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HomeMy WebLinkAboutPermit File BLD-2021-0695 4113 R Avenue _ Cityof Anacortes Invoice/Permit #: BLD-2018-0695 �� � .�--� -� ~ .�_ ��� 904 6th Street t f Applied date: 11/06/2018 ' P.O.Box 547 Issue date: 06/05/2020 {:'" Anacortes, WA 98221-0547 ';t Expire date: 02/07/2022 (360) 293-1901 Job Address: 4113 R AVE Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-3643 Project: APN: P57971 Remarks: Interior Remodel with 118 sq ft addition under existing deck. OLD DECK WILL BE REMOVED AND A NEW DECK WILL BE BUILT UNDER EXISTING PERMIT. PERMIT WAS RENEWED ON JUNE 1 , 2020 and extended 3 months due to COVID-19. Revised plans submitted on 12/6/21 . Owner: MARTIN & SARAH LEE Contractor: OWNER Address: 4113 RAVE Address: ANACORTES WA 98221-3643 Phone: Phone: License #: General Information: Fees: Building Valuation 85000 Mechanical Permit Fees 45.25 # of Ventilation Fans 3 Plumbing Permit Fee 104.00 # of Clothes Washers 1 Renew Building Permit 444.38 # of Dishwashers 1 Plan Review Fee 577.69 # of Kitchen Sinks 1 State Building Code Fee Resi 6.50 # of Hand Sinks 4 Building Permit Fee 888.75 # of Showers 2 Add Plan Review Deposit 60.00 # of Water Closets (Toilets) 3 Total Calculated: 2,126.57 Deposits/Receipts: 2,066.57 Total Due: 60.00 The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or decision of the Governor. This permit becomes null and void if work or construction authorized is not commenced within 180 days or if construction work is suspended or abandoned for a period of 180 days at any time after work is commenced. I have read and-examined this application and know the same to be true and correct. SIGNATURE OF OWNER OR AUTHORIZED AGENT (SSUEtDlY A ADD N 3-0" TOR ADD02ITION A 3NEW WEST NOVEMBER WI ROWS02 I IN REVISED OPENINGS A REVISE R C 0S2TT LAYOUT 32 NEW WDVE K SUF 202RT PER STRUCTURAL V2ig, C 0 DE RETAIN PORTION OF EXISTING DECK A NEW WINDOWS AND SIDING NOTES / c REVISED LOCATION FOR WATER NEATER 2. j� 3 NOVEMBER 202 I 3 NOVEMBER 202 I 3 NOVEMBER 202 I 9 ' _-- 0ems. „N., NEW NORTH AND WEST DECKS q REMOVE EXISTING WINDOW AND INFILL WALLNEW EXTERIOR WALL, DOOR AND WINDOW . .-...., 0 '\ 3 NOVEMBER 202 I ' ° ' 3 NOVEMBER 202 I A/ 3 NOVEMBER 202 I evisio 1 /--- —___ rii / --- 4. NEW 9' TALL GARAGE DOOR. RAISE EXISTING A DEMO EXTERIOR WALL AND OPENINGS O� NEW NOTE / DOOR HEADER. 3 NOVEMBER 202 I 3 NOVEMBER 202 I 3 NOVEMBER 202 I A 1 f • I / - Project Name: EXISTING/ DEMOLITION PLAN WALL LEGEND / __ / 4 113 R Improvements ' R I I EXISTING WALL TO REMAIN / — __ 33 i i�JA . WALL TO BE DEMOLISHED ---____ /(lc 4d?-/,6'.(.._il i C 0 S&- --, , ,,,4$ ---- __ j..,e,...v6kj ---------------- Architect's Project Number: / iT I NEW TALLER GARAGE DOOR. RAISE EXISTING HEADER I 0 I I ] / LI Project Address: / 4 113 R Avenue / NOTE: DO NOT DEMOLISH —r r STRUCTURAL ITEMS W/O Anacortes, WA 9822 I 4 APPROVAL BY STRUCTURAL 0 T / j j 1 I I 1 // / I—_ i_ J / NOTE: ITEMS SHOWN DASHED Owner: / TO BE DEOMOLIShED / Martin and Sarah Lee • NOTE: DO NOT DEMOLISH / DEMOLISH COLUMN �\ STRUCTURAL ITEMS W/O / PER STRUCTURAL n l ENGAPPROERL BY STRUCTURAL / _--_I L \ / DEMOLISH COLUMN I C� O / PER STRUCTURAL NOTE: ITEMS SHOWN DASHED \ —/ j Owner's Address: TO BE DEOMOLISHED \ / — P0 Box 756 FP1I -1O O / _ ^-- — � Anacortes, WA 9822I 1 / _L— —— / L-- > , H . —_I / / I _1r---L / -- --- �� Drawn: / ��� --- J/ IO „_ 3 I October 2018 I— / // 1 I—O--- JO_; 1 < L_— I _� L / 1 / 1 ° '...\ / INFILL --_ IL .. --. :13 , ! EXISTING WINDOW ---_ 0----� Revised: _ --___ r— ,° 3 November 202 I . .a 1 6 y \ 1 8 I`�`�. I I j I 11 DEMOLISH STONE VENEER ) I_ FOR NEW DOOR P Sheet Contents: RETAIN STONE FOR — Existing/Demolition Floor Plans __, —— ___ FIREPLACE INFILL --____ I New Floor Plans O_ j J EXISTING/ DEMOLITION LOWER FLOOR PLAN ---_— __— EXISTING/ DEMOLITION UPPER FLOOR PLAN N O RT h — N O RT h ~ I 5 10 .. I 5 10 SCALE IN FEET SCALE IN FEET In _ A Er-, Q NOTE: ALL NEW WINDOWS IN EXISTING OR MODIFIED _ m OPENINGS AS NOTED I — NOTE: NOTE: ALL NEW SIDING AND WEATHER RESISTIVE 90d I O LINE OF DECK, ABOVE BARRIER SYSTEM 1 — __ II I --t I I ---_ NEW DECKA EXTENT O" ••DPITION AT LOWER FLOOR NEW CONCRETE PLINTH AND sD COMBINATION SMOKE AND CARBON MONOXIDE _____ 1 _COLUMN PER STRUCTURAL O DETECTOR AND ALARM A I 7-8" x 6'-0" —— NEW WINDOW / EXHAUST FAN, PROVIDE PROGRAMMABLE 8 O I ( NEW OPENING 1 v SWITCH WHERE REQUIRED I 4'-0" x 5'-0" HS EXTENT OF ADDITION,BELOW O / o %///%%%%%%/ NEW PLAN WALL LEGEND N z I CO EGRESS �� O LINE OF ROOF, ABOVE I _II I I EXISTING WALL TO REMAIN SINGLE PLY MEMBRANE ROOF, SLOPE _0z ----------- ` L------- I I Q O 3 - �. TO DRAIN 1/4"/ FT BELOW DECKING —�_---�W X� ---------- 1 w iiiiiiiiiiiiiiiiiiiiiio. NEW WALL _ O� O NEW WINDOW I UO o --- _—_—_— o0 x� TOP EXISTING OPENING I �0 I / I _ ---- j IZ- >I_ uio TM NEW EXSTG x 3'-6" WNDW j NEW WINDOW NEW WINDOW O ?- iiO MODIFIED OPENING EXSTG x 3'-6" NEW WINDOW I EXISTING OPENING �- ?in w 1 _ m NEW 16' x 9' GARAGE DOOR r z�w z2 6__I T MODIFIED OPENING EXISTING OPENING cnz wdc3EXISTING WIDTH. RAISE HEADER O -11 I , zz I aiiiiiiiiaiii O cn o -o EGRESS 2 I CLR AS NEEDED col_ w I �� BED 2 w G C)w� NEW WINDOW NEW WINDS NEW WINDOW DRESSER N O� O I TOP EXISTING OPENING TOP EXISTING OPEC G 1 TOP EXISTING OPENING 0 N z� x 1 103 0 �Ip O BED I 106 V ' z I O ,L,�, M NEW WINDOJV BTM NEW DOOR ,1 Bi"M NEW WINDOW � 1 J QUEEN zlz— w EXISTING OPENING 1 EXISTING OPENING ® EXISTING OPENING w— ® X I v �� n (CLOSET I A ! �� KITCHEN _ zw 1 t 101 CZ w 207 M BED 0 1 104 w /(iiiiiiiiiiiiiir,� �• REF I • 1 102 D 1 1 , , SD a Q,$) 1 0 • 1 2' I'" CLP, _ U w c� O I07 zLz O Q KING 1 O m 105 ©; L^ J 0 NEW PECK w1 W _ �� z 5 g CLOSET I B z O p °u m 1 r•�na�u:.a Q I - e9 LINE OF 9' TALL GARAGE DOOR 0L A 0,~Q ro 1 I Q \ li O 1 A/A3. I I4 zz c� �pIA/A3. I WA3. I I 0 > �' ' 5/5" GWB z N �p A/A3. I 1 GARAGE ~ 2�'L' dL I 8' 7" HALL 5' 7" 10 n 6'-8 3/ " z-- z co gg 6-0 I —_m Q Qt / sD j 203 �� o\ Oiiiiiiiiiiiiiiiia/iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii' / / /� O DN / ATOCEI NG PROVIDE GARAGE B D�Q aP .' ■ j N j O O LINEN 1 I 10 in " r ?cjE �� U \ � 0 5/8 WB „, Ki �" I > 'QiiiiiiiiaiiiaiiiiaiA 109 z w I 202 ) 204 I BATH °� � DINING 205 150 CFM - j O i O M CLOSET O I LAUNDRY 150 CFM15 m ©cp LIVING �- O M BATH FAMILY `� I NEW DECK NEW STION�VENEER TO NRY POWDER 206 - 1 ELECTING Di z n MATCH EXISTING LINEN / Qiiiiiiiiiiii a Ai I PANEL Q J GI A "'r I 1/2 1/2 _ // \` 76�I REGOSTERED 80 CFM i 01 G CH1TE 6---________J , , OO� �/D� ,, O�%���������// �� gOd 208O� 5' O" TUB O O I . :.. • NEW W NDOW INFILL \ ! ®® �� ,• 2EOW OPENING 4" AWNING MATCH HEIGHT EXISTING WINDOW w ` p T 1 I BROOKS MIDDLE TON <. • NEW 3 9 x EXSTG WINDOW HEIGHT NEW 4h 3 x EXSTG WINDOW HEIGHT STATE 0F wASCIVWTOoV� I OFFICE z SAFETY GLAZINGF j �. 11 Ow U Q y rifia...-: �c� IMODIFIED OPENING MODI IED OPENING �' Oz SAFETY GLAZING STAIR III o0 J ENTRY STAIR ��c,_ �� . ii, o zz 1 201 J 1 �I �� 1 I— . J I 0 1 �1 zz 1 r 1 I -- J ��� LINE OF DECK, ABOVE m ���� A O EXISTING DECK C.) N OC •. • i zU-J / NEW MEETEXISTING ECK ENDS GRADEEST TO ALIGN DECK BENCH 11161111111111111 1 j x —__—_ f` r e W �iK WITH E � U XSTG �%� ilreas , iiaaoaoaiaoioiaiiaiiiiiiiiiiiiiiiiiiiiiiiiiii%aaa situ 1 _ .. U A E c„) —� ,.. ....--- 1 I � _ z zilli z z _ _— F" CA ___—� dirlih NEW LOWER FLOOR PLAN 3 _ --0-o-__ �w w I__��-- a oN __ — N O R T N 120 00--__—gyp Z0 NEW UPPER FLOOR PLAN Q z o z L_ I 5 1 0 wX § §1E wx NORTH VD VD I 5 I O o N MMI zw �� �U� zw c a.) SCALE IN FEET z w NE MMI <- d SCALE IN FEET p °` N EI O o kn 7 GG M N A2 . 1 PERMIT OFOR C O ��w �'T Y CODi� 4\ evisio • Js - ; I69, cA' % 1C01'.. lb FIELD ESQ DOOR SCHEDULE NO. FROM ROOM TO ROOM SIZE OPENING FIRE DOOR DOOR FRAME WIDTH x HEIGHT x THCK TYPE RTG TYPE MATERIAL MATERIAL NOTES Project Name: 10 I OUTSIDE HALL 3'-0" x 6'-8"x 13/4" HINGED N/A I FBGLASS FBGLASS 4 113 R Improvements_ 102 HALL BED 2 2'-8" x 6'-8" x 13/8" HINGED N/A II WOOD WOOD 3 CLOSET 2 BED 2 2' 6" x 6' 8"x 13/8" HINGED N/A III WOOD WOOD EXISTING ROOFING AND DECK SYSTEM ( ' 104 CLOSET 2 BED 2 2'-6" x 6'-8"x 13/8" HINGED N/A III WOOD WOOD 1 1 �� 105 HALL BED I 2'-8"x 6'-8" x 13/8" HINGED N/A II WOOD WOOD -` 106 CLOSET IA BED I PR 2-6 x 6-8 x I 3/8 HINGED N/A III _ 1 Architect's Project Number: WOOD WOOD EXISTING ROOF BEAM 1809 107 CLOSET 15 BED I PR 2'-6"x 6-8" x 13/8"HINGED N/A III WOOD WOOD 108 HALL GARAGE v v EXISTING WINDOW WALL 3'-O" x 6'-8" 13/4" HINGED 20M V WOOD WOOD I 109 HALL BATH 2'-8" x 6' 8" x 13/8" HINGED N/A II WOOD NEW PARAPET, ROOF WRAP, AND METAL CAP FLASHING NG I 10 HALL LAUNDRY 2_8 x 6' 8" x I 3/8" POCKET N/A II e a • i; Project Address: WOOD WOOD III OUTSIDE STAIR I NEW FLASHING AND DECK LEDGER ( NEW RAILING 3'-O" x 6'-8" x 13/4" HINGED N/A I4 1 1 3 R Avenue FBGLASS FBGLASS 1 '' 11.11 ii EXISTING FLOOR FRAMING SYSTEM NEW DECKING 201 DECK ENTRY Anacortes, WA 98221 3' 0"x 6' 8" x 13/4" HINGED N/A I FBGLASS FBGLASS NEW DECK FRAMING 202 KITCHEN POWDER �iI c 3' O" x 6' 8"x 13/8" HINGED N/A V WOOD WOOD la`,ac l :•,;:•. ,•;,►.,...•�� •. �I •.❖:•.I .203 KITCHEN M BED NEW _ — ,.,• ,,o, ,,. .. '::�. I,,,,.,.,.,,.I•:..❖:❖.r:.❖.❖. ❖-. .. e/.. ..d to o.li.• . .. ..,......• ........I..eeoo:a•1.;;;:3;;'ras•:..•:.•:.I..•.: .-.-. --••-- -•----•- --•----• - _ M PER ----- .So .or�l.• 0000e•...,..•, ...• .00l.00• .,,.... ...,,...I. 3 O x 6-8 x 13/8 HINGED N/A VRSTRUCTURA � -_ � - - - 0 /3 ...... ...... ./:...e. .. .a;......1. � .... .... .......L... .... ......,.,..,........ ........ ...ems -- - WOOD ... ......,1,• I WOOD .... ... 1 ,00e:Ssv;S;::::;:;: .•.o>-.�.a:•s,:•:es,..,-.•.00>;,••a:•a,❖•-.-.-, 204 ....... .................. . .............. � f `.� ....•..1.......1.. __..L.....al::::e:� `a�o�l� _ >s�<_ .1 y i it it II ry:�; , 1 1 1 I'��..❖.•.e, M BED M CLOSET 3'-O" x 6'-8" x 13/8" POCKET N/A V WOOD WOOD NEW 5/8" SUSPENDED GWB 1 3 3 205 M CLOSET M BATH 3'-O" x 6' 8" x 13/8" HINGED N/A V NEW SINGLE PLY MEMBRANE ROOFING DRAIN TO NORTH WALL x Owner: WOOD WOOD NEW SLIP SHEET PER ROOFING MANUFACTURER 206 M BATH M SHOWER 2'-6" x 5'-O" HINGED N/A IV NEW 5/8" GWB ill NEW TAPERED RIGID INSULATION .. Martin and Sarah Lee GLASS NEW PLYWOOD ROOF SHEATHING PER STRUCTURAL A • NEW 2x4 (a� 1 6" OC NEW ROOF JOISTS PER STRUCTURAL ( 207 LIVING DECK 8' O" 6' 8" VERIFY SLIDER N/A NEW BATT ACOUSTIC INSULATION ig NEW FILL CAVITIES FBGLASS FBGLASS NEW 5/8" GWB 103 FULL WITH SPRAY FOAM INSULATION NEW FURRED WALL W/INSULATION 208 DINING -:-:-:-:-:-:-:-:-:-:- -: :-:-: -:-:-:-w-:-:-:-.�. NEW FILL GWB • DECK 8' O" 6' 8" VERIFY SLIDER N/A FBGLASS FBGLASS 104 1/2" MINIMUM AIR SPACE DOOR SCHEDULE NOTES: 1 . PROVIDE SELF CLOSER DEMOLISH EXISTING WALL PER PLAN NEW 5/8" GWB / NEW VAPOR-2Ib TT RIERINSULATION •• \ Owner's Address: NEW CONCRETE SLAB ON GRADE NEW R-2 I GATT INSULATION DEMOLISH PORTION OF EXISTING STEMWALL PO Box 756 NEW STUDS PER STRUCTURAL EXISTING CONCRETE SLAB ON GRADE NEW SHEATHING PER STRUCTURAL i' ��• NEW WEATHER RESISTIVE BARRIER Anacortes, WA 9822 I NEW SIDING 3' 0" 2 8 GRADE AS OCCURS / / / 2' 6"/ 3, O„ NEW R-I 0 RIGID INSULATION • " f / / / / ASSUMED EXISTING STEMWALL )•.- • / NEW STEMWALL PER STRUCTURAL I ' ASSUMED EXISTING FOOTING •• •. 2'-6" ASSUMED EXISTING FOOTING . - , a, _ : • ., . � • . a Drawn:\ \ \ / / \ •+' NEW FOOTING DRAIN TIE INTO EXISTING • SOLID CORE NEW TIGHTLINE DRAIN TIE INTO EXISTING ASSUMED EXISTING FOOTING 3 I October 2018 FLUSH, EXTERIOR SOLID CORE • SOLID CORE • NEW FOOTING PER STRUCTURAL PAINT GRADE FLUSH, INTERIOR FLUSH, INTERIOR \ SOLID CORE � DOOR a0 PAINT GRADE PAINT GRADE - FLUSH, INTERIOR DOOR = DOOR U DOORRADE Q BUILDING SECTION B LOOKING WEST U � o � GLASS `� V DOOR 5 10 A BUILDING SECTION A LOOKING NORTH Revised: 3 November 202 1 \ SCALE I N FEET I 5 10 \ \ \ DOOR TYPE 1 DOOR TYPE II DOOR TYPE III DOOR TYPE IV \ DOOR lTr'E V SCALE IN FEET Sheet Contents: Exterior Elevations Building Sections ns 0 i. 0 2lli Door ScheduleJ U J zz z zz U 9 z O 0 w 0 w O IO OOQz ��zO % �zU O O 2O2 z0z QO :O :: owO :Q :! _. ._== :: zU cn O(SILL OoQ � 00z0 �U= opz U�� ow z ,�z O unw �o_�E OQ � 00 = = U z z 9 z � U � z ZL( o zo w z w o z U unoQU c�UzzpU zU o -_-, ? �OOQ� o _ E � �� �� �L 2 � 2 z u� o z z<1QzU 000) o w:X oQ nz w �!_ J :�:o „ O zzd�n zt�9z z�� t�� xn wx wu' it w� z u �Oo DR O z� O z0 O zO z E z E wQu�0 Q z z_ 0 zu O z� u u u Zu w zw Zu_i Z zu�zwU '4�� UIM iv �� ,NOTE: ALL NEW WINDOWS IN EXISTING OR MODIFIED%,j:...-- ': j_- "=i= i ., 06/6 1 0 i, II n-, z "" j ,O' O OPENINGS NOTED„�,,Air / j ■� / / NOTE: ALL NEW SIDING AND WEATHER ESISTIVEj -__:::...y_:_.:_.= _.. BARRIER SYSTEM/ , / A,._ � �/ ./ ��/ . AM / A AA / j D. � .%// / �V/ / / / /- ' r- i7 jA4* 'i . A/ Ar jAr, / /Ay /r �/ � % /%✓ %% / s%% % &i if , �/'.cj�„jj , / A / � ac AI o/ en ,„ Ilill, • v//, / • I I I I • �_- I �s �� ��� f f f .ono //////////////,, /' o/i./ / / / / // / , ,,.%�/ �,,. ice, / / w / r r / r / /////// wow / /%///% / / %%% / .a„ �� r / / 1 r ///% / %%%%%%/ • 'T ' ;/ rO / I / / - 7/ / 1 / 1 y , .I 7 e // %%%///%%%%%///%%////ems ./ , r . /, / / EXTENT • I / / // / r �///,/ ;,:///%///// �/ / 73 SF ADDITION / � f r� /,/// / ��� _ EXTENTO173SF DDITIO �/ // �� / , �� •:// / � AT LOWS' FLO / � / / /• , / � / . . .., .. ...: %...- ::: A. A• " l' A A A' H•' •. •A• �//./ ������/O ///D LOWS FLOOR �f� / � �� � :Qr./ �� . . .: , : .. • /'0,.////:, d/ /r• -f7 _______ _4 ._______________4r i z 1 ) ..-A.A• A I . ••'A. ..A. .‘•, . .' ; ‘," '1 ' /1 / 2-A: ; / 1 . . . . - . .- : ,.. , . - -. -- .. . -„. . / / 1 _.; A. ; „-. 1. .. .„ : . : . : -. - .... A-�' • /// / / Aim,Aim, z O O z z U o z �U U NORTH ELEVATION c9Q o z _z O p Q Qz Z �oz w zp � o o _o ~ DE p- U z WEST ELEVATION x0 U �� 00 w z �O I 5 10 o O ZO Q i= 2 ZU wQ §.= z z z z� ww z SCALE IN FEET o �z 1 5 I 0 u� ZZ w N z-E. Z WO SCALE IN FEET z -0 , �C •wz z w z zz z zz LLJ W w - 2 O z Li z �p� z U U Wz 9 c O O w O O Uw O OQ o (z �z O z zz 0 = 0 U z o Z (7 OL N- 0 6Qw Ow pw Ow CD O— oC— 0 0 zzo Uo CD ezU Jz o z C zU w'z� La_ o� o z of, p _ 0 D zp CDcn - zQ Z o0UL z 0O ZQ 0 0 op p p0 a_ 0 o_ no_ o oo LL- n �Q �� �o in ~ o o )x o Q 0Nwz zW z E Q zEW o g ti2 z2 zXw wzX Z ZZ ZZw Iuz0 O Z Z w O z0 O Zzut) � UO�uL kU / � az Oowa a D ,,,,,,,,, ryi 14//,,,,/ // rio.,,,,,„. /;,/: //,„///,/ , 4 v , A ......„,r_rvy-- f 7 a fri ,;;/;:-/--;:-/-7-7,-;;:-../L:-,,:,-, /,h.--/-/-1, z -, . ,,,,„_, ,_ r ;// zz/ voD ; i I, //' r� Fcz : A., A iv ,,,,,,,,,, r.' 117 / EG.._ 5:1—__ oA j081' : wO iozOLww/ O . ZQ : �% %� ,u) % j\ •, i zu1 Paz®® DD TONboo[ %,,i/,,,A.,A,A,A„,,i,.,i,A.,.ji,✓%,cea / ` / / i / // :/// /7„ ED ,, , cT Ar I STATE OF WASHINGTON LC //� a,/ / / raintili N/, iiiiiisiiiiiaf✓iaisziiiisiiiisiaiiiyai,ate" , / / / N/ r // /a /2 % / /// ---------- ------------, z : / // / C., V A / /17 / / / / / rr r r d , : .;... ✓� ./„�/ / / EXTENT O' P. .. .. ... .. <,. . .. . ... / // ////� / / i 173 SF DDITION ,.•. .. . ;...: -.. . . .. .. , . , .. , , . - ... .. :. .. . . . . , . . .. / � � � ., i ♦ AT LOWS FLOOR . / N 1-1 a / / / / a / zv / I / / / a' • I A A NF I Z CO en N O z Z CD SOUTH ELEVATION �— O Z z z O uf05,)0 �g 0- w IL x0 u'S� zz I 5 I O N� 00 �o QD ur) o EAST ELEVATION N� z u�� ww w� zz z w � SCALE IN FEET zz �� Z Z� I 5 I O z A3 . 1 SCALE IN FEET PERMIT <040�cobs c0lkA & ,' evisio ' _� : �' � � 7'4 TRUCTURAL NOTES .•-' -1C0$`�' As..:? iE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) T0 MELD ly- NAILS, BOLTS,AND METAL CONNECTORS FOR WOOD WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS) FOR NOTE: ALL MATERIALS, RAISE STEM WALL AS REQ'D AT PERIMETER AREAS SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING SHEAR WALL PER WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WHERE NEEDED DUE TO GRADES. 5/8" AB'S @ 4' 0" O.C. PLAN MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: Project Name: DESIGN LOADS (2)#4 CONT TOP NAIL SHANK 0 MIN LENGTH 4 113 R Improvements STUD WALL PER PROVIDE BLOCK OUT DEAD LOADS: FRAMING PLAN NOTES 8d COMMON 0.1310 2 1/2" SHANK AT DOOR OPENINGS NOTE: COUNTERSINK ADDITIONAL ROOF 12 PSF FLOOR 12 PSF 10d COMMON 0.1480 3" SHANK SLAB ON GRADE AND WHERE CONCRETE WALL WITH END STUD AS REQ'D SHEATHING AND SUBGRADE PER HT> 2'-6" EXISTS, ROD MAY SHEAR WALL PER HOLDOWN PER PLAN 12d COMMON 0.1480 3 1/4" SHANK NAILING PER PLAN FOUNDATION PLAN 4"0 PERFORATED PVC PIPE PER EXTEND 24" MIN INTO WALL WI PLAN LIVE LOADS: LOCAL CODES WITH 6" OF 1" NUT&WASHER AS SHOWN SOLID FILL JOIST ROOF (SNOW LOAD) 25 PSF 16d COMMON 0.1620 3 1/2" SHANK z Q #4 @ 12" OC EA WAY RESIDENTIAL 40 PSF CENTERED IN WALL MINUS GRAVEL ALL AROUND, ✓ L SPACE BELOW HD Architect's Protect Number: PAVING OR FINISHED ,_ WRAPPED IN NON WOVEN CHORDS DECK 60 PSF 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING o� rsi MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED GRADE PER ARCH �C GEOTEXTILE FABRIC. SLOPE TO 1809 EARTHQUAKE LOADS: WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS DRAWINGS '-I a X X - DRAIN 1/8" PER 1' 0" MIN.TURN COUNTERSINK ADDITIONAL ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. i -�� o o > DOWN PERFORATIONS AS SHOWN END STUD AS REQ'D _ .1m.. �'. Tr w� N.o 000 00�\� �� . �p °p HOEDOWN PER PLAN EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. - - c ! ��p° o0 o0° °o 00° 11 - ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS cP006 ■ °o o°° o°o O o°° a 111 I I THREADED ROD AS REQ'D SITE CLASS D THREADED ROD AS REQ'D I I OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE o°p o 0 0 ( ° o THREADED ROD AS REQ'D -N I I PER PLAN. INSTALL SHORT PERIOD SPECTRAL RESPONSE ACCEL(Ss) 1.106 SHANK AND THREADED PORTIONS PER NDS 11.1.3. O �p°0 o Op°� -1 I -1 I 1- O O ° 0° O FOR HOLDOWN WI NUT AND = PER PLAN. INSTALL 11 W/HILTI HIT-HY 200 EPDXY Project Address: O ONE SECOND SPECTRAL RESPONSE ACCEL(Si) 0.437 z O o a \ ° O 0 o O a WASHER AT BASE. EXTEND - = W/ HILTI HIT-HY 200 EPDXY SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL S 0.780 CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG-TIE" BY SIMPSON COMPANY, CATALOG 00 0 O 0 O O o ROD INTO FTG,TYP UNO .� 4 113 R Avenue ( os) ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(Su) 0.455 TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE ° �� ° O °° ° O , O °° I I a 1 Anacortes, WA 9822 I RISK CATEGORY II WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED �' 0 O 'r O o o ° O a ° I i i I I ° I SEISMIC IMPORTANCE FACTOR (IE) 1.0 BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, 0 0 0 �° 0 I 0 °OD O °°O o0 A TOP OF FTG I a I I 11 a a. 1 SEISMIC DESIGN CATEGORY D SCREWS, OR BOLTS IN EACH MEMBER. O o ---- \ O O 0 0 as a a I I I I o as a O o0 p 0 p ° a a l� a .. a I I VERIFY 1/2" BASIC SEISMIC FORCE-RESISTING-SYSTEM PLYWOOD SHEAR WALLS \ \ \ III-1 I-1 I I- RESPONSE MODIFICATION FACTOR, (R) 6.5 INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE ° a a • I I a AB @ 4 0 FOOTING DRAIN / / -1 I I-III-III_ 7 a a . (MIN) REDUNDANCY FACTOR (p) 1.0 (MINIMUM) AS MEMBERS CONNECTED. PER TYP DETAIL 8 m u /Z1 1 A a ° Ll ° Owner: SEISMIC RESPONSE COEFFICIENT(Cs) 0.120 / LINE OF MAX EXCAVATION. 1 AI ° A a a a da a GALVANIZATION / ALT HOOK AS IF SOIL IS OVER EXCAVATED, I a A a ' . Martin and Sarah Lee W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. 1-4 4 SHOWN REPLACE WITH LEAN MIX A �� a a 4 a • UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED (3)-#4 BOTTOM 7' 4 CONCRETE. a a A p d Sus ACCORDING TO THE FOLLOWING TABLE: FIRM BEARING SOIL OR \ BASE SHEAR (V), V=CSW= R I W COMPACTED UNTREATED ACQ-C CBA-A OTHER OTHER PT STRUCTURAL FILL - EXIST CONCRETE WALL WIND LOADS: GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD BASIC WIND SPEED (3 SECOND GUST) 115 MPH G90 X X X TYPICAL STEM WALL DETAIL TYPICAL FOOTING DRAIN HOLDOWN DETAIL (NEW FOOTING) HOLDOWN DETAIL (EXIST FOOTING) owner's Address: EXPOSURE B SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" PO Box 756 Ku 1.0 G185 X X X X X X Anacortes, WA 9822I HDG X X X X X X SPECIAL INSPECTIONS STT300 X X X X X X X X SPECIAL INSPECTIONS SHALL BE PROVIDED IF REQUIRED BY THE CITY OF ANACORTES BUILDING DEPARTMENT. G90= 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA STRUCTURAL OBSERVATION IS NOT REQUIRED. G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA HDG = HOT DIP GALVANIZED Drawn: FOUNDATIONS: SPREAD FOOTINGS SST300=TYPE 316E STAINLESS STEEL STAGGER NAILS ON EA SIDE OF PANELJOINT PANEL EDGE NAILING 3 1 October 2018 ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED) TIMBERSTRAND, MICROLLAM,AND PARALLAM MEMBERS \ • • • • 1 • • • • • • • • • • • • 0 FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT _n n n n r1� PANEL EDGE NAILING INTO AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A I' ABOVE, UNLESS NOTED OTHERWISE. STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME, HOEDOWN CHORDS,TYP PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS Ip Revised: IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR SHALL MEET THE FOLLOWING MINIMUM STANDARDS: 7 I INTERMEDIATE /� A MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE - HEADER PER PLAN I NAILING @ 12" OC 30 November 202 I 1 THAN 10% FINES (PASSING THE#200 SIEVE). SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fv(PSI Fc (PSI) I' FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE BEAMS & POSTS (d < 9 1/2") LSL 1.3E 1,700 425 1,835 •I THICKNESS AND COMPACTED TO A MINIMUM OF 95%OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM RIMS& BEAMS (d >_ 9 1/2") LSL 1.55E 2,325 310 �• �\ 2x FRAMING E • SHEATHING PER PLAN NOTES TEST METHOD D1557-00. - CRIPPLE STUDS PER I a T ADJOINING PANEL EDGES BEAMS & POSTS LVL 2.0E 2,600 285 2,510 PLAN; DO NOT CUT I • o I CONCRETE AWAY MATERIAL FROM I' Sheet Contents: • POSTS (d < 9 1/2") PSL 1.8E 2,400 190 2,500 CRIPPLE STUDS I 2-2x HOLDOWN CHORD. Structural Notes • I• REFER TO TYPICAL ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION BEAMS (d >_ 9 1/2") PSL 2.2E 2,900 290 - • • I BUILT-UP COLUMN Structural Details CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE �O.F DETAIL FOR BUILDINGS (ACI 301). TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE APPLICATIONS. FULL-HEIGHT • UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER HOLDOWN CHORD • __IL J L J L A �� ALL CONCRETE SHALL BE STONE AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS MANUFACTURES RECOMMENDATIONS. ND •1 r • • • • r• • • • • r• • • • . PER CUBIC FOOT. •RATED SHEATHING • ADDITIONAL END STUD • CONCRETE STRENGTHS AT 28 DAYS (f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: IF REQUIRED TO RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE • /// PROVIDE MAXIMUM MIN CEMENT MAXIMUM IN CONFORMANCE WITH IBC STANDARD 2303.1.4. COUNTERSINK FOR TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC SHRINKAGE STRAIN • HOLDOWN BOLTS RATIO YARD EXISTING BUILDING *ALL CONCRETE 3000 PSI 0.55 5 1/2 SACK N/A HOLDOWN ANCHORAGE NOTE: CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING PER PLAN 2x OR 3x BLOCKING ONLY DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE • 7STAGGER SHEATHING AS IF BLOCKED DIAPHRAGM THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS AB W/SIMPSON BP i REDESIGN. 0 SHOWN. (IBC TABLE IS SPECIFIED i SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING PL WASHER, TYP / 1/2" TO I 2306.3.1, CASE 1 OR 3) ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE • • • • • / SIMPSON CNW COUPLER FRAMING MEMBERS WI CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS A �.............�_ NUT W/SIZE TO MATCH SHEATHED EDGE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD,AND PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. p 3/16" x 3" x 3" INTERMEDIATE SPACING PER PLAN SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Lii 11 HOEDOWN ANCHORAGE PLATE WASHER FRAMING MEMBERS ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR ENTRAINED IN ACCORDANCE SHOP DRAWINGS • A U. TYP SHEATHING \ • PANEL TYP WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. PT SILL PLATE ! _ L'aivill 11 SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL i J1__ I I ENGINEER FOR REVIEW PRIOR TO FABRICATION: _L :_1._ -1L 1L 1 PANEL EDGE * PROVIDE 3000 PSI TO MEET DURABILITY REQUIREMENTS. 2500 PSI f'c CONCRETE MEETS STRENGTH \ II II • El n NAILING I I _-ZIM■ --� I I CONTINUOUS '� �1����=, REQUIREMENTS FOR DESIGNED FOOTING, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED. 1. STRUCTURAL STEEL II II II I I I I I - CONTINUE HOLDOWN CHORD I I II I I I I I IPANEL EDGES REINFORCING STEEL \ I I I I I I N TO FOUNDATION SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE 41.1110 oilei. CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS IL_ _ -IL 11 REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy BEARING THE STAMP AND SIGNATURE OF THE PROJECT ARCHITECT, ENGINEER OF RECORD,AND CONTRACTOR i II I I - �� SECTION A-A 1611110b- = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED HAVE BEEN RECEIVED. -I I I-I I I- 5/8" AB @ 5'-0" -1 I I- SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL A II I I I(II I I // SCALE: 1 1/2" = 1' 0" I -����■ iI = CONCRETE FOOTING _ _ ,144 5 � PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE STRUCTURAL STEEL OR P/T SLAB RIM BOARD \\ I1�� �i SUBMITTED. I OR BLOCKING /) �� � I I STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC NOTES: l i CONCRETE STEM WALL WI REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS', LATEST 1. REFER TO STRUCTURAL NOTES FOR l� mil_ I I I / I I;' 318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS EDITION. ADDITIONAL INFORMATION. �- �� SHALL BE PER SCHEDULE. PANEL EDGES SHAPES SHALL CONFORM TO ASTM A992, Fy=50 KSI. 2. FOR SHEAR WALLS WHERE NO HOLDOWNS CONCRETE FOOTING ��1� - _�' � ARE SPECIFIED THE FIRST AB SHALL BE .M REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN LOCATED NOT MORE THAN 1' 0" AND NOT III I 11- III I -1 41 I PLATES, ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy= 36 KSI. LESS THAN (7) BOLT DIAMETERS FROM END _III III- _III III- _III III- 11 ' I HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL OF WALL. I ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy=46 KSI. MINIMUM LAPS AND EMBEDMENT STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy=35 KSI. TYPICAL SHEAR WALL DETAIL Q TYPICAL FLOOR/ ROOF SHEATHING DETAIL UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. ANCHOR BOLTS SHALL CONFORM TO SCALE: 3/4" = 1'-0" �+ SCALE: NTS BELOW: ASTM A307. f'c= 2500 PSI ALL EXTERIOR EXPOSED STEEL SHALL BE HOT-DIP GALVANIZED OR OTHERWISE COATED PER ARCHITECTURAL DEVELOPMENT LENGTH LAP SPLICE RECOMMENDATIONS. BAR TENSION COMPRESSION TENSION COMPRESSION SIZE CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS MANUAL OF STEEL CONSTRUCTION. BARS BARS #3 24 18 9 30 23 12 WELDING #4 31 24 12 41 31 15 WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE TYP DOUBLE EDGE NAILING PER PLAN #5 39 30 15 51 39 19 DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE TOP PLATE PER TABLE 5.8 IN AWS D1.1, LATEST EDITION. J 2x6 STUD @ 2x4 CROSS WALL #6 47 36 18 61 47 23 a 2x8 STUD @ 2x6 CROSS WALL -111 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. o FOR 2x4 STUDS, PROVIDE SINGLE r . #7 68 53 21 89 68 27 z ROW OF NAILS STAGGERED EA SIDE w w 0.131"�x 3" EDGE NAILING PER PLAN #8 78 60 24 102 78 30 GENERAL z WITH 1 1/2" EDGE DISTANCE. FOR NAILS @ 9" OC a 2x6 STUDS, PROVIDE (2) ROWS OF SIMPSON A35 (ONLY NOTE: STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND `V o NAILS SPACED AT 2 1/2" W/ 1 1/2" REQUIRED AT EXTERIOR 5 1��,' 1. ALL LENGTHS ARE IN INCHES. 7 X CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE \ EDGE DISTANCE HEADERS GREATER u1�� ROWS 1 1 OF 0.131"�x 3" 2. ALL LAP SPLICES ARE CLASS B. „ THAN 6' SPAN) ���/ (2) / ✓ 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE \ \ CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. PROCEEDING. X -....---- , CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER ADJACENT NAILS IN A ROW \- EDGE NAILING PER PLAN CONCRETE COVER ON REINFORCING OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. ADJACENT NAILS IN A \ 9" OC MAX SPACING BETWEEN (6) 0.131"0 x 3" NAILS TYPICAL STUDS - NAILS @ 9" OC ROW ARE TO BE CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL DRIVEN FROM PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. OPPOSITE SIDES,TYP BEAM OR HEADER PER CONCRETE EXPOSED TO EARTH AND WEATHER: - PLAN AND NOTES STUD WALL PER 0.131"0 x 3" #5 BARS AND SMALLER 1 1/2" CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL FRAMING PLAN ���. NAILS @ 9" OC ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS NOTES,TYP CONCRETE NOT EXPOSED TO EARTH OR WEATHER: ONLY WILL NOT SATISFY THIS REQUIREMENT. 0.131"�x 3" NAILS, TYP NAILING PER TYP STUD WALL PER FRAMING SLABS, WALLS AND JOISTS 3/4" BUILT-UP STUD PLAN NOTES,TYP COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT COLUMN DETAIL SHEATHING (OR GWB)AND SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF - NAILING PER PLAN SHEATHING (OR GWB)AND CONCRETE GENERAL NOTES CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL im•-=2Mil ENGINEER. MIN (2) CRIPPLE STUDS UNO PER PLAN NAILING PER PLAN VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE II (5) STUDS MAX TO AT HOLDOWNS: PROVIDE FULL HT / / NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION,THERE SHALL BE A FOUNDATION, FLOOR, AND ROOF FRAMING PLAN NOTES: BE USED FOR AT CHORDS PER HD SCHED. / / III _\/� HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. BUILT-UP COLUMNS OTHERWISE: (1) 2x FULL HT 1. EXTERIOR FOOTINGS SHALL BEAR A MIN OF 1'-6" BELOW ADJACENT GRADE. II A. CORNER INTERSECTION B. 'T' INTERSECTION ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED 2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL. BEYOND JOINT. TYPICAL BUILT-UP STUD COLUMN DETAIL TYPICAL HEADER DETAIL TYPICAL WALL INTERSECTION DETAIL 3. WHERE SLAB ON GRADE IS INDICATED, SLAB SHALL BE 4"THICK WI 6x6-W1.4 x W1.4 WELDED WIRE FABRIC 7 8 9 BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR REINFORCEMENT(CENTERED). SLAB SHALL BE POURED OVER A 8 MIL VAPOR BARRIER OVER 4 OF 5/8 SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" APPROVED BY THE STRUCTURAL ENGINEER. CRUSHED ROCK. G. G SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND 4. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH ��5 pF SAS ��S' OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. Gib NOTED. 5. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BEAM PER PLAN I% LUMBER BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. V' �y j O 39553 1` �y SIMPSON EACH �'WM, F ' ti ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA 6. ALL DIAPHRAGMS UNBLOCKED UNO. JOIST DIRECTION SIDE OF BEAMA35 EACH AL GRADING RULES, KILN-DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: 7. UNLESS NOTED OTHERWISE, ALL BEAM-TO-BEAM CONNECTIONS SHALL BE SIMPSON HU OR HUC SERIES FACE •L%..��. .... ��� .N.. .�-���. PER PLAN . '%.. •��1k`:.'W&`WM���N 'V.%1 11 SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc (PSI) MOUNT HANGERS WI MAX NAILING. NOTE: ROOF SHEATHING AND NAILING PER IUO/21 SUPPORTS AT SOLID cn = PLAN NOTES (ON THIS SHEET) SLEEPERS DOUG-FIR STUD 700 - 8. UNLESS NOTED OTHERWISE, ALL JOIST-TO-BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT POSTS SIM o 0- ROOF JOISTS La E-i HANGERS WI MAX NAILING. STUD WALL cc o STUD PER PLAN U NLIGHT FRAMING (STUDS) HEM-FIR STUD 675 800WALLW2x JOISTS AND PLANKS HEM-FIR #2 850 - 9. UNLESS NOTED OTHERWISE, ALL BEAM-TO-POST CONNECTIONS AT ISOLATED POSTS (I.E. NOT IN A STUD WALL) JWrriglir, L ������������������������������� H SHALL BE SIMPSON CCQ OR ECCQ COLUMN CAPS. :x:1: PLATES AND BLOCKING HEM-FIR #2 850 -6x AND LARGER BEAMS AND 10. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN BEAM PER PLAN II DOUG FIR #2 875 16d @ I •STRINGERS I o 11. ROOF SHEATHING SHALL BE 1/2" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM 4x AND SMALLER BEAMS AND SIMPSON LTP4 OR of i HEM-FIR #2 850 - BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR TRUSS BLOCKING z STRINGERSA35 FRAMING i �� III CONCRETE p • 0 d PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12" OC. _=�: WALL LINTEL PER ANCHOR EACH SIDE I��, d PLAN AT W N ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 OF BEAM L 12. SOLID BLOCKING EQUAL TO COLUMN WIDTH AND DEPTH SHALL BE INSTALLED IN THE JOIST SPACE BELOW SHEATHING AND HEAD OF 7!) REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. ALL UPPER LEVEL COLUMNS. ill NAILING PER PLAN.1111 II OPENING (�NOTESQUNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD-BASED MEMBERS EXPOSED TO WEATHER OR IN /40 x 3" CONCRETE oCONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE TREATED BYSCREWS @ 12" OCVACUUM-PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1. SOLID OR MULTIPLE / / SOLID OR MULTIPLE rn STUD COLUMN PER PLAN STUD COLUMN PER PLAN OBEAM WIDTH, NOTE: O NMIN UNO SAWCUT DOOR OPENING O0 AND EXTEND LINTEL ANGLE m N Ip 3" BEYOND EDGE OF PARALLEL TO STUD WALL PERPENDICULAR TO STUD WALL STUD WALL PER PLAN OPENING ON EACH SIDE. I TYPICAL FLUSH BEAM SUPPORT DETAILS SECTION STEEL LINTEL AT SAWCUT DOOR OPENING 10 SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE: 1 1/2" = 1'-0" S 1 . 1 Architect's Project Number: 0:g CODE co I evisio ' S r0FIELII w- 1'-6" HSS 4 x 4 x 3/16, CONN PER DET 7 © LEGEND NOTES 15'-p ftriftliF O AT NEW EXTERIOR WALLS, INSTALL 15/32" PLYWOOD ------------------ I������Q PROPOSED SHEAR WALL SHEATHING EXTERIOR FACE OF WALL WITH 8d @ 6" OC Project Name: if 1 OVER EXTENTS SHOWN PANEL EDGE NAILING. REFER TO DETAILS ON S1.1 FOR CI Zx RAM4 I 13 P. Improvements L I 4 2, 5„ 11'-p HSS 4 x 4 x 3/16 INSTALLATION &CONNECTION INFORMATION AT BASE AND ® f CONNECTIONPER DET6 W8x18 ) PROPOSED FLOOR IN FILL TOP OF WALLS. (GR 50 ���_ JFRAMING W/3/4' 1 DROP BEAM PLYWOOD OVERLAY O PROVIDE (2) END STUDS&SIMPSON HDU2 HOLD-DOWN WI --------------- v ■ 5/8"THREADED ROD INTO STEM WALL BELOW. REFER TO I3 -2 H too 6 W8x18 0 ------------ - DETAILS ON 51.1. I vI HSS4x4x3/16 Nix C�J © ® DROP BEAM LJ4C SS4NN PER DET 7 0 (2) 2x FULL HEIGHT+ (1) 2x CRIPPLE. INSTALL SIMPSON HDU2 Architects Protect Number: 4x6 HF#2 11 HOLD-DOWN W/5/8"THREADED ROD INTO STEM WALL I P .` ® j'\00\\00►1\►\► 10000000g. co to- BELOW. REFER TO DETAILS ON S1.1. 1809 L a I - r I ', , l N M Jg -, -J 1 © © 00 N g H I j 51.1 © © CO a4ta O 2x8 HF#2 co m SIM 3 o Project Address: NEW SLAB ON GRADE < < @ 24 ) > ® 52.1 4 I 13 PER PLAN NOTES o 2 ,I VERIFY EXISTING GARAGE HEADER P. Avenue Lo 2 r Anacortes, WA 9822I w 2 © 4x12 HDR ,_, , °° m m • O O v. ANW-- , .Cr); (TYPICAL) WHERE NEW FOOTINGS oo c VW IF r 6x6 DF S1.1 &STEM WALLS TIE INTO THE 3 I POST VERIFY 2x r- EXISTING FOUNDATION, PROVIDE "� VERIFY❑ ■ EXISTING Owner: � 5 1/8" x 12 24F-V4 GLB � VERIFY (2)- • _ // ■ CI EPDXY DOWELS OF SAME SIZE EC- ■ DROP BEAM , 4x6 HDR 4x6 HDR 2x10 JOISTS AND QUANTITY TO LAP WITH x L HORIZONTAL WALL FOOTING & ni 6x6 DF • Martin and Sarah Lee WALL REBAR. USE HILTI HIT POST \\\\\\\\\\\\\\\\ EXISTING SLAB-ON-GRADE HY 200 W/4 EMBEDMENT. SISTER (2) 1 3/4" x 11 7/8" S(2) 2x TUDS dik EXISTING LVL TO EACH SIDE OF \ \ ® BEARING WALL IOR EXISTING DBL 2X10 DROP �- ����������������������������������������������������������������������������������������������������������������������������� �������������������.����������������������������������. .���������������������������������������� CONT T DBL 2x 10 RIM BEAM (4 TOTAL). USE (2) ■ I ■ 1 Owner's Address: L I 4 \� EXISTING FOOTING ROWS OF 16d SIERED PIE OC OR CE 4x12 DF@2 HDR PO Box 756 J ® AND STEM WALL HSS 4 x 4 x 3/16, 1 \ , Anacortes, WA 9822 I CONN PER DET 6 PT 2x8HF uiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii �'1`iiiiii ■ #2 @ 16" EXISTING , ,7 , 2x10 JOISTS 4 PROVIDE HANGERS AT (4) 2x STUDS ()BEARINN NEW 2x10 DF#2 @ 16" EXISTING R FOR BEAM &JOISTS IM PER PLAN NOTES STUDS HDR BELOW) SIM © OC SISTERED TO EACH 2x10 JOISTS Drawn: o ® EXIST JOIST W/ 10d @ 6" (2) 2x Q O C T&B. SISTER A M I N � �� T������.:��������������������������������������������������������� EXISTING STUDS 3 1 October 20 1 8 -' Partial Foundation Plan m OF 4'-0" IN LENGTH L 2x10 ■ 2x10 JOISTS NOI TNx ° z �� Mmiiiiimm / /> @ 16" SCALE IN FEET r • /� (2) 2x o < \ Revised: 30 November 202 1 A EACH 30 a I W8x18(GR 50) END �OO�OOOO�OOOO� �0�� 1 L J 4 f , C'A ROP B Eq M — , \ \ 4x 10 DF#2 .��������������������o\������������������������ ■ ■ ® HSS 4 x 4 x 3/16, ■ � (2) 2x, 2x6 HF � TYP UNO > \\__L -I CONN PER DET 6 @ 16" (4) 2x STUDS ■ 4x 0 DF#2 IN-FILL EXISTING STAIR Sheet Contents: I PT 2x8 F1 HSS 4 x 4 x 3/16 ^ ■ 2x RIM, NAIL TO OPENING. EXTEND F EA JOIST W 3 FRAMING TO CENTRAL Foundation Plan `° #2 �a 16" E w CONN PER DET 6 4x6 10d END NAILS) BEARING WALL AS SHOWN '� m �\ HF#2 3 1 3 4" x 9 1 4" LVL Framing Plans oo O 2x6 HF L5 x 3 x 1/4" ( ) / / Structural Detail Ir : W8 o @ 16" LINTEL T L12RS1.1 //�� (ALIGN BELOW UPPER ` A LEVEL COLUMN) 1 12 /S1.1� I r x18(GR 50) li y— 1'-4" J w I A DROP BEA— ■ \ \ 16F (2) 2x, DB��OIST �� TYP UNO 4 ,,. is N FLAT CONT 2X6 DECK JOISTS ����� DECKING PLATES PER PLAN ALL SLOPED LANDING STRINGERS (2)-2x PER BEAMS (2)-2x10 STAIR DETAILS,TYP Main Floor Framing Plan HF#2, TYP R T 2x BLKG — ti 10 TREAD/RISER PER ARCH USE 1 1/8" PLYWOOD TREADS UNO 2x12 NOTCHED SCALE FEET STRINGER IN 2x12 BLOCKING ROOF SHEATHING AND �� DO NOT OVERCUT NOTCHES BEAM PER PLAN NAILING PER PLAN NOTES 1/2" AB @ 3'-0" OC OR PROVIDE FOR TREAD/RISER (ON THIS SHEET) �\ .., \\\\ \\\\ \\ iv � HILTI X-DNI (0.145"0) @ 12" OC. 2x RIM 2x12 STRINGER EMBED MIN 2" INTO CONCRETE W/ STANDARD STEEL WASHER L , 16d @ 6" O.C. , TREATED 2x SILL PLATE .C \ i • 2x6 SISTERED TO SIDE OF 2x12 W/(2) ROWS JOIST PER SHEATHING ANDOF 10d NAILS PLAN NAILING PER PLAN 'X X — X X X X X X X X STAGGERED @ 6 OCAS NOTES ROOF JOISTS SHOWN PER PLAN cPo 00 0°0 00 0°0 00 0°0 00 0°0 00 0°0 00 0°0 00 0°0 00 00 0°0 00 0°04\_ill. H UC28 2 W/ r 00 00°0 °°0 °°o °°o °°o °°o °°o o°° o°°00 0° 00 00 00 00 0o 00 FULL NAILING °°0 ° STUD WALL PER PLAN WALL LEGEND s !OOOOOOI PROPOSED SHEAR WALL 0 TYPICAL STAIR SECTIONS SECTION OVER EXTENTS SHOWN SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" NOTE: VERIFY (3)-2x AT CONDITION WHERE JOISTS ARE PARALLEL TO STUD WALL,THE DTT1Z — TIES SHALL BE CONNECTED TO 2x �� EXISTING WOOD STEEL COLUMN (2 CRIPPLE+ 1 FULL HT) BLOCKING SECURED IN THE JOIST f STUD WALL PER PLAN �(I 1 1 BAY W/(3) 10d TOE OR END NAILS 2x BLOCKING ATTACHED TO 5/8" THREADED RODS EMBEDDED INTO 10" x 10" EXISTING 2x RIM OR 2x FOOTING AS SHOWN CONCRETE PLINTH DECK RAILING VERIFY /\ 5/8" SPACERS BETWEEN JOISTS. SECUREURE EA END PER MFR ATTACH JOIST TO CONT W/(3) 10d TOE OR END NAILS W/#3 TIES @ 3" OC (2)-2x /\ 3/4" LEVELING CONT RIM, ATTACHED LEDGER W/SIMPSON SIMPSON DTT1Z TENSION GROUT FINISHED GRADE TO EACH JOIST W/(3) 1 ALL ROOF BEAMS _ LUS SERIES HANGERS TIE @ 8'-0" OC AND (1) @ N �,y OR CONCRETE 10d END NAILS FLAT EXISTING 3 1/2" x 14 DECKING •J EA END OF DECK \ _ l.l .•-•. :. SLAB PER PLAN 2x BLOCKING AT RAIL DECKING ��iv 1 2 GLB, TYP EXISTING �� of I o 9" POST LOCATIONS ONLY, DECK JOISTS JOISTS,TYP z I—III I / / ATTACHED TO EACH JOIST PER PLAN O O I EACH BAY 121110°- �' '� I I of I o = II (3)#4 BOT BARS, W/(3) 10d END NAILS III o1 o, I EACH WAY II II A35 CLIP AT 0 0 J I I = �� EA JOIST AT p DECK JOIST PER PLAN 'cm NO • •OE I'� RAIL POST 2x BLKG REMOVE 2x PT HF#2 LEDGER EXISTING JOISTS o 0 0 J1 _ 4x4 POST REMOVE BASE PL 5/8 x 9 x p +II ATTACHED TO RIM W/(2) PER PLAN \ \ \ \ 0'-9" W/ (4) 5/8" 10d TOENAILS -T'= ° WALL& f� �/ 5/8"0 GALVANIZED THRU IWI N aTHREADED RODS@8" OC2x NAILER RIPPED TO WIDTHB0LTS @ 12" OC. DO NOT (WHEREcc OF BEAM W/ 1/2"0 — NI iiiiiiiiiiiiiii%ipiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiioiiiiiiiiiiiiiiid, EXISTING WOOD BEAM T-.,•, u r' HBEAM PER CARRIAGE BOLTS @ 24" OC OVER-DRILL BOLT HOLES. IT OCCURS). SIM CONDITION HAS �' / 2'-0" / PLAN STAGGERED EACH SIDE OF O > A STUD OR CONCRETE WALL WEB (CONTRACTOR HAS BELOW THE FRAMING LEVEL STEEL BASE PLATE L Q INSTEAD OF A BEAM OPTION TO COUNTERSINK) I % DECK CONNECTION TO HOUSE DECK COLUMN FOOTING DECK EDGE DETAIL PROVIDE (2) END STUDS& O 0SIMPSON HDU2 HOLD-DOWN VERIFY EXISTING 1/2" MUD SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE: 1" = 1' 0" WI 5/8" THREADED ROD INTO SILL AB'S @ 4' 0" OC. IF EXISTING 3 1/2" 15/32" PLYWOOD SHEATHING ONE STEM WALL BELOW. REFER TO NEEDED, ADD 1/2" CONCRETE SCREW ANCHORS C H O RS W/PLATE x 14 1/2" GLB _ / / FACE OF WALL WITH 8d @ 6" OC PANEL DETAILS ON S1.1. EDGE NAILING. REFER TO DETAILS ON WASHERS&3" EMBEDMENT. � // _ S1.1. AT BASE OF WALL PROVIDE 16d @ i 6" OC SILL PLATE NAILING INTO — VERIFY[ ) % 0 � • oA jl� RIM/BLOCRKING TO MUD SILL W/A35/BLOCKING &CONNECT ® 4x8 HF#2 O ! \ I I I j ::Aft,:).0INGIVA• l,�a �• a o1/4" CAP PL,TYP 3" 1 1/2" 3" 1 1/2" CLIPS @ 16" OC. AT TOP OF WALL ■■ JI 'EA COL / -A/ PROVIDE A35 CLIPS @ 16" OC BETWEEN _jVERIFY(3) 2x `N N DBL TOP PLATE & RIM/BLOCKING. 2 I• % �;( CRIPPLE+1 FULL HT 9L3ti`" / PEREL PLAN M N PEREPLANM 3/8L EA S1EI OFFF PWEB ) SSL � PROVIDE (2) END STUDS& ) ii ill F - I I + ). SIMPSON HDU2 HOLD-DOWN / 0/21 I I WI 5/8" THREADED ROD INTO I I \ STEM WALL BELOW. REFER TO ��� r _.,._ .A - =� DETAILS ON S1.1. .11----------- ��� U N STEEL BEAM PER SHEAR PL 3/16 x 4 1/2 x 0'-6" SHEAR PL 3/16 x 4 1/2 x 0'-6" .111WTYP H c, PLAN (ON BOTH W/(2) 3/4"0 A325-N BOLTS W/(2) 3/4"0 A325-N BOLTS SIDES ONLY WHERE x t COPE FLANGE AS REQ'D APPLICABLE) ■�■- _��� p, 3/16 > 1 1/2" STEEL BEAM PER PLAN ■ ■ Roof Framing Plan d o 3/16 I TYP ,L1,- u COL PER PLAN N O fZ T h Z PL 5/8 x 5 1/4 x 0'-10" 5 10 O d 3 16 W/ (4) 5/8„0 BOLTS F" N W 0 SCALE IN FEET a N HSS COLUMN Q PER PLAN BEAM-TO-COLUMN CONNECTION BEAM-TO-BEAM CONNECTION 2 o c © M STEEL BEAM SHEAR PLATE CONNECTIONS STEEL BEAM CONNECTION o 6 SCALE: 1" = 1-0 SCALE: 1" = 1'-0" in 0: rn N S2 . 1 civil &structural ENGINEERING engineering &planning STRUCTURAL CALCULATIONS Lee Residence 4113 R Avenue Anacortes, WA 98221 GL tr "NA Aljk "I ogS:S415304 SIQNAL � 11/30/2021 250 4th Ave S Ste 200 Edmonds,WA 98020 Phone:(425)778-8500 Fax:(425)778-5536 K.E. 4 PAN hiaR.t0 6)1E9fit, I Sai.eta HSS4x4x3/16 Q ' l �(ha's' ill I. .is zx RIM �� i) SIMPSON HU l f W8x18(GR 50) �_ HSS 4 x 4 x 3/16 HANGER DROP BEAM ow N co )• W8x18(GR 50) p N@) Q © -1.- DROP gEAM t F �i1 HSS4x4x3/16 0� 4x6HF#2 LL _ 1, r• o 4 °@1 v_I-i I., © © ri a a i O ' l 1� 2x8 HF#2 ri m 1� @ 24„ ® _ SIM c©f o �{ i_.(_?..,,, -,-,,,5,-.. 1 VA r � � � V* A421P i3 tti ha /' � lI r� VERIFY I' rA 4x12 HDR �i1 �; 6x6 DF ri I I I' POST �� r, r.2E}2IFY 1. r ( © I 5 1/8 x 12 24F V4 GLB r, VERIFY' VERIFY E . DROP BEAM , L 4x6 HDR ! 4x6 HDR 6x6DF 7:::eli ry \ POST1 [...1/4N9 Sc00r 1 HSS 4 x 4 x 3/16 PT 2x8 HF II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I #2 @ 16" EXISTING 2x10 JOISTS PROVIDE HANGERS AT RIM PER PLAN NOTES NEW 2x10 DF#2 @ 16" EXISTING FOR BEAM&JOISTS SIM Q I OC SISTERED TO EACH 2x10 JOISTS q �P EXIST JOIST W/lOd @ 6" O w , OC T&B.SISTER A MIN QW �: Om t OF 4'0" IN LENGTH 1 '13 �� �k I ./` r .. �e o of��� (2)-2x ' • a EACH W8x18(GR 50) END- I t.DROP BEAM , ■ 4x10 DF#2 _ - r- , (2)-2x,`, ?I I 2x6 HF HSS4x4x3/16 • TYPUNx @ 16" st (4)2xSTUDS 4x10 DF#2 : ( • pr o � � .� 2xRIM, NAIL TO #z @ HF a HSS 4 x 4 x 3/16 4x6 EA JOIST W 3 @ 16 10d END NAILS} 00 a f HF#2- • x O x6HF • LSx3x1/4" CO a @ 16" LINTEL PER • WBxIs ,` (GR 5p) DETAIL 12/S1.1 DROP BEAM ■� I J2x6 HF (2)-2x, DB1 101ST II @° 16„ • TYP UNO \ \ 1 ' X LANDING ALL SLOPED BEAMS(2)-2x10 STRINGERS(2)-2x PER 4111111111h HF#2,TYP STAIR DETAILS,TYP N 0 R T I COMPANY PROJECT "Al WoodWorks® SOFTWARE FOR IMOD DESIGN Nov. 18,2021 17:25 Typ Deck Joists Design Check Calculation Sheet WoodWorks Sizer 2019(Update 3) Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(16.0") psi Load2 Live Full Area 60.00(16.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1 9'-5.08" I 91-4" Unfactored: Dead 63 63 Live 377 377 Factored: Total 440 440 Bearing: Capacity Joist 440 440 Support 848 848 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb H2 142 Length 1.08 1.08 Min req'd 1.08 1.08 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 • Typ Deck Joists Lumber-soft, Hem-Fir, No.2, 2x8 (1-1/2"x7-1/4") Supports:All-Timber-soft Beam, D.FIr-L No.2 Floor joist spaced at 16.0"dc;Total length:9'-5.06";Clear span:91-2.94';Volume=0.7 cu.ft. Wet service; Incised; Lateral support:top=continuous,bottom=at supports; Repetitive factor applied where permitted(refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NOS 201E: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 52 Tv' = 116 psi £v/Fv' = 0.44 Bending(+) fb = 928 Fb' = 938 psi fb/Fb' = 0.99 Live Defl'n 0.26 = L/434 0.31 = L/360 in 0.83 Total Defl'n 0.34 = L/325 0.47 = L/240 in 0.74 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCN Iv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.15 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 2 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: • Shear : LC II2 = D + L Bending(+) : LC 02 = D + L Deflection: LC 02 = D + L (live) LC k2 = D + L (total) Bearing : Support 1 - LC 112 = D + L Support 2 - LC 02 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 436, V design = 375 lbs; M(+) = 1016 lbs-ft EIy = 61.92 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow.-) Total deflection = 2.0 dead + "live" Design Notes: 1.Analysis and design are In accordance with the ICC International Building Code(IBC 2018)and the National Design Specification(NDS 2018),using Allowable Stress Design(ASD).Design values are from the NDS Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. %x fp. COMPANY PROJECT WoodWorks® SOFIWAREFOR WOOD DESIGN Nov. 18, 2021 17:27 Long Span Deck Joists Design Check Calculation Sheet Wood Works Sizer 2019(Update 3) Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(8.0") psf Load2 Live Full Area 60.00(8.0") ysf Maximum Reactions (ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : I 12'-6.72" { ii. 12-6" Unfactored: Dead 42 42 Live 251 251 Factored: Total 293 293 Bearing: Capacity Joist 293 293 Support 565 565 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb 02 H2 Length 0.72 0.72 Min req'd 0.72 0.72 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 Long Span Deck Joists Lumber-soft, Hem-Fir, No.2, 2x8 (1-1/2"x7-1/4") Supports:All-Timber-soft Beam, D.Fir-L No.2 Floor joist spaced at 8.0"dc;Total length: 12'-6.75";Clear span: 12'-5.25";Volume=0.9 cu.ft. Wet service; Incised; Lateral support: top=continuous,bottom=at supports;Repetitive factor applied where permitted(refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NOS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 36 Fv' = 116 psi fv/Fv' = 0.31 Bending(+) fb = 832 Fb' = 938 psi fb/Fb' = 0.89 Live Defl'n 0.42 = L/361 0.42 = L/360 in 1.00 Total Defl'n 0.55 = L/271 0.63 = L/290 in 0.89 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn Left Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.15 1.00 0.80 - 2 Fcp' 905 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 2 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+) : LC #2 = D + L Deflection; LC 112 = D + L (live) LC 02 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L Ds-dead L=live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max a 292, V design = 262 lbsr M(+) = 911 lbs-ft Sty = 61.92 lb-in"2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Design Notes: 1.Analysis and design are in accordance with the ICC International Building Code(IBC 2018)and the National Design Specification(NDS 2018),using Allowable Stress Design(ASD). Design values are from the NOS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. en Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Martin & Sarah Lee.ec6 LIC# : KW-06015244, Build:20.21.9.26 CG ENGINEERING (c) ENERCALC INC 1983-2021 DESCRIPTION: North Beam 1 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending D(0.17 L(0.20) t t .0) a a D(0.140) L(0.40) D(0.1150) S(0.20) t t d a a D(0.170) S(0.20) t t t t t t t t t X �X W8x18 W8x18 Span = 11.Oft Span = 5.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.1150, S = 0.20 k/ft, Extent = 0.0 -->> 2.50 ft, Tributary Width = 1 .0 ft Uniform Load : D = 0.140, L = 0.40 k/ft, Extent = 2.50 -->> 8.50 ft, Tributary Width = 1 .0 ft Uniform Load : D = 0.170, L = 0.20 k/ft, Extent = 8.50 -->> 11 .0 ft, Tributary Width = 1 .0 ft Load for Span Number 2 Uniform Load : D = 0.170, S = 0.20 k/ft, Extent = 0.0 -->> 5.50 ft, Tributary Width = 1 .0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.141 : 1 Maximum Shear Stress Ratio = 0.072 : 1 Section used for this span W8x18 Section used for this span W8x18 Ma : Applied 5.976 k-ft Va : Applied 2.706 k Mn / Omega : Allowable 42.415 k-ft Vn/Omega : Allowable 37.444 k Load Combination +D+L Load Combination +D+L Location of maximum on span 5.192ft Location of maximum on span 11.000 ft Span #where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio = 1 ,765 >=360 Span: 2 : L Only Max Upward Transient Deflection -0.096 in Ratio = 1 ,373 >=360 Span: 2 : S Only Max Downward Total Deflection 0.102 in Ratio = 1300 >=180 Span: 2 : +D+S Max Upward Total Deflection -0.069 in Ratio = 1904 >=180 Span: 2 : +D+L Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 11.00 ft 1 0.061 0.028 1.01 -2.57 2.57 70.83 42.42 1.00 1.00 1.06 56.17 37.44 Dsgn. L = 5.50 ft 2 0.061 0.025 -2.57 2.57 70.83 42.42 1.00 1.00 0.94 56.17 37.44 +D+L Dsgn. L = 11.00 ft 1 0.141 0.072 5.98 -2.57 5.98 70.83 42.42 1.00 1.00 2.71 56.17 37.44 Dsgn. L = 5.50 ft 2 0.061 0.025 -2.57 2.57 70.83 42.42 1.00 1.00 0.94 56.17 37.44 +D+S Dsgn. L = 11.00 ft 1 0.132 0.054 0.69 -5.60 5.60 70.83 42.42 1.00 1.00 2.04 56.17 37.44 Dsgn. L = 5.50 ft 2 0.132 0.054 -5.60 5.60 70.83 42.42 1.00 1.00 2.04 56.17 37.44 +D+0.750L Dsgn. L = 11.00 ft 1 0.111 0.061 4.71 -2.57 4.71 70.83 42.42 1.00 1.00 2.30 56.17 37.44 Dsgn. L = 5.50 ft 2 0.061 0.025 -2.57 2.57 70.83 42.42 1.00 1.00 0.94 56.17 37.44 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File:Martin&Sarah Lee.ec6 LIC#:KW-06015244,Build:20.21.9.26 CG ENGINEERING (c)ENERCALC INC 1983-2021 DESCRIPTION: North Beam 1 Maximum Forces & Stresses for Load Combinations Load Combination ax ressRatios ummary o omen a ues ummary o ear a ues Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega +D+0.750L+0.7505 Dsgn.L= 11.00 ft 1 0.114 0.068 3.98 -4.84 4.84 70.83 42.42 1.00 1.00 2.54 56.17 37.44 Dsgn.L= 5.50 ft 2 0.114 0.047 -4.84 4.84 70.83 42.42 1.00 1.00 1.76 56.17 37.44 +D+0.7505 Dsgn.L= 11.00 ft 1 0.114 0.047 0.71 -4.84 4.84 70.83 42.42 1.00 1.00 1.76 56.17 37.44 Dsgn.L= 5.50 ft 2 0.114 0.047 -4.84 4.84 70.83 42.42 1.00 1.00 1.76 56.17 37.44 +0.60D Dsgn.L= 11.00 ft 1 0.036 0.017 0.61 -1.54 1.54 70.83 42.42 1.00 1.00 0.64 56.17 37.44 Dsgn.L= 5.50 ft 2 0.036 0.015 -1.54 1.54 70.83 42.42 1.00 1.00 0.56 56.17 37.44 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0678 5.368 0.0000 0.000 +D+S 2 0.1016 5.500 L Only -0.0680 3.894 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.746 4.304 Overall MINimum -0.168 -1.199 D Only 0.489 1.998 +D+L 1.746 3.641 +D+S 0.658 3.430 +D+0.750L 1.432 3.231 +D+0.750L+0.750S 1.558 4.304 +D+0.7505 0.616 3.072 +0.60D 0.294 1.199 L Only 1.257 1.643 S Only 0.168 1.432 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Martin & Sarah Lee.ec6 LIC# : KW-06015244, Build:20.21.9.26 CG ENGINEERING (c) ENERCALC INC 1983-2021 DESCRIPTION: North Beam 2 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending D(0.050 L(0.70) D(0.150 L(0.20) X ea W8x18 , W8x18 r'�r� Span = 15.0 ft Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.150, L = 0.20 k/ft Load(s) for Span Number 2 Point Load : D = 0.050, L = 0.70 k @ 1 .50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.201 : 1 Maximum Shear Stress Ratio 0.075 : 1 Section used for this span W8x1 8 Section used for this span W8x18 Ma : Applied 8.540 k-ft Va : Applied 2.805 k Mn / Omega : Allowable 42.415 k-ft Vn/Omega : Allowable 37.444 k Load Combination +D+L Load Combination +D+L Location of maximum on span 6.960ft Location of maximum on span 15.000 ft Span # where maximum occurs Span # 1 Span #where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.101 in Ratio = 1 ,776 >=360 Span: 2 : L Only Max Upward Transient Deflection -0.049 in Ratio = 1 ,462 >=360 Span: 2 : L Only Max Downward Total Deflection 0.187 in Ratio = 963 >=180 Span: 2 : +D+L Max Upward Total Deflection -0.098 in Ratio = 737 >=180 Span: 2 : +D+L Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 15.00 ft 1 0.091 0.031 3.85 -0.75 3.85 70.83 42.42 1.00 1.00 1.18 56.17 37.44 Dsgn. L = 3.00 ft 2 0.018 0.013 -0.75 0.75 70.83 42.42 1.00 1.00 0.50 56.17 37.44 +D+L Dsgn. L = 15.00 ft 1 0.201 0.075 8.54 -2.70 8.54 70.83 42.42 1.00 1.00 2.80 56.17 37.44 Dsgn. L = 3.00 ft 2 0.064 0.048 -2.70 2.70 70.83 42.42 1.00 1.00 1.80 56.17 37.44 +D+0.750L Dsgn. L = 15.00 ft 1 0.174 0.064 7.37 -2.21 7.37 70.83 42.42 1.00 1.00 2.40 56.17 37.44 Dsgn. L = 3.00 ft 2 0.052 0.039 -2.21 2.21 70.83 42.42 1.00 1.00 1.48 56.17 37.44 +0.60D Dsgn. L = 15.00 ft 1 0.054 0.019 2.31 -0.45 2.31 70.83 42.42 1.00 1.00 0.70 56.17 37.44 Dsgn. L = 3.00 ft 2 0.011 0.008 -0.45 0.45 70.83 42.42 1.00 1.00 0.30 56.17 37.44 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1869 7.320 0.0000 0.000 2 0.0000 7.320 +D+L -0.0977 3.000 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File:Martin&Sarah Lee.ec6 LIC#:KW-06015244,Build:20.21.9.26 CG ENGINEERING (c)ENERCALC INC 1983-2021 DESCRIPTION: North Beam 2 Vertical Reactions Support notation:Far left is it Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.445 4.605 Overall MINimum -0.645 -1.005 D Only 1.075 1.675 +D+L 2.445 4.605 +D+0.750L 2.103 3.873 +0.60D 0.645 1.005 L Only 1.370 2.930 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Martin & Sarah Lee.ec6 LIC# : KW-06015244, Buiid:20.21.9.26 CG ENGINEERING (c) ENERCALC INC 1983-2021 DESCRIPTION: West Beam 1 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending D(0.10) L(0.40) D(0.10) L(0.40) b 6 O t a 8 O O b x W8x18 Fr W8x18 Span = 15.0ft Span = 7.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.10, L = 0.40 k/ft, Tributary Width = 1 .0 ft Load for Span Number 2 Uniform Load : D = 0.10, L = 0.40 k/ft, Tributary Width = 1 .0 ft DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0.289 : 1 Maximum Shear Stress Ratio = 0.122 : 1 Section used for this span W8x18 Section used for this span W8x18 Ma : Applied 12.250 k-ft Va : Applied 4.567 k i Mn / Omega : Allowable 42.415 k-ft Vn/Omega : Allowable 37.444 k Load Combination +D+L Load Combination +D+L Location of maximum on span 15.000ft Location of maximum on span 15.000 ft Span #where maximum occurs Span # 1 Span #where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.125 in Ratio = 1 ,441 >=360 Span: 2 : L Only Max Upward Transient Deflection -0.003 in Ratio = 58,117 >=360 Span: 2 : L Only Max Downward Total Deflection 0.156 in Ratio = 1153 >=180 Span: 2 : +D+L Max Upward Total Deflection -0.004 in Ratio = 46494 >=180 Span: 2 : +D+L Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 15.00 ft 1 0.058 0.024 1.72 -2.45 2.45 70.83 42.42 1.00 1.00 0.91 56.17 37.44 Dsgn. L = 7.00 ft 2 0.058 0.019 -2.45 2.45 70.83 42.42 1.00 1.00 0.70 56.17 37.44 +D+L Dsgn. L = 15.00 ft 1 0.289 0.122 8.60 -12.25 12.25 70.83 42.42 1.00 1.00 4.57 56.17 37.44 Dsgn. L = 7.00 ft 2 0.289 0.093 -12.25 12.25 70.83 42.42 1.00 1.00 3.50 56.17 37.44 +D+0.750L Dsgn. L = 15.00 ft 1 0.231 0.098 6.88 -9.80 9.80 70.83 42.42 1.00 1.00 3.65 56.17 37.44 Dsgn. L = 7.00 ft 2 0.231 0.075 -9.80 9.80 70.83 42.42 1.00 1.00 2.80 56.17 37.44 +0.60D Dsgn. L = 15.00 ft 1 0.035 0.015 1.03 -1.47 1.47 70.83 42.42 1.00 1.00 0.55 56.17 37.44 Dsgn. L = 7.00 ft 2 0.035 0.011 -1.47 1.47 70.83 42.42 1.00 1.00 0.42 56.17 37.44 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1561 6.600 0.0000 0.000 +D+L 2 0.0830 7.000 +D+L -0.0036 0.840 :; Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File:Martin&Sarah Lee.ec6 LIC#:KW-06015244,Build:20.21.9.26 CG ENGINEERING (c)ENERCALC INC 1983-2021 DESCRIPTION: West Beam 1 Vertical Reactions Support notation :Far left is#* Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.933 8.067 Overall MINimum -0.352 -0.968 D Only 0.587 1.613 +D+L 2.933 8.067 +D+0.750L 2.347 6.453 +0.60D 0.352 0.968 L Only 2.347 6.453 t Project Title: Engineer: Project ID: Project Descr: Steel Beam Project Ale: Martin & Sarah Lee.ec6 LIC# : KW-06015244, Build:20.21.9.26 CG ENGINEERING (c) ENERCALC INC 1983-2021 DESCRIPTION: West Beam 2 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending D(0.10) L(0.40) a a 8 O b II 1 W8x18 Span = 14.0 ft F 1 I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.10, L = 0.40 k/ft, Tributary Width = 1 .0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.289 : 1 Maximum Shear Stress Ratio = 0.093 : 1 Section used for this span W8x18 Section used for this span W8x18 Ma : Applied 12.250 k-ft Va : Applied 3.50 k Mn / Omega : Allowable 42.415 k-ft Vn/Omega : Allowable 37.444 k Load Combination +D+L Load Combination +D+L Location of maximum on span 7.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span #where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.193 in Ratio = 868 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1 : L Only Max Downward Total Deflection 0.242 in Ratio = 695 >=180 Span: 1 : +D+L Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 14.00 ft 1 0.058 0.019 2.45 2.45 70.83 42.42 1.00 1.00 0.70 56.17 37.44 +D+L Dsgn. L = 14.00 ft 1 0.289 0.093 12.25 12.25 70.83 42.42 1.00 1.00 3.50 56.17 37.44 +D+0.750L Dsgn. L = 14.00 ft 1 0.231 0.075 9.80 9.80 70.83 42.42 1.00 1.00 2.80 56.17 37.44 +0.60D Dsgn. L = 14.00 ft 1 0.035 0.011 1.47 1.47 70.83 42.42 1.00 1.00 0.42 56.17 37.44 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.2419 7.040 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.500 3.500 Overall MINimum -0.420 -0.420 D Only 0.700 0.700 +D+L 3.500 3.500 +D+0.750L 2.800 2.800 +0.60D 0.420 0.420li L Only 2.800 2.800 ,'D Project Title: Engineer: Project ID: Project Descr: Steel Column Project File: Martin & Sarah Lee.ec6 LIC# : KW-06015244, Build:20.21.9.26 CG ENGINEERING (c) ENERCALC INC 1983-2021 DESCRIPTION: Deck Post Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS4x4x3/16 Overall Column Height 13.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns : Fy : Steel Yield 46.0 ksi X-X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 122.460 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 13.0 ft, D = 1 .0, L = 6.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1002 : 1 Maximum Load Reactions . . Load Combination +D+L Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are . . . Top along Y-Y 0.0 k Pa : Axial 7.122 k Bottom along Y-Y 0.0 k Pn / Omega : Allowabli 71.066 k Ma-x : Applied 0.0 k-ft Maximum Load Deflections . . . Mn-x/ Omega : Allowable 8.424 k-ft Along Y-Y 0.0 in at 0.Oft above base for load combination : Ma-y : Applied 0.0 k-ft Mn-y / Omega : Allowable 8.424 k-ft Along X-X 0.0 in at 0.0ft above base for load combination : PASS Maximum Shear Stress Rati' 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are . . Va : Applied 0.0 k Vn / Omega : Allowable 0.0 k Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 1.122 +D+L 7.122 +D+0.750L 5.622 +0.60D 0.673 L Only 6.000 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 7.122 Minimum 0.673 Reaction, X-X Axis Base Maximum 1.122 Minimum 1.122 Reaction, Y-Y Axis Base Maximum 1.122 Minimum 1.122 Reaction, X-X Axis Top Maximum 1.122 Minimum 1.122 Reaction, Y-Y Axis Top Maximum 1.122 Minimum 1.122 Moment, X-X Axis Base Maximum 1.122 • It Project Title: Engineer: Project ID: Project Descr: Steel Column Project File: Martin & Sarah Lee.ec6 LIC# : KW-06015244, Build:20.21.9.26 CG ENGINEERING (c) ENERCALC INC 1983-2021 DESCRIPTION: Deck Post Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Minimum 1.122 Moment, Y-Y Axis Base Maximum 1 .122 Minimum 1.122 Moment, X-X Axis Top Maximum 1 .122 Minimum 1.122 Moment, Y-Y Axis Top Maximum 1.122 Minimum 1.122 Steel Section Properties : HSS4x4x3/16 Depth = 4.000 in I xx = 6.21 inA4 J = 10.000 inA4 Design Thick = 0.174 in S xx = 3.10 inA3 Width = 4.000 in R xx = 1.550 in Wall Thick = 0.187 in Zx = 3.670 inA3 Area = 2.580 inA2 I yy = 6.210 inA4 C = 5.070103 Weight = 9.420 plf S yy = 3.100 inA3 R yy = 1.550 in Ycg = 0.000 in Sketches Y70k 70k • +X Load 1 4.00in Project Title: Engineer: Project ID: Project Descr: General: Footing Project File: skip.ec6 LIC#: KW-06015244, Build:20.21.9.28 CG ENGINEERING (c) ENERCALC INC 1983-2021 DESCRIPTION: Typ Deck Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf y Values Flexure = 0.90 Soil/Concrete Friction Coeff, = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow %Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 2.0 ft z Length parallel to Z-Z Axis = 2,0 ft Footing Thickness = 10.0 in i Pedestal dimensions... x - --_ ` - - - _ -_ x px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in = = __ Height in Rebar Centerline to Edge of Concrete... _ _= = __ = at Bottom of footing = 3.0 in 0 a z w' Reinforcing r� Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis "` "'- 11-- - ``7 Number of Bars = 3 -- �„ --!x 714 n- b Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2 '^I sue`macic - {cf{s3iH��ini�°7�31t�i,nn�[i'a'�ii -ail r�F�+^flL� dk "sliilras�`s^ n- turd Direction Requiring Closer Separation n/a X-X Section Looking to+Z zz section tooW p to+x # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 1.0 6.0 k OB : Overburden = ksf M-xx = — -- --- — — -- k ft M-zz = k-ft --- V-x = --- — — k V-z = k Project Title: Engineer: Project ID: Project Descr: General Footing Project File: skip.ec6 LIC#: KW-06015244, Build:20.21.9.26 CG ENGINEERING (c) ENERCALC INC 1983-2021 DESCRIPTION: Typ Deck Footing DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9355 Soil Bearing 1.871 ksf 2.0 ksf +D+L about Z-Z axis PASS n/a Overturning -X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding -X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding -Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1504 Z Flexure (+X) 1.350 k-ft/ft 8.974 k-ft/ft +1.20D+1.60L PASS 0.1504 Z Flexure (-X) 1.350 k-ft/ft 8.974 k-ft/ft +1.20D+1.60L PASS 0.1504 X Flexure (+Z) 1.350 k-ft/ft 8.974 k-ft/ft +1.20D+1.60L PASS 0.1504 X Flexure (-Z) 1.350 k-ft/ft 8.974 k-ft/ft +1.20D+1.60L PASS 0.180 1-way Shear (+X) 13.50 psi 75.0 psi +1.20D+1.60L PASS 0.180 1-way Shear (-X) 13.50 psi 75.0 psi +1.20D+1.60L PASS 0.180 1-way Shear (+Z) 13.50 psi 75.0 psi +1.20D+1.60L PASS 0.180 1-way Shear (-Z) 13.50 psi 75.0 psi +1.20D+1.60L PASS 0.3343 2-way Punching 50.143 psi 150.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual /Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 2.0 n/a 0.0 0.3708 0.3708 n/a n/a 0.185 X-X, +D+L 2.0 n/a 0.0 1.871 1.871 n/a n/a 0.936 X-X, +D+0.750L 2.0 n/a 0.0 1.496 1.496 n/a n/a 0.748 X-X, +0.60D 2.0 n/a 0.0 0.2225 0.2225 n/a n/a 0.111 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.3708 0.3708 0.185 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1.871 1.871 0.936 Z-Z, +D+0.750L 2.0 0.0 n/a n/a n/a 1.496 1.496 0.748 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.2225 0.2225 0.111 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning ' All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding 1 LA