 lb/ft Wall Dead Load 12 psf - Other 'ps? bad and trib. width - _ - 0.00 ft - - - Additional 'Or Unlf. Live Loads. Descrlp'n, opfl: Additional 'pIf Unif. Dead Loads. _Descrip'n, opfl: r Roof pitch for LL Rodin Beam type for LL Load Subtotals 210.0 lb/ft 210.0 lb/ft 35.0 lb/ft Red'n Total Adjusted Uniform Loads wr. = 210.0 lb/ft WD = 35.0 lb/ft 0.0 :12 ' Interior Floor Ream : v i Combined Total Uniform Load Wu = 245.0 lb/ft 4x And.Smaller (Lumbers! 5x And Larger (Timberst Lumber Material item•Fir n I Timber Material I Hem - fir 'r• 1 Lumber Grade Nn. 2 v I Tinter Grade I N0.1. 0 Acceptable Solutions Acceptable Solutions 2x12 (4) 2x8� - - ILA (2) 2x8 3x10 - -List properties for what (3) 2x 8 4 x 8 size lumber? An asterisk ' - SIf W1=21.85 �tA 2 x 9 - a indicates a non- List properties for Fb=867 Fv=117 Fcp=272 E=1111500 Sit Wt=2.48 acceptable sefn. what size? K x t; • Fb=831 Fv=109 Fcp=272 E=1111500 Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24F•V4 (ISM) V - 5-1/4" x 9.1/4" Acceptable Solutions 2.11/16" x 9.1/4" 7" x 9.1/4" 2.5" x 7.6" 5.125" x 8" 3.1/2" x 9.114" SIf Wt= 18.5 -- List properties for --- List giu lam properties for 3" x 7.6" 6.75" x 7.5" what size? ',?/ x ltt't/41 ® I Fb=0 Fv=0 Fcp=0 E=0 what size giulam? 3.125" x 7.5' 8.75" x 9" i-Level, TJI I a.12s" x 2cs^ 7 I 5"x 6" Web 11-7/8" TJI 1 L65 IQ - Fb=1920 Fv=210 Fcp=345 E=1499400 Fbt=1480 Self Wt=12.85 Stiffeners? 16" TJI / L65 9.1/2" TJI 210 1.9E Microllam LVL - w 1 16" TJI / L90 9.1i2" TJI 230 List properties for what 1.314" x 7-1/4" (3) 1-3/4" x 5.1/2" 1 I 14" TJI H90 11-7/8" TJI 360 _ size LVL? (2) 1-3/4" x 7-1/4" 11.7E8" TJI 660 (z) 71/•1• r w- The Fb=0 Fb=O Fv=0 Fcp=0 E=0 SIf Wt=16.4 _ -T 1.3E Timberstrand LSL An astensk • 1 .55E Timberatrand LSL 3-1/2" x 7-1/4" Indicates a non- 1-314" x 9-1/4" (3) 1-314" x 9-1/4" List properties for what I I acceptable soin List properties for size LSL? what size? (2) 1-3/4" x 9-1/4" In Sit Wt= 19.3 li vz x 7.1/4% i w Fb=0 Fv=0 Fcp=0 E=0 Slf Wt=7.4 tr) 1 •s.m. x tx ® ' Fb=0 Fv=0 Fcp=0 E=0 Final Member Results Final Member Sawn Wood v o Bonding Overdesign: 28.2 /o Material Library I choose From Min. sizes That talc w• . Final Member: 4 x 8, Hern"Fir, No. 2 ShearOverdesign• 149.8% Final Size• I.4x8 • . ° Deflection Overdesign: 24.0% Mtn. Bearing Lengths : =7 1.50 in. (Loft) : = 1.50 in. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: N/A Vert Dim(npprox): 0.00 ft True Len (approx): Final member OK by: 24.0% Press Trtd. Wet Use. Actual Member Size: 3.50" x 7.25" 7.50 ft Controlling criteria is: Deflection Reactions final Member Additional Information Location live Case Bracing Reg'd For Maximums R, - Left R, - Right Max. Positive Mornent•I1,762 ft-lb 3.75 ft Maln Span Full S)ronuth: Live Load: 78815 788 lb Max. Negative Morent: 0 ft-lb 0.00 ft Main Span Lateral bracing Dead Load: 162 lb 152 lb Max Design Shear. 786 lb 0.00 ft Main S n required only at � supports Total Load: 940 lb 940 lb Main Span Max. Downward 0.121" / 0.144" 3.75' 13.75' Mein / Main Live Case Causing Max N/A NA Deflection (Live / Total) Main Span Max. Upward Deflection 0.000" / 0.000" 0.00' / 0.00' Main / Main Jtetinimurns pt, - Left R, - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down. Dell. (Live /Tot): NIA WA WA W/O Mid-Bracirte; 0.6 or 1.0 Dead : 91 lb 91 lb Cant. 1_1p, Deft (Live I Tot): WA WA WA Bending Red'n: Net Reaction 79 lb 79 lb Req'd El, Not IncL Self Wt.: 9.987E+07 Actual El* 1,24E+08 0% Live Case Causing Min NIA N/A Approx. Self Weight: 5.58 pit Approx. Tot WI.: 42 lb Allowed Moment Min. Calc'd Bearing Lengths: = 0.99 in (Left) = 0.99 in (Right) 2,259 ft-lb deck landing beam y ` Ivs • RUCTION - f..tLc Bradley Engineering, Inc. 811 'Yew St. Bellingham, WA 98229 itz, , , .,_: , :: �truu .._ _r_�=t. ProBeam I 2 J5.01 Important: Top and bottom nu,l bo lrterc:y supperb:d al wppats and n14-ft riot inends. Pb warn in lsninsYcns nu caned du'arrc. Dynvdc Luang nal considered Cwrpiant wiry Z009- Z00310C. A7 do 2gns alnid be cix•clux1 try a cargont pro'css onal M users 6hzi comply stilh Stab Eagine•.drp Len. Inury and 1 or death can taste from irr 2rcpoc ut,o of this product Job Nam3: Knott Residence Load and Span Diagram (rrl To sate Filch. ifany. not shown) Beam LD.: Dining Room Window Header 1�� R Other Info.: 80 - gso - Main Span, L = 12.00 ft Q40 - 3120 - Main Span Max. Alowed Live Oetl: L / 600 = o.za m a o - - Main Span Max. Allowed Total Doff: L / 480 - OM in 200 2 a 6 8 10 o 14 Cantilever (Overhang) Exists? i c• -60 : _eo 1 Pitch if Sloped: 0.0 :12 Spann) Load Duration , . . . . , I J Loads From Continuous Member? v I Add Self Wt.? 0 Yes 0 Ho i Press Treated? Wet Cord? Temp Cond. For Wood and Sawn Member Repetitive Use? =i GluLarrs Only: I ': + .- : :r.. .,. .I I r_'r v. bi-- ' Uniform Loads Over Full Length of MemberTributary Uniform Live Reduced Live Uniform Daad Mow Live Load Red'n? I ... V ' Live, psf Dead, psf Width, ft Load. plf Load. elf. Load, pit. Roof Loads (not including snow) 25 psf 12 psf 2.00 ft 50.0 lb/It 50.0 lb/ft 24.01WR Roof Snow (only) 25psf 2.00 ft - - - Floor 3 Loads - - - Floor 2 Loads - - - - - Floor Loads 40 psf 10 psf - - - Wall Dead Load 12 psf 3.0011 36.0lbllt Other 'psi' load and Crib. Width) - - 0.00 ft - - - Additional 'pil' Unif. Live Loads.! Descrip'n. opfl: - Additional 'Of' Unif. Dead Loads.I Duacrip•n. oprl: Roof pitch for LL Red'n Beam type for LL Load Subtotals 50.0 Iblit 50 0Ib/fl 60.0 bit Red'n Total Adjusted Uniform Loads Ni = 50.0 lb/ft t'ib = 60.0 Ibift 0.0 :12I : i :‘`I :: w Combined Total Uniform Load WU = 110.0 Ib/fl 4x And Smaller (Lumberl Sx And Larger (Timbers) Lumber Material :it ; .r; - , t.:-::: ' I Timber Material V: ,; .lc Lumber Grade • •:: . v I Timber Grade I :• : y Acceptable Solutions Acce .table Solutions 2x12 1 (4) 2x8 - - (2) 2x10 I 3x10 - I - - 1 List properties for what (3) 2 x 8 J 4 x 1 - I - t sizo lumber? I - An astenslc 6 I Sit Wt=24.9 Indicates a non- List properties for Fb=1467 Fv=207 Fcp=625 E=1600000 Slf Wt=2.82 acceptab'z sotn. what size? I ' • • \./ Fb=1479 Fv=196 Fcp=625 E=1600000 Glued Laminated Members 2.0E Parallam PSL _ Glulam Grade I . r .I . . v - - 5.1/4" x 9.1/4" Acceptable Solutions 2-11/16" x 9-1/4" 7" x 9.1/4" 2.5' x 9" 5.125" x 7.5' 3-1/2" x 9-1I4" - Slf W t= 18.5 ��,-- List proportios for List gtu lam properties for 3" x 7.5" �j 6.75" x 7.5" what size? : ' __: _ __ N.I Fb=3335 Fv=333.5 Fcp=750 E=2000000 lvhat size glufam? 3.125" x 7.5" I 0.75" u 9" I-1_evel, TJI - _. � ' _ v : 5' x7.5" l Web 11-718" TJI ! L65 I 9.1/2" TJI 110 Fb=2760 Fv=27fi Fcp=748 E=1800000 Fbt=2127.5 Self Wt=12.05 Stiffeners? 16" TJI l LG5 I 9-1/2" TJI 210 1.9E Microllaln LVL . 1 o 16" TJI / LOU 9-112" TJI 239 (�'''� 1-314" x 9-1/4" ( (3) 1-314" x 7-114" l - 14" TJI 1-190 I 11-718" TJI 360 List properties for what - -- -- size LVL? (2) 1-314" a: 7-114" _ - .• v I Fb=2990 Fv=327.75 Fcp=750 E=1900000 Sif W1=16.4 1.3E Timborstrand LSL An asterisk 1 .55E Timberstrand 1_SL F3-117-" t ti`518•' indicates a non- 1-314" x 9-1/2" (3) 1-314" x 9-1/4" List properties for what acceptaNe Soto. List properties for size LSL7 what size? (2) 1-3/4" x 9-114" I sir W 1= 19.3 .• ' a Fb=2185 Fv=172.5 Fcp=680 E=1300000 Slf Wt=7,4 " Fb=2674 Fv=356.5 Fcp=800 E=1550000 Final Member Final Member Results i"' Bending Overdosign: 129.5% Final Member; 4 x 10, Douglas Fir-Material Library HH .. :,., :ie-; .-: s::.1 -- ,7 Larch (North), No. 'I / No. 2 Shear Overdesign: 623.4% Final Size: : to v Deflection Overdesign: 101.1% Mtn, flooring Lengths I ,= 1.50 in. (Lett) : = 1.50 In. (Right) Use Conditions Selected: Bearing / Buckling Overdsgn: IWA Vert Miff(Approx)• 0.00 ft Trim ton (Approx): Final member OK by: 101.1% Actual Member Size: 3.50" x 9.25" 12,00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Locating Livo Case Bracing Ren'd For Maximums R, - Left Rz - Rioht Max Positive Moment:12,126 ft-lb 6.00 fl Main Span Full Strontnft: Live Load: 300 lb 300 lb Max. Negative Momenl:10 ft-lb 0.00 ft Main Span Lateral bracing required only at Dead Load: 409 lb 409 rn Max Design Shear.(618 lb 0.00 ft Main Span supports Total Load: 709 lb 709 lb Main Span Max. pnwmrardl Live Case Causing Max WA N/A Deflection (Live / Totat)I 0.063" / 0.149" 6.00' / 6.00' Main / Main Main Span Max. Upward Deflection' (Live I Total)) 0.000" ! 0.000" 0.00' 10.00' Main I Main minimums pi - Left R, - Right i Live Load: 0 lb 0 lb Cant. Down. Dell. (Live / Tol):IN/A t`rA N' A Wlo Mid-Bmctnn: 0.6 or 1.0 Dead : 245 lb 245 lb Cant. yy, Dell. (Live / Tot): WA NA N/A Sending Rodin Net Reaction 210 lb 216 lb Req•d El, Not Incl. Self WL: 1.711E+00 Actual El: 3.69E+08 0% Live Case Causing Min N/A WA Approx. Self Weight: 8.11 plf Approx. Tot. Wt.: 97 lb Allowed Moment Min. Calc'd Bearing Lengths: = 0.32 in (Left) = 0.32 in (Right) - 4,879 ft-lb Dining Room Header -:J C �,� Bradley Engineering, Inc. 811 Yew St. Bellingham, WA 98229 CC:NS ! RUCTION CA L We !m . •w.r ,h6 eurrarn mnu L Pr®Bearn poi ^ j ImDorterat Top and bottom mist be bte efy supported et supports and at 4-ft max Intervals No v20e In laminations nor caved Guiana. Dynamic long not considered. Compliant Wth 2009 -2003 16C. M drr lgns sham bo checked by n competent professional P9 users shall comply 1411h State Engineering taw. Irgvry and I or death can resell from Improper use of this product Job Name: Knott Residence Load and Span Diagram (Not To Scale. Pitch tr any, not shorn) Beam LD.: Garage Beam 1 1'000 800 - Other info.: 400 Main Span, L = 8.50 ft fop Main Span Max. Allowed Live Defi: L / 480 = 0.21 In 300 Main Span Max. Mowed Total Deft: L / 360 = a2s m 0 -_ 1 2 3 4 5 6 7 8 9 Cantilever (Overhang) Exists? No v -200 - W Span(ft) Pitch if Sloped: 0.0 :12 Load Duration Lava 100 v I i _ Loads From Continuous Member? No , v Add Self WL? H yes O No For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? no i v GluLarrs Only: 'Nei press ❑eated ` v pry 1 ‘, 100 deg F&fess v Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Mow Live Load Red'n? I Yes ' v I Live, psf Dead, psf Width, ft Load, pif Load, plf. Load, pit. Roof Loads (not including snow) . 25 psf 10 psf I 0.00 ft - - - Roof Snow (only) 25 psf 0.00 ft - - • Floor 3 Loads - - - Floor 2 Loads - - - Floor Loads 40psf 10 psf 15.00 ft 600.0Ibrft 600.0 lb/ft 150.0 lb/ft Walt Dead Load - Other 'psf bad and Utb. width - - 0.00 ft - - - Additional 'pit' Unit. Live Loads. Decennin, opi'1: Additional VP Unlf. Dead Loads. Descdptl, oprl: Roof pitch for LL Red'n Beam type for LL Load Subtotals 600.0 lb/ft 600.0 Iblft 150.0 ib/ft Red'n ! Total Adjusted Uniform Loads t^'t- = 600.0 lb/ft As. = 150.0 Iblft 0.0 :12 I Interior Floor scam 1 v l Combined Total Uniform Load tvu = 750.0 lb/ft 4x And Smaller (Lambert 5x And Lamer (Timbersk Lumber Material Douglas fir-larch (North) v I Tinter Material ll__:;i,.,s Ii: - torch (North) -__ " v I Lumber Grade No. t /No.? - - _ v] Tinter Grade 1::,,,. t - -_ -- e Acceptable Solutions - Acceptable Solutions - (4) 2x12 - - - 6x10 - - List properties for what. (3) 2 x 14 4 x 14 8 x 8 size lumber? I tsl2 x 3, ;;v An asterisk ' 10 x 10 - • Sif Wt=24.9 Indicates a non- List properties for - Fb=1275 Fv=180 Fcp=625 E=1600000 Sit Wt=2.82 acceptable sore. what size? r* 14 v Fb=1286 Fv=170 Fcp=625 E=1600000 Glued Laminated Members 2.0E Parallam PSL - - 6.114" x 9-1/4" Glulam Grade Iz4F-v4(f>F/ot) '_� ' Acceptable Solutions 2-11/18" x 9.1/4" 7" x 9-1/4" 2.5" x 10.5" 5.125" x 9" 3.1/2" x 9-1/4" SIf Wt= 18.5 - - ----- List properties for .- List glu lam properties for 3" x 10.5" 6.75" x 7.5' what slze? s-1/44)( nave v I Fb=2900 Fv=290 Fcp=750 E=2000000 what size gltllam? 3.125" x 9" 8.75" x 9" !-Level, TJI 337.s- x14.S M 5" x9 Web - • Fb=2400 Fv=240 Fcp=660 E=1800000 Fbt=1850 Self Wt=12.85 Stiffeners? - • �_ 1.9E Microtlam LVL N•iv i - - List properties,for what 1-314" x 11.114" (3) 1-314" x 9.1!4" - • size LVL? (2) 1.3/4" x 9.1/4" - (2) 1.3/4' xa6- i v I Fb=2600 Fv=285 Fcp=750 E=1900000 Slf Wt=16.4 1 .3E Tirpers a . An asterisk d LSL 1.55E 7 imberstrand LSL, � a List properties for what I I indicates a non- Llst properties for 1.314" x 11-718" (3) 1-3f4" x 9.114" size LSL? acceptabe soI'n. what size? (2) 1-314" x 9-1/4" SIf Wt= 19.3 3•iir x /-114- ' v ' FP1900 Fv=150 Fcp=880 E=1300000 SIf Wt=7.4 V_1_'14 x to v Fb=2325 Fv=310 Fcp=800 E=1550000 Final Member Results Final Member Glued Laminated Final Member: 5.125" x 9", Glued Bending Overdesign: 101.2% Material Library IChoose From LIM Sizes ThatCakc 'v i Laminated, 24F"1/4 (DFlilt) Shear Overdesign: 176.9% Final Size: I 5.125, . , Deflection Overdesign: 69.0% Min. Bearing Lengths : me 1.50 in. (Left) : m 1.50 in. (Right) Use Conditions Selected: Bearing I Buckling Overdsgn: N/A Vert Dlff(approx): 0.00 ft True Len (epprox): Final member OK by: 69.0% Actual Member Stze: 5.125" x 9" 8.50 ft Controlling criteria is: Deflection Reactions Final Member Additional Information j-ocallon Live Case Brncjnq Redd For Maximulrs R' - Left R7 - Right Max. Positive Moment: 6,877 ft-lb 4.25 ft Main Span Full Simngth; Live Load: 2,550 lb 2,550 lb Max. Negative Moment. 0 ft-lb 0.00 ft Main Span Lateral bracing • Dead Load: 686 lb 686 lb Max Design Shear. 2,665 lb 0.00 ft Main Span required only at - supports Total Load: 3,236 lb 3,238 lb Main Span Max. Downward 0 126" !0.160" 4.25' / 4.25' Main/ Main Live Case Causing Max N/A NIA Deflection (Live / Total) Main Span Max Upward Deflection 0.000" / 0,000" 0.00' / 0.00' Main ! Main Minimums R, - Left Ro - Right (Live / Total) Live Load: 0 lb 0 lb Cant. Down, Dell. (Live / Tot): N/A N/A N/A W/O Mid-Brac)ngq 0.6 or 1.0 Deed : 41214 412 lb Cant. Up, Deft. (Live / Tot): N/A WA N/A Bending Red'n: Not Reaction 383 lb 383 lb Req'd El, Not Incl. Self WL• 3.318E+08 Actual El: 5.60E+08 0% Live Case Causing Min N/A WA Approx. Self Weight: 11.49 plf Approx. Tot. Wt.: 98 lb Allowed Moment Min. Calc'd Bearing Lengths: = 0.97 In (Left) = 0.97 in (Right) 13,838 ft-lb Garage Beam �._ - . .e _ ` 1VS; I2UCTION1 � A1_C Gana Baran Bra1d(ey 13�;ineeriup, Inc. 811 Yew St. Bellingham, WA 98229 • cr:ti w-nra rite 1 Ei „wl moo, el t 4 Import36h Top twi b obom racf be pause:}/auppat<,d a,supports asap ut4-a nix inlcn-ds. bk,1}-no In laminations nor tuned Gii.vrc. Dynamic landing not considered Connie riven 2009- 2003IBC. Al designs shcan bo ctccked by n corrpotent professional. fit users shy,con iiy ndtt Soto Enaino_ring La;,. Ir,vry and! or dea tan resift from iiprcp-v use of Ws prrabLct Job Name: Knott Residence Load and Span Diagram(rb To Sat. Pi;cn. .di any, xasa01.r,1 Seam LD.: Garage Header 1,000 800 •, - _ - - - Other Info.: I0 Main Span, L = 10.00 ft ] qboo 00 Mein Span Max, Around Live Daft L ! 480Jr u2s;n .° a ,, Main Span Max. Afloved Total Don: L / 360 = a33 in -200 • 2 4 �6 a 10 12 Cantilever (Overhang) Exists? 1 :.:: a , -400 < x Pitch if Sloped: 0.0 :12 -600 Span (ft) Load Duration - : ...ill*, Loads From Continuous Member? Add Self Wt.? G ye 17 no f Press Treated? Wet Cord? TearCond. For Wood and Sawn Member Repetitive Use? v i GluLarr6 Only: { :,. : ,.:- . :i. •a• .: . v i i v I k: i :. .. . Uniform Loads Over Full Length of Membery-n 9 Tributary Uniform Livo Reduced Live Uniform Dead Allow Live Load Red'n? I :. . V Live, psf Dead, psf Width, ft Load, plf Load, pd. Load, pif. Roof Loads (not including snow) I 2Spsf I 12 psf 7 16.50 ft + eta7.5 ?Mt 467.5Wilt 234.0 (6/ft Roof Snow (only) 25 psf 19,50 it _ _ - Floor 3 Loads - - - - Floor 2 Loath - - - -_ Floor Loads 40 psf 10 psf 1.33 ft 53.2 Ib/it 53.2 IWtt 13.3 tuft Wall Dead Load - Other 'psf' load and trib. Width{ - - 0.00 ft - - - Additional 'pir Unit Live Loads.' Doscrip'n, opfl: Additional 'Of' Unif. Dead Loads.' Desciiip'n. opil: Roof pitch for LL Red'n Beam type for LL Load Subtotals 540.7 Iblft 540.7 lb/ft 247.3 lb/ft Red'n Total Adjusted Uniform Loads 1 t. = 540.7 lb/ft wo ~ 247.3 Ibl(t 0.0 :12 iv Combined Total Uniform Load w4) = 730.o Thin .....c. - 4x And Smaller (Lumber) 5x And LArgor (Timbersl Lumber Material t!__ : .: • .; v Timber Material ., Lumber Grade e : ; - vl Timber Grade I : v, Acceptable Solutions Acceptable Solutions - (4) 2x12 _ - 12x12 1 ‘- -� 6x12 - List properties for what d x 1G 0 x 10 ffi ��_____ site lumber? v An asterisk ' 10 x 10 - Sit Wt=24.9 - indicates a non- Llst properties for ------- --- _ Fb=1467 Fv=207 Fcpt625 E=1600000 Slf Wt=2.82 acceptable soft), what size? Fb=1479 Fv=196 Fcp=625 E=1600000 Glued Laminated Members 2.0E Parallam PSI_ Glulam (Grade 1 ::__:•a : r j 5-1/4" x 9-1/4- Acceptable Solutions 2-11/16" x 11-1/4" 7" x 9-114" 2.5"tt 12" r 5. 125" x 9" 3-112" x 11-1/4" SIf Wt= 18.5 - --- List properties tor' List glu lam properties for 3" x 12" ` 6.75" x 9" v.11at size? ___ i -- v-( Fb=3335 Fv=333.5 Fcp=750 E=2000000 what size glutbm? 3.125" x i0.8" 8.75" x 9" I-Level, TJI Fb=2760 Fv=276 Fcp=7.18 E=1800000 Fht=2127.5 Self Wt=12.85 Stiffeners? - - 1.9E P4fcrolEam LVL vl - List properties for what 1-314" x 14" (3) 1-314" x 9-114" 1 - _ -� size LVL? (2) 1-3/4" x it-1/4" I �� - v H. Fb=2990 Ftl�v 327.75 Fcp=750 E=1900000 Sit W t-16.4 1 .3E Tp1)berstrand LSL An asterisk ' 1,55E Tlmbetstra_ d LSL List properties for what = I indicates a non 1-3f4" H 14" (3) 1-3(4" x 9-112" acceptab!a sofn List properties for Size LSL? what size? (2) 1-3/4" x 11-1/4" SR Wt= 19.3 Imo' _ v Fb=2185 Fv=172.5 Fcp=600 E-1300000 SIf Wt=7.4 [. : . v• Fb=2674 Fv=356.5 Fcp=800 E-1550000 Final Member I i. ,.. v..- is o FInal_MomberResults Final Member; 6 R. 12, Douglas Fir - Bending Ovordesign; 43,0% Material Library I . ,. _ . ,, c c... .a Larch (North), No. 1 Shear Ovordesign: 147.1%, Final Size: ) i. , v Deflection Overdesign; 925% Min, Bearing Lengths ; = 1.50 in. (Laft) ; = 1.50 in. (Right) Use Conditions Selected: Bearing ! Buckling Overdsgn: NM VertDiff(appron): 0.00 it True Len Opprox): Final member OK by: 43.9% Actual Mambor Stzo: 5,50" x 11.25" 10.00 ft Controlling criteria is; Bending Reactions Final P,ilember Additional Information Location Live Case Bracing Req'c( For Maximums R. - Left R- - Bight Max Positive MorrlonL110,044 ft•Ib 5.00 ft Main Span Fu'I Strength_ Live Load: 2,704 lb 2,704 lb Max. Negative Moment: 0 ft-lb 0.00 ft Main Span Lateral bracing Dead Load 1,3/4 lb 1.314 lb Max Design Shear:?3,254 lb 0.00 it Main Span required only at mipports Total Load: 4,018 lb 4,018 lb Main Span Max Dovmwardl Live Case Causing Max N/A NIA Deflection (Live / Totagi 0.117" / 0.173^ 5.00' / 5.00' Again / Main Main Span Max. Upward Dellectionf 0.000" / 0.000" 0,00' ! 0.00' Main ! Main f Iinireurl- R, - Left R, - Right (Live ! Tolal)i Live Load: alb 0lb Cant. Doom, Deli. (Live I Tot); N/A WA WA W/O Mid-Braclna: 0.6 or 1.0 Dead : 7 9lb Ten❑1 Cant:_tlp. Den. (Live I To9:IWA WA N/A Bonding Red'n: Nat Reaction 742 lb 742 lb Reyd El, Not Incl. Self WL:15.319E+08 Actual El: 1.04E+09 0% Live Case Causing Min WA N/A Approx. Sell Woight: 15.50 elf Approx. Tot Wt.: 155 lb Allowed Moment Min. Cale d Bearing Lengths: = 1.17 in (Left) = 1.17 in (Right) 14,454 ft-lb Garage Header