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HomeMy WebLinkAboutPermit File BLD-2021-0546 4507 Queen Ann Way (2) QUEEN ANN WAY FACE OF CURB „iti _ 4, 4�._ , HIGH POINT '�/- NAIL IN TOP �' O °� \ / OF LOT O OF CURB — . EV.=114.0' O ELEV.=114.F EL ,(tj, 1891 '�I ,� — Fat" ---- — PO— — N�✓� RCOR� ° 20' maximum FIELD1 QC s� aa or r s �' curb cut width. ) � Public Works Engineering CS oRIVEWAY . .. $ µ R� recommends that the driveway 8 have a minimum 6% slope back a °so° e ° Cqp towards the street for the first six 1 1;; 4 feet from the curb for any potential gigi.igggga PRO p storm water build up. — \ a —10 °�°°" Then slope towards the house. 0.� 1'1 Of This is a common means of I o ` III II T 'V� keeping water from the street, off I Eaai"°" Yp/C� S. II L J the driveway in heavy rain events. ti—r I II IIIIIII IIIIIIIIIIII I I y V HOUS s—— I1111 II I11111 I1 I .ar I 7 IIIIIIIIIIIIIIIIIIIII 1: .1 I 45 I � o00 QU , � T ( 000 r i o, 'CNN z -- L Z WA y __.‘ con r FOO TP SFD 1- , RT CDAN diII CO )(C--) Ili \_ -1- Z J Z J -- _L__J L—Z— I — 01 CoW Na) C Health and Quality of Trees Proposed for Planting. Trees — - t 0 for plantingmust meet the following minimum proposed 9 25 standards in order to be credited towards satisfying the tree density requirements of this chapter: ZQU 1. Each tree shall be healthy stock and carefully planted in a iv three-foot or larger hole in good,appropriately fertilized topsoil; /\/ A 2. Each required deciduous tree shall have a minimum of two-inch V//1 iv caliper within six inches of ground at time of planting; p p 9 y 3. Each required evergreen tree shall have a minimum height of P5.eight feet at time of planting; 9 24 4. Trees planted shall include a mix of coniferous and deciduous 0 trees.At a minimum,thirty percent of the trees planted shall be coniferous; 10 trees are required. 5. To avoid potentially unhealthy monocultures,the total number of any individual species of replacement tree planted shall not exceed thirty percent of the same species or thirty-five percent of the same genus of the total number of all replacement trees planted. 6. Where possible, required trees should predominantly be selected from the native tree species.The city planning department will maintain a list of native tree species.(Ord.2756 Att. F,2006) Ss3Tu C B PER M kity T *� E P ��py0 �C o,sTq . 22. , �, ,Q. N 8903/15?_ N° - f/4 0 „ E 50.19 ¢� o�?, E 9 49 55 _��- N 6 - � ss CIFLANDSCAPE PLAN I l _ L 1 .1 LANDSCAPE PLAN _ / 20' wide maximum P�`�N 0P width curb cut. P` GVR� ^),OF G�R 14 50_ � 1G' �`' �A cPG�0 N\GNPO\N / , � % \ PROPOSED NEW RESIDENCE Q`' • Dh�flr 01 q FOUND \ wow f 0 4507 QUEEN ANN WAY ANACORTES WA -%•�, �— ESE • P SNOB. REBAR W/ v , ' G\-� MPMe\GOv 0 CAP AT > > TRANS- Aft "�� Eev1 PROPERTY ►? `" � .� - NE OGp,�E11 -CORNER SITE ADDRESS: FORME' .,�� .N :� ` • �o 110 \ 4507 QUEEN ANN WAY �3" • AL Public Works Engineering � �' �r�`' � �. �� �N�M / ���� g g \ ANACORTES WA 9822 1 � recommends that the dvew ' 4�� .L h h:�j►, �4 Qy2 /�=-s v' have a minimum 6% slope b ck LEGAL DESCRIPTION: (0.2200 _ towards the street for the first ix AC) LOT 2 5, SKYLINE NO. 4, AS / I� ��`� feet from the curb for any pote tial PER PLAT RECORDED I N ilot / , , � -*at� �p0� storm water build up. \ VOLUME 9 OF PLATS, PAGES 61 ,J �` AND 62, RECORDS OF SKAGIT ' ` �� 2 Then slope towards the house. COUNTY, WAS H I N GTO N. ISThis Is a common means of \ it ��I � oSURVEY AF#200307160038 A keeping water from the street, off ill �H �`,�j 0 O the driveway In heavy rain events. HOUSE OWNER/APPLICANT "OPOSED \ BARBARA SICKLER 4509 ���; FOB \QUEEN 2 I'Alto los .� ANN �o ��� � 0 ;, g5 w i WAY ' PARCEL P59240 SILT LOT SIZE: 9,583 S.F. (.22 ACRES) •T 2-5 F ► E ZONING: RESIDENTIAL CP 4 UE '1 ANN , ' DATE: 5/4/2021 AY z ' 40 Vzz / 1<,0" ' \ SS STUB PE' �� \ UTILITY ��,'�,�n�`L P�'�P MAP � �P4; O ,o 81 \ TELEPHO :,/� •\9 SSN\( \ PEDISTAL 20 SITE PLAN \ \ N 89°30'14" E \ SCALE 1" = 20'-0" NORTH I \ i_..... .... ) CODEC MATERIAL KEY DRAWING SYMBOL KEY VICINITY MAP DRAWING INDEX ( T Y O.. {�/ GRID BUBBLE CEILING HEIGHT TAG GENERAL A0.1 GENERAL NOTES, LEGENDS &ABBREVIATIONS d n c i CONCRETE CONTINUOUS STRUCTURAL 4 FRAMING MEMBER GRID NO. 8'-0" CEILING HEIGHT DIMENSION A ARCHITECTURAL A1.1 FOUNDATION PLAN -SEE STRUCTURAL rCpRSe��� 2 A2.1 LOWER FLOOR PLAN 1,0 '� 0 DETAIL TAG A2.2 MAIN FLOOR PLAN ** GRAVEL FILL BLOCKING (NOT CONTINUOUS) A2.3 ROOF PLAN .Z.AP INTERIOR ELEVATION TAG / \ � A3.1 ELEVATIONS 2 DETAIL NO. .- _;--• _ ` .� A3.2 ELEVATIONS A� 3.3 / SHEET NO. 41 ,., '_ _t' „ £ r {~ f �. . - '� r ' '� �/ "` °' '' ` `', A4.1 BUILDING SECTIONS -III-III- ELEVATION NO. �• -- ` _ __ � � I_I I I_I UNDISTURBED SOIL ( WOOD FINISH MATERIAL 4A42 r` '� •a • � 4t}.s A4.2 BUILDING SECTIONS SECTION TAG SHEET NO. i. . .. A4.3 BUILDING SECTIONS © SECTION LETTER .`_ • - $ _ A5.1 CONSTRUCTION DETAILS I.. +f{ [qy[ . - . ' r ':: `'t A5.2 CONSTRUCTION DETIALS 1 ild e-isd. .7 .,. , .,:fT7' .-- A3.2 SHEET NO. `.1lli, j ..,, � SAND FILL PLYWOOD {, :a _ �;'.._ r " ..FINISH TAG ',. : = '`- _ .. -- STRUCTURAL S1 FOUNDATION & LOWER LEVEL STRUCTURAL ANALYSIS DOOR TAG °'' t. ,. - • • -_'N� - I S2 MID, UPPER LEVELS & ROOF STRUCTURAL ANALYSIS ` ., !. A Q`•. ~ � _ , ' .:,r''" S3 STANDARD STRUCTURAL SPECIFICATIOS CPT-1 FINISH TYPE & NO. = '� ;` 4 14+c.,�r•wt- • t.'r r..;. RIGID INSULATION HIDDEN OR BURIED MATERIAL IN •,.:. :_ : . �� DOOR NO. . , =_`_Af'. • . . � I I ANOTHER MATERIAL - ,.;.__ 4� ` * •• ;" • 4 y� en Ann ` %�``: KEYNOTE TAG awe- w . .� 1 •_ F. v„r= WINDOW TAG ' c cit - A .fig. ' : ,l►.„_ .! f BATT INSULATION41) x, ,.ri4'""� ca';''° KEYNOTE NO. ..Procot P IEitirzgy ,r ED WINDOW NO. -. k - f ?rr r , . fo, WALL TAG SAFETY GLAZINGj` F ¢ M'r , ''- 1 - �,+ �` y/ r - 15Y 1 :l �. C �"T MASONRY BRICK OR ,� .;,;14" / CONCRETE BLOCK . " ,_:�,. :I.:: :`,� r c�Geo R �.• . r,O WALL TYPE SGSAFETY GLAZING '. r _ 1 -� ' � „� SMOKE &CARBON MONOXIDE DETECTORS FAN SD O SMOKE DETECTOR gF 90 CFM EXHAUST FAN W/CFM PROJECT LOCATION O SCD COMBINATION SMOKE & CO DETECTOR DATUM TAG DATUM LEVEL ABBREVIATIONS GENERAL NOTES SCOPE OF WORK PROJECT TEAM AFF ABOVE FINISH FLOOR MECH. MECHANICAL 1. THESE CONSIST OF THE DRAWINGS, AND OTHER DOCUMENTS LISTED IN THE CONTRACT BETWEEN NEW RESIDENCE OWNER: BARBARA J SICKLER & AND MFR. MANUFACTURER OWNER AND ARCHITECT. THE INTENT OF THE CONTRACT DOCUMENTS IS TO INCLUDE ALL ITEMS ADDRESS: 4472 SCOTTS ALLEY MOUNT VERNON,WA 98274 @ AT MIN. MINIMUM NECESSARY FOR THE PROPER EXECUTION AND COMPLETION OF THE WORK. PROJECT INFORMATION PHONE: 425-330-0607 APPROX. APPROXIMATE(LY) M.O. MASONRY OPENING N.I.C. NOT IN CONTRACT 2. THESE DRAWINGS, THE DESIGN CONTAINED WITHIN AND AS CONSTRUCTED ARE COPYRIGHT 2017 BY ARCHITECT: PELLETIER+ SCHAAR, LLC BD. BOARD N.T.S. NOT TO SCALE PELLETIER+ SCHAAR, L.L.C.; AUTHORIZED USE OF THESE DRAWINGS ARE GRANTED SOLEY FOR THE ADDRESS: 4507 QUEEN ANN WAY, ANACORTES WA 98221 ADDRESS: 26911 98TH DR. NW, STE. B, STANWOOD,WA 98292 BLDG. BUILDING # NUMBER PURPOSE OF THIS SPECIFIC PROJECT AND LOCATION. PARCEL NO.: P59240 PHONE: 360-629-5375 ZONING: R CONTACT PERSON: PEARL SCHAAR q_ CENTER LINE O.C. ON CENTER 3. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, SUBCONTRACTORS AND MATERIAL SUPPLIERS LEGAL DESCRIPTION: (0.2200 AC) LOT 25, SKYLINE NO. 4, AS PER PLAT RECORDED IN VOLUME 9 OF PLATS, CLG. CEILING OPG. OPENING TO CAREFULLY EXAMINE EACH PAGE OF THE DRAWINGS. THE CONTRACTOR SHALL PROMPTLY NOTIFY PAGES 61 AND 62, RECORDS OF SKAGIT COUNTY, WASHINGTON. SURVEY STRUCTURAL ENGINEER: TIM K. GARRISON, P.E. C.I. CONTINUOUS INSULATION 0/ OVER THE ARCHITECT IF THE DRAWING ARE OBSERVED TO BE AT VARIANCE. AF#200307160038 ADDRESS: 2316 ANTONE WAY,ANACORTES, WA 98221 C.J. CONTROL JOINT LOT AREA: 0.22 ACRES PHONE: 360-708-1865 CMU. CONCRETE MASONRY UNIT 11 PARALLEL 4. THE CONTRACTOR SHALL VISIT THE SITE AND BECOME FAMILIAR WITH LOCAL CONDITIONS AND FIELD BUILDING AREA: 1,124 S.F. LOWER FLOOR FINISHED CONTACT PERSON: TIM GARRISON, P.E. CONC. CONCRETE 1 PERPENDICULAR VERIFY EXISTING CONDITIONS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE 1,912 S.F. MAIN FLOOR FINISHED CONT. CONTINUOUS LB. or# POUNDS ARCHITECT OF DISCREPANCIES OR CONDITIONS THAT HINDER THE COMPLETION OF WORK PER THE 3,036 S.F. TOTAL FINISHED C.T. CERAMIC TILE P.S.F. POUNDS PER SQUARE FOOT CONTRACT DOCUMENTS - PRIOR TO WORK BEING DONE. P.S.I. POUNDS PER SQUARE INCH 734 S.F. GARAGE D. DRYER P.T. PRESSURE TREATED 5. ALL DIMENSIONS ARE ±, WHETHER NOTED OR NOT, AND SHALL BE FIELD VERIFIED AT EXISTING 757 S.F. BASEMENT-STORAGE DW DISH WASHER CONDITIONS. DIA. DIAMETER REBAR REINFORCING STEEL 390 S.F. UPPER DECK ° DEGREES REQ'D REQUIRED 6. THE CONTRACTOR SHALL PROCURE AND PAY FOR NECESSARY PERMITS. 340 S.F. LOWER DECK D.S. DOWNSPOUT REQ'M REQUIREMENT 730 TOTAL DECK AREA DWG. DRAWING R. RISERS 5. WORK SHALL INCLUDE PROVIDING ALL FORMS OF PROTECTION AS NECESSARY TO PRESERVE THE RE. REFER or REGARDING WORK OF OTHER TRADES, FREE FROM DAMAGED, ALL TRADES SHALL PROTECT THEIR OWN WORK TO EA. EACH REF. REFRIGERATOR PREVENT DAMAGE BY OTHER DURING COURSE OF CONSTRUCTION. FINISH SURFACES SHALL BE APPLICABLE BUILDING CODES E.J. EXPANSION JOINT R.D. ROOF DRAIN PROPERLY PROTECTED AT TIME OF INSTALLATION. ELEC. ELECTRICAL R.O. ROUGH OPENING 2018 INTERNATIONAL BUILDING CODE EL. ELEVATION R.S. ROD AND SHELF 7. FINAL ORIENTATION FOR THE BUILDING ON THE SITE AND ESTABLISHMENT OF FLOOR LEVEL BENCH 2018 WASHINGTON STATE BUILDING CODE CITY OF ANACORTES EQ. EQUAL MARK SHALL BE REVIEWED BY THE ARCHITECT. 2018 WASHINGTON STATE ENERGY CODE EQUIP. EQUIPMENT S.D. SMOKE DETECTOR 2018 INTERNATIONAL FIRE CODE EX. EXISTING S.C. SOLID CORE 8. BEFORE ORDERING ANY MATERIAL OR STARTING ANY WORK WHICH MAY BE AFFECTED BY ADJACENT PLANNING AND BUILDING DE PT: 2018 INTERNATIONAL MECHANICAL CODE EXT. EXTERIOR S.F. SQUARE FOOT/FEET WORK OF OTHERS, CONTRACTOR SHALL VERIFY MEASUREMENTS AT BUILDING AND BE RESPONSIBLE 2018 INTERNATIONAL PLUMBING CODE SIM. SIMILAR FOR CORRECTNESS OF THESE MEASUREMENTS. APPROVED PLANS F.D. FLOOR DRAIN SPEC. SPECIFICATIONS CITY OF ANACORTES, WA AMENDMENTS AND ORDINANCES 9. DRAWING SHALL NOT BE SCALED. NOTED DIMENSION TAKE PRECEDENCE OVER SCALED DIMENSIONS. REVIEWED FOR CODE COMPLIANCE F.O.S. FACE OF STUD S.S. STAINLESS STEEL F.R. FIRE-RETARDANT STD. STANDARD WINDOW, CABINETS, AND ALL SHOP BUILT ITEMS SHALL BE FIELD MEASURED PRIOR TO FABRICATION PERMIT#: BLD-2021-0546 I- FT. or' FOOT/FEET STR. STRUCTURAL AND INSTALLATION. FINAL LOCATIONS OF SWITCHES, FIXTURES, GRILLES, COVERS, ETC. SHALL BE PROJECT ENERGY CREDITS PROVIDED: ADDRESS: 4507 QUEEN ANN WAY F.F.L. FINISH FLOOR LEVEL DETERMINED ON THE JOB. VERIFY EXACT LOCATIONS WITH ARCHITECT BEFORE ROUGH-IN. - ) ' T. TREAD APPROVED BY: �1'` 10. ROUGH FRAMING HORIZONTAL DIMENSION ARE SHOWN FROM FACE OF STUD TO FACE OF STUD. ROUGH MEDIUM DWELLING REQUIRE 6.0 CREDITS SUBJECT TO FIELD INSPECTION. APPROVED PL S SHALL NOT IX GA. GAUGE OR GAGE T.O.B. TOP OF BEAM PROVIDED: G.C. GENERAL CONTRACTOR T.O.C. TOP OF CONCRETE FRAMING VERTICAL DIMENSION ARE SHOWN FROM TOP OF CONCRETE SLAB TO TOP OF FLOOR BE ALTERED WITHOUT AUTHORIZA ON. UJ GALV. GALVANIZED T.O.W. TOP OF WALL SHEATHING TO TOP OF WALL PLATE. HEATING OPTIONS HEAT PUMP 1.0 CREDIT a GLULAM. GLUE LAMINATED LUMBER T&G TONGUE AND GROOVE Approved residential sprinkler system GYP. BD. GYPSUM BOARD TYP. TYPICAL 11. WORKMANSHIP SHALL CONFORM TO BEST STANDARDS AND HIGHEST QUALITY OF TRADES AND SHALL 1.3 EFFICIENT BUILDING ENVELOPE: 0.5 CREDIT INCLUDE ALL ITEMS OF FABRICATION, CONSTRUCTION, AND INSTALLATION. WORK SHALL BE EXECUTED per NFPA 13D required, prior to (' BY SKILLED MECHANICS. WHEN COMPLETE, ALL PARTS SHALL BE DURABLY AND SUBSTANTIALLY BUILT Prescriptive compliance is based on Table R402.1.1 with the following modifications: H or HT. HEIGHT U.L. UNDERWRITER'S LABRATORY Vertical Fenestration U = 0.28 framing inspection. Z H.C. HOLLOW CORE U.O.N. UNLESS OTHERWISE NOTED AND SHALL PRESENT A NEAT WORKMAN - LIKE APPEARANCE. Floor R 38 H.M. HOLLOW METAL Slab on grade R-10 perimeter and under entire slab 0 HORIZ. HORIZONTAL V.I.F. VERIFY IN FIELD 12. INSTALL EQUIPMENT AND MATERIALS IN STRICT ACCORDANCE WITH MANUFACTURE'S CURRENT Below grade slab R-10 perimeter and under entire slab 4867 Fire area. Sprinklers required. PUBLISHED INSTRUCTIONS AND RECOMMENDATIONS. IN. or" INCH(ES) W. WIDTH 2.1 AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION OPTIONS: 0.5 CREDIT INT. INTERIOR W/ WITH Compliance based on R402.4.1.2: reduce the tested air leakage to 3.0 air changes per hour maximum at 50 W/IN WITHIN Pascals T REVISED TITLE- ""^'DA/YEAR m JT. JOINT W.C. WATER CLOSET W. WASHER 3.2 AIR-SOURCE, CENTRALLY DUCTED HEAT PUMP WITH MINIMUM HSPF OF 9.5 1.0 CREDIT LAV. LAVATORY W.W.M. WELDED WIRE MESH P E L L E T I E R O+ SCHAAR LLI LVL. LAMINATED-VENEER LUMBER WD. WOOD 4.2 HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM OPTIONS 1.0 CREDIT U MAX. MAXIMUM HVAC equipment and associated duct system(s) installation in envelope. V I S l u r I B a S u /-\r c f I t e c t u r 5.5 EFFICIENT WATER HEATING OPTIONS 2.0 CREDIT 26911 98th Dr. NW, Suite B Stanwood, WA 98292 W Electric heat pump water heater meeting the standards for Tier III of NEEA'S advanced water heating specification. w ww.p e 11 e t i e r s c h a a r.c o m 3 6 0 6 2 9 5 3 7 5 AO Smith heat pump. o VJ NO.:202105 DRN:PS CHK:DP w TOTAL: 6.0 CREDITS ©2021 PELLETIER+SCHAAR,LLC. 11 6946 REGISTERED p .ITECT W 401P„.._ AV' ELLETIERAO =STATE OF WASHINGTON ■ /...., 05/14/2021 __ ., GENERAL NOTES , LEGENDS & ABBREVIATIONS )St CODE C 0Y0 .e' 1 2 3 4 I ,COg,�w`o� 4 2 PLAN GENERAL NOTES '0 FIELD x1.4 I A4.3 A4.1 A4.1 1. WALLS, CEILING AND FLOOR INSULATION; AND WINDOW AND 60'-0" DOOR GLAZING TO BE IN ACCORDANCE 2018 WSEC. SEE SHT. / / 3 12'-0" 5'-41/2„ 6'-71/2" 12'-0" 6'-1�2" 6'-1)/2" 11'-6" A0.1. /1I 1 I 1 / / 2. TEMPERED SAFETY GLAZING TO BE PROVIDED PER 2018 IRC SECTION R308.4; SEE ELEVATIONS OR WINDOW SCHEDULE FOR 771 17 _L71 17 _L71 17 _L71 I— _L - 7 ± 7 17 _L7 LOCATIONS. -\ I � H H H H H H H H y H H H H H \ L + _I L + _I L + _I L + _I L + _I L + _I L + _I 3. INSTALL 110V SMOKE DETECTORS, INTERCONNECT W/BATTERY BACKUP, PER 2018 IRC WA STATE AMENDMENTS SECTION R314; SEE PLANS FOR LOCATIONS. c? .6? 4. INSTALL CARBON MONOXIDE DETECTORS PER 2018 IRC WA 0° Co STATE AMENDMENTS SECTION R315; SEE FLOOR PLAN FOR LOCATIONS. 5. INSTALL WHOLE HOUSE VENTILATION FAN PER 2018 IRC WA STATE AMENDMENTS SECTION M1507.3: SYSTEM SHALL A \ � I I � � I � —� � - \ � I I i i \ � — PROVIDE MIN. CFM PER TABLE M1507.3.3(1). I— 7 6. ALL EXHAUST FANS TO BE LOCATED AND SIZED PER 2018 IRC 36"X24" CRAWL WA STATE AMENDMENTS TABLE M1507.4. I I I 1 SPACE ACCESS 7. FAN NOISE RATING TO BE 1.5 SONE OR BETTER 0 0 o co in in I I 16"X6" FNDN VENTS (TYP. 20 PLACES TO PROVIDE II MIN. 12.7 S.F. VENTING) I_ I - - - J Li 0 • — — — — — — - - — — — \ 3 A4.2 18" MIN. CRAWL SPACE <1\ 4./ 6 MIL. POLY VAPOR BARRIER I ,- 11 36'-2" 23'-10" ci) / I / iN - - I 35'-4" 00 24'-8" / / . / I 7 B.5 — — — — — — — — I \ — — \ T 15'-8" 8'-2" 11'-6" i / / / P ,_ I 5 1 5 A4.3 - A4.3 IL J iN iN 18" MIN. CRAWL SPACE I 6 MIL. POLY VAPOR BARRIER 1 T . -1 ,_ I I E ���� L_ I I—"T - - - - - - - - — — —, i - H I - L \ I— —V I A L A 36"X24" CRAWL I SPACE ACCESS I ♦/) 9 16'-4" 8'-2" 11'-1" 12'-5" — 12'-0" in / / / / / O / I— CtCN (N 111 L _ 0 L I c� • I Z N a \ L \ I _1 • J NOTE: 23'-10" 15'-51/2" 16'-3" 4'-53/2„ ALL FOUNDATION WALL & FOOTING O REVISED TITLE- MO'DA/YEAR m SIZES, CONFIGURATION AND NOTE: REINFORCING, SEE STRUCTURAL R.O. FOR GARAGE DOOR. ENGINEERING PELLETIEROSCHAAR LLI SEE ARCH DETAILS AND U STRUCTURAL SHEETS. vision Basu Hr cnItec ur Z 2691i 98th Dr. NW, Suite B • Stanwood, WA 98292 W www.pelletierschaar.com • 36o-629-5375 p 4 2 0 A4.3 A4.1 I A4.1 NO.:202105 DRN:PS CHK:DP w ©2021 PELLETIER+SCHAAR,L.L.C. PROJECT11 NORTH EB 6946 REGISTERED FOUNDATION PLAN ; ITEcT LLJ SCALE 1/4"= 1'-0" 0' 4' 8' �� J !AV• ELLETIER =STATE OF WASHINGTONA1 • 1 / , 05/14/2021 FOUNDATION PLAN At.conk.C PLAN GENERAL NOTES STY {� l M 1 O 3 4 1. WALLS, CEILING AND FLOOR INSULATION; AND WINDOW AND 'Cp$'444)"P DOOR GLAZING TO BE IN ACCORDANCE 2018 WSEC. SEE SHT. 10 FIELD) 1.4 ' ' A0.1. 4 © ak 2. TEMPERED SAFETY GLAZING TO BE PROVIDED PER 2018 IRC A4.3 A4.1 A4.1 SECTION R308.4; SEE ELEVATIONS OR WINDOW SCHEDULE FOR n 60'-0" LOCATIONS. in i / ro / @`- 3. INSTALL 110V SMOKE DETECTORS, INTERCONNECT W/BATTERY 1 BACKUP, PER 2018 IRC WA STATE AMENDMENTS SECTION R314; / 12'-0" a' ~ IZ-0 12'-0" 12'-3" / 11'-6" / SEE PLANS FOR LOCATIONS. t 1 \ -Er DN P 1T y 11 4. INSTALL CARBON MONOXIDE DETECTORS PER 2018 IRC WA STATE AMENDMENTS SECTION R315; SEE FLOOR PLAN FOR OUTLINE OF LOCATIONS. DECK ABOVE 5. INSTALL WHOLE HOUSE VENTILATION FAN PER 2018 IRC WA M 5 DECK M © STATE AMENDMENTS SECTION M1507.3: SYSTEM SHALL Co A5.1 b A5.1 PROVIDE MIN. CFM PER TABLE M1507.3.3(1). / 9'-0" 8'-10" y 2'-4" y / / / /9'-3" 10'-9" 2'-4" 6'-2" 4'-11" 6'-5"/ / 1 6. ALL EXHAUST FANS TO BE LOCATED AND SIZED PER 2018 IRC / WA STATE AMENDMENTS TABLE M1507.4. 5/0 X 4/0 SLDR _ 12/0 X 8/0 BI-PARTING DRS _ 4/0 X 4/0 SLDR 4/0 X 4/0 SLDR - / I I I i' L _ J • •� I� •I 1 7. FAN NOISE RATING TO BE 1.5 SONE OR BETTER \N � EGRESS T T EGRESS \\ /0 / SAFETY o KILo GLASS o PLAN KEYNOTES m C m o 0 o .ao BEDROOM 3 x FAMILY ROOM x BEDROOM 2 0110V COMBINATION SMOKE &CARBON MONOXIDE o DETECTOR INTERCONNECT W/BATTERY BACKUP o co a TYP. M \ / N 0 ROOF LINE ABOVE OR WALL BELOW. 0 90 CFM, I.E SONO BATH ENERGY STAR FANS WITH 4" / 17'-6' / 2'-4" 20'-0" / 2'-4" / 17'-10" / SMOOTH DUCTING. (MIN. 90 CFM FOR CONTINUOUS OPERATING WHOLE HOUSE FAN IN ACCORDANCE WITH OUTLINE OF ij SEC. M1507.3.3(1) `1 i BEAM ABOVE 0 0 Tr) O SCD C° Er) ® U.L.APPROVED PROPANE BURNING FIREPLACE i SCD ,SCD O OO b 0 DRYER-VENT TO OUTSIDE 0 Ui� m -^ 3 LINEN ° N © EXHAUST TERMINATION - IN ACCORDANCE WITH IRC 3 6" 7'-0" 18'-7" 3'-4,1/2" 4'-4Y2" 5 12 M1507.3.4.4 -A4.2 a a� O SCD / �3/0 X 6/8 /� <I> 4 O7 PROVIDE EMERGENCY ESCAPE OPENING IN ALL cc BATHROOM T REF - SLEEPING ROOMS MIN. 24" HIGH X 20"WIDTH AND 5.7 S.F. X - O - - - - - CLEAR OPEN AREA IN ACCORDANCE WITH IRC R310.1 m � 0 13� - - � bo c j • - M INSULATED i i i ® 22"X 30"ATTIC ACCESS-WITH MIN. UNOBSTRUCTED R302.13 Floor assemblies, not DOORS •�� ��� I I _ oo HEADROOM ABOVE HATCH OF 30" required else where in this code, shall - /r fi �I I I V1011.25:: O 16 R " (N be provided with 1/2 inch GWB or 5/8 ( 1 O (, c9�,�/d I I T " O RANGE WITH 300 CFM HOOD inch wood structural panel, or ' ' ' CD 5/8"TYPE-X GWB ON ALL WALLS &CEILING AND AROUND equivalent, on the underside of the 6/0 X 6/8 FR Provide 50 cfm vent ALL BEAMS AND POSTS. floor framing members. FURN. 0 fan in room with sink. 0 11. SOLID CORE DOOR W/SELF CLOSER 6'-6" 7'-0" 10'-3" 11'-8" 4'-41/2 4.-7" 157)/2 • / / / T T T / 12. TOWEL WARMER (NOT USED) 40 ♦ 05/8" TYPE X GWB UNDER STAIR S ORAGE :1- UNC NDITIONED `,20 ROD &SHELF 0 71- 15'-8" 8'-2" 11'-6" 24'-8" DOOR & WINDOW NOTES , , / / / 5 5 1. SEE SHT. A0.1 FOR 2015 WSEC REQUIREMENTS; ALL A4.3 - A4.3 EXTERIOR DOORS AND WINDOWS SHALL COMPLY. ♦ co2. SEE FLOOR PLAN FOR SLIDING/POCKET DOOR ACTIVE DOOR PANEL LOCATIONS AND DIRECTIONS. 3. SEE ELEVATIONS FOR OPERABLE WINDOW SASH DIRECTIONS. N CRAWL SPACE 4. ALIGN WINDOW AND DOORS HEADS -TYP. AREA CALCULATIONS o GARAGE 734 S.F. • - - - - - - - I I - C�" UPPER DECK 390 S.F. LOWER DECK 340 S.F. CRAWL SPACE TOTAL DECK AREA 730 S.F. ACCESS BASEMENT-STORAGE 757 S.F. TOTAL UNHEATED AREA 757 S.F. 2 Ct En BASEMENT 1,124 S.F. o TOTAL HEATED AREA 1,124 S.F. W MAIN FLOOR 1,912 S.F. 23'-10" 36'-2" / / / TOTAL HEATED AREA 3,036 S.F. OUTLINE OF OUTLINE OF SHOP V COURTYARD WALL AND GARAGE ABOVE Z ABOVE 4867 Fire area. Sprinklers required. 0 I A REVISED TITLE- MO/DA/YEAR CO 60'-0"/ P E L L E T I E R O+ S C H A A R W Vision Based Architecture 0 269n 98th Dr. NW, Suite B Stanwood, WA 98292 Z www.pelletierschaar.com 36o-629-5375 W 0 VJ 4 © NO.:202105 DRN:PS CHK:DP W A4.3 A4.1 A4.1 ©2021 PELLETIER+SCHAAR,L.L.C. 11 6946 REGISTERED 11 PROJECT Ellatia ITECT W NORTH J AVrELLETIER lei) LOWER FLOOR PLAN STATE OF WASHINGTONA2 • r SCALE 1/4"= 1'-0" 0' 4' 8' 05/14/2021 r^ VJ LOWER FLOOR PLAN , ) Co PLAN GENERAL NOTES ( ST Y 0� cr2 1 2 3 4 ' M 1. WALLS, CEILING AND FLOOR INSULATION; AND WINDOW AND DOOR GLAZING TO BE IN ACCORDANCE 2018 WSEC. SEE SHT. A0.1. `��FIELD x�Se� 4 2 1 2. TEMPERED SAFETY GLAZING TO BE PROVIDED PER 2018 IRC A4.3 A4.1 A4.1 SECTION R308.4; SEE ELEVATIONS OR WINDOW SCHEDULE FOR LOCATIONS. 3. INSTALL 110V SMOKE DETECTORS, INTERCONNECT W/BATTERY 8'-9" 11' 3" / / / BACKUP, PER 2018 IRC WA STATE AMENDMENTS SECTION R314; SEE PLANS FOR LOCATIONS. 4. INSTALL CARBON MONOXIDE DETECTORS PER 2018 IRC WA STATE AMENDMENTS SECTION R315; SEE FLOOR PLAN FOR LOCATIONS. 5. INSTALL WHOLE HOUSE VENTILATION FAN PER 2018 IRC WA 35'-6" DECK 11'-0" STATE AMENDMENTS SECTION M1507.3: SYSTEM SHALL T © / / / 5 PROVIDE MIN. CFM PER TABLE M1507.3.3(1). A5.1 \ 6'-9" 17'-4" 11'-5" 6'-11" 6'-7" 5'-3" 5'-9" A5.1 /\ / / / / / / / 6. ALL EXHAUST FANS TO BE LOCATED AND SIZED PER 2018 IRC /\� 1 / WA STATE AMENDMENTS TABLE M1507.4. 1 6'-0" III ♦ 6' 0"X 8' 0" SLDI. DR 16'-0"X 8'-0" B-PARTING DR 6' 0"X 8' 0"SLDG DR 5' 0""X 5' 0" SLDR 1 I ♦ �� - - - -� ♦ - r I I ♦ ♦ 7. FAN NOISE RATING TO BE 1.5 SONE OR BETTER 411) (110 0 4110 1-H SAFETY SAFETY SAFETY � _ SAFETY � PLAN KEYNOTES 't GLASS 1 GLASS GLASS X GLASS in in - _ LJ M p 1O 110V COMBINATION SMOKE & CARBON MONOXIDE Co I DINING _ _ ` DETECTOR INTERCONNECT W/BATTERY BACKUP o ♦ o I N �/ © 0 ROOF LINE ABOVE OR WALL BELOW. 4 Li LIVING ROOM '�� o 90 CFM, I.E SONO BATH ENERGY STAR FANS WITH 4" / c�b �� O3.io SMOOTH DUCTING. (MIN. 90 CFM FOR CONTINUOUS 'v. Eo MASTER OPERATING WHOLE HOUSE FAN IN ACCORDANCE WITH MASTER BATH BEDROOM SEC. M1507.3.3(1) TILE W/ELECTRI! HEAT MAT ` U U.L.APPROVED PROPANE BURNING FIREPLACE ifl 1- -I �1 I 0 DRYER-VENT TO OUTSIDE .--:1-3-) 9 in N ' l!) 15' 10" 16'-4" r - ' '- 6'-7" 6' 5" �J 7'-0" ri 1 S U EXHAUST TERMINATION - IN ACCORDANCE WITH IRC 3 / �' _ 3Agh M1507.3.4.4 A4.2 SCD o _ 0PROVIDE EMERGENCY ESCAPE OPENING IN ALL O co SLEEPING ROOMS MIN. 24" HIGH X 20"WIDTH AND 5.7 S.F. I E, I 0CD. ` 0 CLEAR OPEN AREA IN ACCORDANCE WITH IRC R310.1 En II M KITCHEN L T _ ® 22"X 30"ATTIC ACCESS-WITH MIN. UNOBSTRUCTED HEADROOM ABOVE HATCH OF 30" o 16R@7.5" . ♦ tn DNS T@10.5" M X CLOSET 0 U RANGE WITH 300 CFM HOOD X M M O o - -'_ L_ _ 0 �� iC)1°:-CD �_ o� 10. 5/8"TYPE X GWB ON ALL WALLS &CEILING AND AROUND - 1 I ALL BEAMS AND POSTS. SCD X I o v C° NI 11. SOLID CORE DOOR W/SELF CLOSER r -I - 6'-6" 3'-4" 6'-4" _� 7'-8" 4'-6" 7'-0" 4'-5" 2'-�1" 17'-11" _I / / / 9 / / / „ I / / CD TOWEL WARMER (NOT USED) '0 ' ♦ -I ` oL 05/8" TYPE X GWB UNDER STAIR 0 0 0 b ENTRY r c.o 3/0 x 8l0 PKT' M REF. Lo O O X 3 0 ROD &SHELF N P/R 0 DOOR & WINDOW NOTES 00 X X "' M 5 1. SEE SHT. A0.1 FOR 2015 WSEC REQUIREMENTS; ALL 1(5)0, 4.3 PANTRY DESK o - ii A4.3 EXTERIOR DOORS AND WINDOWS SHALL COMPLY. q �, - LAUNDRY 2. SEE FLOOR PLAN FOR SLIDING/POCKET DOOR ACTIVE ~ M II ♦ DOOR PANEL LOCATIONS AND DIRECTIONS. 3. SEE ELEVATIONS FOR OPERABLE WINDOW SASH ‘- s-Y I / / BOO inD 0 �© GARAGE DIRECTIONS. - LIII 4. ALIGN WINDOW AND DOORS HEADS -TYP. in I 1'-6" -6" 1'-6"X 1'-6" 1'-6"X 1'-6" 10 w o AREA CALCULATIONS 7 FIX FIX FIX IW ♦ I -0 I J _ in GARAGE 734 S.F. I � � o D 5 N N UPPER DECK 390 S.F. 5'-6" 3'-6" 3'-6" 3'-10" 3'-9" 3'-9" 5'-9" 0 6'-3" LOWER DECK 340 S.F. A5.1 / / / / / co / ' X TOTAL DECK AREA 730 S.F. o BASEMENT-STORAGE 757 S.F. L I 0 TOTAL UNHEATED AREA 757 S.F. in COURTYARD DOG DOOR BASEMENT 1,124 S.F. 2 SHOP - TOTAL HEATED AREA 1,124 S.F. n/�i EN MAIN FLOOR 1,912 S.F. I TOTAL HEATED AREA 3,036 S.F. a L9 I SLAB Z 16/0 X 8/0 O.H. GARAGE DOOR EDGE / 0 E - - ♦ - - - ♦ ♦ i ( 1 \ \ J 5 16'-4" 7-6" 15'-5" 16'-3" 4'-6" \ REVISED TITLE- MO/DA/YEAR CO 5 60'-0" A5.1 PELLETIERI SCHAAR W 0 Vision Based Architecture z 269n 98th Dr. NW, Suite B Stanwood, WA 98292 W www.pelletierschaar.com 36o-629-5375 0 4 2 i 1 (n A4.3 A4.1 A4.1 W NO.:202105 DRN:PS CHK:DP ©2021 PELLETIER+SCHAAR,L.L.C. 11 PROJECT NORTH \6946 REGISTERED 11 6 ITECT W -0 MAIN FLOOR PLAN pl. • ELLETIER ! SCALE 1/4 1' 0" 0' 4' 8' STATE OF WASHINGTON . -111111 r , 05/14/2021 f7 MAIN FLOOR PLAN ,.CODE Co PLAN GENERAL NOTES ( ST Y �� c�2 1 2 3 4 1 M 1. WALLS, CEILING AND FLOOR INSULATION; AND WINDOW AND DOOR GLAZING TO BE IN ACCORDANCE 2018 WSEC. SEE SHT. A0.1. `O FIELD‘�Se� 4 2 Q 2. TEMPERED SAFETY GLAZING TO BE PROVIDED PER 2018 IRC A4.3 A4.1 A4.1 SECTION R308.4; SEE ELEVATIONS OR WINDOW SCHEDULE FOR LOCATIONS. 3. INSTALL 110V SMOKE DETECTORS, INTERCONNECT W/BATTERY 1 BACKUP, PER 2018 IRC WA STATE AMENDMENTS SECTION R314; SEE PLANS FOR LOCATIONS. 4. INSTALL CARBON MONOXIDE DETECTORS PER 2018 IRC WA STATE AMENDMENTS SECTION R315; SEE FLOOR PLAN FOR LOCATIONS. 1 1 5. INSTALL WHOLE HOUSE VENTILATION FAN PER 2018 IRC WA STATE AMENDMENTS SECTION M1507.3: SYSTEM SHALL NOTE: PROVIDE MIN. CFM PER TABLE M1507.3.3(1). SECONDARY ROOF I DRAINAGE SCUPPER- 6. ALL EXHAUST FANS TO BE LOCATED AND SIZED PER 2018 IRC 1 1 TYP. ADJACENT TO ALL WA STATE AMENDMENTS TABLE M1507.4. DRAINS A — 1 1 — — — — — — - — I — 7. FAN NOISE RATING TO BE 1.5 SONE OR BETTER N11111111111.1111111...77 O ROOF DRAINS �— (7 PLACES) / DRAINAGE ' DRAINAGE SCUPPER CRICKETS, TYP. 1 I O wo — — a _� I I 3 A4.2 <3> 4 1 RIDGE 1 wo a 1 O u I RIDGE CB.5) 1 . — — — — 5 1 5 A4.3 DRAINAGE ' A4.3 CRICKET, TYP. O O I DRAINAGE D — SCUPPERS — 1 (2 PLACES) Cl) I- 1 2 I W 0 C9 1 1 Z 0 0 0 E — — — i 5 OREVISED TITLE- "r"JA/YEAR m PELLETIERO+ SCHAAR LLB VISIVrI BaSuu /-\r cnItectur 26911 98th Dr. NW, Suite B Stanwood, WA 98292 Z www.pelletierschaar.com 36o-629-5375 0 4 1 (i) A4.3 A4.1 A4.1 NO.:202105 DRN:PS CHK:DP W ©2021 PELLETIER+SCHAAR,L.L.C. PROJECT NORTH \6946 REGISTERED EP ITECT W MAIN FLOOR PLAN polo: •IELLETIER ! SCALE 1/4 1' 0" 0' 4' 8' =STATE OF WASHINGTON . / , 05/14/2021 7 ROOF PLAN At.CODE cod, STY 0 .e' ( �� ELEVATION / SECTION f M 4 1 1 w C 4 A41 5 GENERAL NOTES 03-1ELO 1. ALL BUILDING ENVELOPE MATERIAL, COMPONENTS AND O FIELi)1�5 DETAILS TO BE INSTALLED PER INDUSTRY BEST PRACTICIES AND MATERIAL MANUFACTURER'S SPECIFICATIONS, DRAINAGE OUTLINE OF TOP INSTRUCTIONS AND MANUALS. --------------------------- SCUPPERS TOOF (SEE ROOF PLANS) 2. BUILDING ENVELOPE DEFINITION TO INCLUDE EXTERIOR ROOFS, I I I I DECKS, EAVES, WALLS, DOORS AND WINDOWS; INCLUDING STUCCO SIDING, TRIM, VAPOR BARRIERS AND DRAIN PLANS, FLASHING, SIDING CEILING PLATE SEALANTS, PENETRATIONS, VENTS, RAILING STANCHIONS, AND • ALL OTHER STORM AND WEATHER DRAINAGE, MOISTURE AND VAPOR CONTROL SYSTEMS, DETAILS AND COMPONENTS. 3. PROVIDE TEMPERED SAFETY GLAZING PER 2015 IRC SECTION R308.4; SEE ELEVATIONS OR WINDOW SCHEDULE FOR o LOCATIONS: WALLED GATE TO HORIZONTAL 0) COURTYARD COURTYARD SIDING *2ND LEVEL- 112' ELEV FINISH FLOOR PROPOSED GRADE - 109.5' ELEV - - -- - - AT CORNER OF-COURTYARD WAS OUTLINE OF EXISTING GRADE i 4 AI A4.3 A4.1 A4.1 , EXISTING GRADE- 105.75' ELEV AT FND WALL CORNER NORTH ELEVATION SCALE 1/4"= 1'-0" 0' 4' 8' 1 2 /--- '1- A4.1 4 I A4.1 T 2 A4.3 T OUTLINE OF TOP / TOOF (SEE ROOF • PLANS) (' • O r N 71- CEILING PLATE HORIZONTAL STUCCO 20 SIDING f SIDING A5.2 9 0) / y \ - — / 1 I i d . I — .2ND LEVEL - 112' ELEV _ E E FINISH FLOOR \ / - ct W CL A5.2 o V Lciej 2O I a 9 W M 0 II rL I I 1ST LEVEL- 102' ELEV _ FINISH FLOOR - \ / O REVISED TITLE- MC 'DA/YEAR m N. EXISTING GRADE 98.3' A5.2 I P E L L E T I E R O S C H A A R W AT-FNDC-0RNER -- - • - - - / 1 _ \ . V N - - - - - - - - - - - - - - - - - - - - - - / vision Basu Hr cnitectur z �' — _ _ 1 269n 98th Dr. NW, Suite B • Stanwood, WA 98292 W PROPOSED FINISH -IOC — -- -- -- -- - - _ _EXITS ING GRADE - 95.75' www.pelletierschaar.com • 36o-629-5375 UKAU 'h - b.Ib' \-_ Ay DECK POST -- o N. EXISTING GRADE vJ PROPOSED GRADE NO.:202105 DRN:PS CHK:DP W 1 © 4 ©2021 PELLETIER+SCHAAR,L.L.C. 11 A4.1 A4.1 A4.3 6946 REGISTERED SOUTH ELEVATION ITECT J A3 . 1 ,i!AV•*ELLETIER SCALE 1/4"= 1'-0" 0' 4' 8' STATE OF WASHINGTON 05/14/2021 ELEVATIONS A CODEC STY 0 .e' r ( ,t.t ,-/. ELEVATION / SECTION f `" 5 3 I ,w, E D CO A4.2 0 A4.20 GENERAL NOTES Co' R 1 0 FIELi)11.45.6' 1. ALL BUILDING ENVELOPE MATERIAL, COMPONENTS AND OUTLINE OF TOP DETAILS TO BE INSTALLED PER INDUSTRY BEST PRACTICIES TOOF (SEE ROOF AND MATERIAL MANUFACTURER'S SPECIFICATIONS, 1 PLANS) INSTRUCTIONS AND MANUALS. r 2. BUILDING ENVELOPE DEFINITION TO INCLUDE EXTERIOR ROOFS, - DECKS, EAVES, WALLS, DOORS AND WINDOWS; INCLUDING a SIDING, TRIM, VAPOR BARRIERS AND DRAIN PLANS, FLASHING, N CEILING PLATE SEALANTS, PENETRATIONS, VENTS, RAILING STANCHIONS, AND ALL OTHER STORM AND WEATHER DRAINAGE, MOISTURE AND VAPOR CONTROL SYSTEMS, DETAILS AND COMPONENTS. 3. PROVIDE TEMPERED SAFETY GLAZING PER 2015 IRC SECTION R308.4; SEE ELEVATIONS OR WINDOW SCHEDULE FOR CABLE LOCATIONS: RAILING o STUCCO HORIZONTAL SIDING SIDING *2ND LEVEL - 112' ELEV FINISH FLOOR _ _ CABLE — — — — — RAILING q "a) OUTLINE OF EXISTING GRADE ---------- ---- -- — _ — - -_ \ T LEVEL FLOOR WEST ELEVATION 3 - A4.2 A4.2 PROPOSED FI H SCALE 1/4"= 1'-0" 0' 4' 8' GRADE 95.75" ELEV 3 5 A O A4.20 A4.2 D OUTLINE OF TOP • TOOF (SEE ROOF 1- PLANS) w o Q \ w D- a. N CC CEILING PLATE 0) _ _ — 20 A5.2 o STUCCO WALLED im SIDING COURTYARD / \ I I io I 2 2NDLEVEL k — FINISH FLOOR ' 1 - UJ - 142' ELEV -N- \ / _ \ / HORIZON fAL — CL SIDING7-- -N, 21 OUTLINE OF Z / A5.2 / o EXISTING GRADE 0 / \ n I O REVISED TITLE- MO'DA/YEAR m . . 1STLEVE / T � FINISH FL - --- PELLETIERO+ SCHAAR LLB J - ---- ------ --------- -- vision BasU Hr cn Itectur C.) 2 2 a69u 98th Dr. NW, Suite B • Stanwood, WA 98292 www.pelletierschaar.com • 36o-6a9-5375 .- A5. / \ — T — _ - - - - 5 _ I I A4.2 I A4.2 PRO DOS• INISH I I NO.:202105 DRN:PS CHK:DP w GRADE-95.75' — _ - ©2021 PELLETIER+SCHAAR,L.L.C. 1 — — — — — - — OUTLINE OF PROPOSE FINISH GRADE 6946 REGISTERED illieggia ITECTIJJ EAST ELEVATION SCALE 1/4"= 1-0" 0' 4' 8' 2 ,, STATE OF WASHINGTON . / , 05/14/2021 VJ ELEVATIONS ?St conk.C odf STY 0 .e' rM E D c B.5 ELEVATION / SECTION J O A GENERAL NOTES ; `C0"ik c `0 FIELD x•e 1. ALL BUILDING ENVELOPE MATERIAL, COMPONENTS AND 1 1 1 1 1 DETAILS TO BE INSTALLED PER INDUSTRY BEST PRACTICIES AND MATERIAL MANUFACTURERS SPECIFICATIONS, © 4 © INSTRUCTIONS AND MANUALS. A5.1 2 A5.1 LOW SLOPE A5.1 / \ TRUSSES / . \ 2. BUILDING ENVELOPE DEFINITION TO INCLUDE EXTERIOR ROOFS, / \ / - \ DECKS, EAVES, WALLS, DOORS AND WINDOWS; INCLUDING •I� ( A• I SIDING, TRIM,VAPOR BARRIERS AND DRAIN PLANS, FLASHING, \\ l _. // I I I CEILING PLATE SEALANTS, PENETRATIONS, VENTS, RAILING STANCHIONS, AND ALL OTHER STORM AND WEATHER DRAINAGE, MOISTURE AND \\ II // I'I // VAPOR CONTROL SYSTEMS, DETAILS AND COMPONENTS. 3. PROVIDE TEMPERED SAFETY GLAZING PER 2018 IRC SECTION 1 I 9 R308.4; SEE ELEVATIONS OR WINDOW SCHEDULE FOR GA- AGE A5.1 o LOCATIONS: MASTER MASTER C) CLOSET BATH / I \ C-- 5.1 IOW / II I IIDEJ -\ CONCRETE OVER / • 1 / \ 1 El -- / \ PAN DECKING / \ / \ 2ND LEVEL 112' ELEV — — — — iu FINISH FLOOR 1 I ► I \ I / \ I \ / 1 1 CRAWL UNDER GARAGE STORAGE :EDROO 2 0 l � 1 \ 1 N / / I \ _ _/ I \ 1 1 \ IL‘ , LEVEL FLOOR U I _ I I ri i _ _ I . 1 1 A _ ___ __ ____ _____ _ __ ____ , , ____ ____ ____ __ _____ _____ __ ___ _ T1 BUILDIN S CTION \ / - A4,1 SCALE 1/4"= 1'-0" 0' 4' 8' E ( D ) C B.5 1B) A 25.1 DRAINAGE A© SCUPPER 2 / 1 / \ A5.1 I I I / ,� \ to I _ I I - 1 I I ,,i_ fi —\c.. / I 1 —TRUSSES-- 19- I CEILING PLATE — / \ 11 / 1 I 1 SHOP LAUNDRY LIVING ROOM 9 20 0 �A5.1 A5.2 / \ / \ 13 - / _ \ A5.1 A5.1 - Ce J J I — CONCRETE OVER \ �� 1 I I I W / PAN DECKING / \ I I I 2ND LEVEL- 112' ELEV a • \ ! ', ' u I FINISH FLOOR �1� rt fi a / • . 1 �_ 1 1 \ / FLUSH FRAME BEAM, \ — / \ / Z I I CRAWL UNDER SHOP - / SEE STRUCTURAL \ — / I I I 1 1 0 19 21 J -- - I A5 STORAGE FAMILY ROOM A5.2 \ DECK A5.2 _ _ _ UNCONDITIONED — / \ a� I I - - - - _ 7 / \ / \ A REVISED TITLE- MO/DA/YEAR M 15 - - - - 8 I \ . . \r / / I / A5A5.1-I _ _ -1 \ \ PELLETIER ® SCHAAR O+ SCHAAR w \ _ _ / / \ - - \- _ _� / A5.1 LEVEL Vision Based Architecture U 1' I • I s 1 FLOOR ii Z / \ I 269 98th Dr. NW, Suite B Stanwood, WA 98292 1'-6° 'civ I I x 1 y \ www.pe11etierschaar.com 360-629-5375 Zi - I I I a - NO.:202105 DRN:PS CHK:DPIJJ 3'-4" I I I / I = — — — _ ©2021 PELLETIER+SCHAAR,L.L.C. — -$ I / \ I ( 11 16946 REGISTERED 11 r x I I ITECT w T2� BUILDING SECTION \ _ / riA4 LLETIER 4. 1 / SCALE 1/4"= 1'-0" 0' 4' 8' =STATE OF WASHINGTON r , 05/14/2021 V i SECTIONS ?g.conk.co d, EXISTING GRADE- 105.75' ELEV ( �T Y 0,�, {r2 AT FND WALL CORNER M 1 2 3 4 5 ELEVATION / SECTION GENERAL NOTES I ,tw 'CO3- fie° ga `0 FIELD x•''' A5.1 1. ALL BUILDING ENVELOPE MATERIAL, COMPONENTS AND DETAILS TO BE INSTALLED PER INDUSTRY BEST PRACTICIES ,v / \ 2 AND MATERIAL MANUFACTURERS SPECIFICATIONS, I i A5.1 INSTRUCTIONS AND MANUALS. I I / 2. BUILDING ENVELOPE DEFINITION TO INCLUDE EXTERIOR ROOFS, r i ( 1 o DECKS, EAVES, WALLS, DOORS AND WINDOWS; INCLUDING N\ /) $ \ / \ •CEILING PLATE SIDING, TRIM,VAPOR BARRIERS AND DRAIN PLANS, FLASHING, SEALANTS, PENETRATIONS, VENTS, RAILING STANCHIONS, AND ALL OTHER STORM AND WEATHER DRAINAGE, MOISTURE AND VAPOR CONTROL SYSTEMS, DETAILS AND COMPONENTS. 3. PROVIDE TEMPERED SAFETY GLAZING PER 2018 IRC SECTION KI-CHEN I LIVING RI OOM I MASTER BEDROOM MASTER BATH R308.4; SEE ELEVATIONS OR WINDOW SCHEDULE FOR im LOCATIONS: 6 , A5.1 / - ) / _ \ r '1 71 s 2ND LEVEL- 112 ELEV I s IL +FINISH FLOOR I a, - w w \ / N i I I I 0 BATHING SINK FAMILY ROOM STORAGE CA-1- 7 5.1 / R \ - - - - �1STLEVEL I N I I FINISH FLOOR ` 1 I I I �\ r /� 1 n T34,2 BUILDING SECTION ASCALE 1/4"= 1'-0" 0' 4' 8' A / \ CO D B ) 6.5 SIM -2--) / �A5. • ..sz, I I // \ I I (V 1 1 _ -I I CEILING PLATE il I ( I I R \ sd / BEAM - FLUSH \ FRAME - HANG TRUSSES-SEE STRUCTURAL — • DECK �. \ DINING ROOM KITCHEN PANTRY I COURTYARD I ' 14 0 I 1 I 1 (A;.1 I- I I 2ND LEVEL k I Ce m I -I r / \ FINISH FLOOR I \( I I I I1111 - - - \ / \ / 6 s I I DOGGIE _ — — /W . ---7 \� ,/ DOOR � — li \ 20 A5.2 -" 0 DECK Cin I i Li I 13 BEDROOM 3 BATHROOM STORAGE / -T J / \ 15 — _ 1 ' 3 / A5.1 — — / / A REVISED TITLE- MO/DA/YEAR CCI A5.1 / 1ST LEVEL /„% 4 I/ I J _ - -- FINISH FLOG / P E L L E T I E R w M / \ _- -- I I 05 C H A A R I I_ _ _ _ I I Vision Based Architecture 0 _I- - I z _ _ _ — \ / n 269n 98th Dr. NW, Suite B Stanwood, WA 98292 — — — — — ._,\, _ — _ // www.pelletierschaar.com 36o-629-5375 w / - - II II o / \ _ (n it 1 - �J ( _ w NO.:202105 DRN:PS CHK:DP - - - _ - _ - I ©2021 PELLETIER+SCHAAR,L.L.C. \\ // \ / 6946 REGISTERED 22 / ITECT A5.1 w d AVrELLETIER TTT BUILDING SECTION =STATE OF WASHINGTON • 2 6 71111111 A4.2 SCALE 1/4"= 1'-0" 0' 4' 8' 05/14/2021 SECTIONS ,:it.CODE cod, STY 0 .e' r6 ELEVATION / SECTION M 4 3 2 O GENERAL NOTES -'O FIELD x14°' 1. ALL BUILDING ENVELOPE MATERIAL, COMPONENTS AND DETAILS TO BE INSTALLED PER INDUSTRY BEST PRACTICIES AND MATERIAL MANUFACTURER'S SPECIFICATIONS, INSTRUCTIONS AND MANUALS. 1 1 1 1 © Alik 2. BUILDING ENVELOPE DEFINITION TO INCLUDE EXTERIOR ROOFS, A5.1 A5.1 DECKS, EAVES, WALLS, DOORS AND WINDOWS; INCLUDING AI /�--��\ /...- -. SIDING, TRIM,VAPOR BARRIERS AND DRAIN PLANS, FLASHING, A5.1 i ,_ \\ I ‘ • SEALANTS, PENETRATIONS, VENTS, RAILING STANCHIONS, AND -- I I I 9 I ALL OTHER STORM AND WEATHER DRAINAGE, MOISTURE AND '�- `\\� i i i N o VAPOR CONTROL SYSTEMS, DETAILS AND COMPONENTS. ►•sie \ I - I I - •I ' I= I I I I I I� -' 3. PROVIDE TEMPERED SAFETY GLAZING PER 2018 IRC SECTION IN ; I` ; I CEILING PLATE R308.4; SEE ELEVATIONS OR WINDOW SCHEDULE FOR / 3 \ / \ \- _ `_-�J \� _,__/ �� �� LOCATIONS: 1 F GARAGE LAUNDRY P/R ENTRY PANTRY q cn- 10 8 SIM 6 A5.1 \ A5.1 \_____ --/ • A5.1 • 1 j \� i .o. \� r e -I �/ e \� 2ND LEVEL I I I I I I FINISH FLOOR 1 P 1 _ _ I I I I �J I I I \� �/ \� 1 / 1 1/ \\� 0 STORAGE CRAWL ACCESS I 16 A5.1 CRAWL SPACE - i \� I _ 161LLVEL 1 i FINISH FLOOR I I CRAWL SPACE r - I-1 1 I \ I 1 T5 BUILDING SECTION ok_4. SCALE 1/4"= 1'-0" 0' 4' 8' V) 2 Ct W 0 C9 Z 0 J 5 \ REVISED TITLE- MO/DA/YEAR CO PELLETIER ® SCHAAR LLB Vision Based Architecture 0 269n 98th Dr. NW, Suite B Stanwood, WA 98292 Z www.pelletierschaar.com 36o-629-5375 0 VJ NO.:202105 DRN:PS CHK:DP w ©2021 PELLETIER+SCHAAR,L.L.C. 11 6946 REGISTERED 11 poi ITECT W3 =STATE OF WASHINGTON .SECTIONS ) CODEC, 1 oA � 0 Y O SLOPE TOP OF SINGLE-PLY ROOFING METAL TRIM AND SEALANT STUCCO OVER LATH � {y SLOPE TOP OF 1 PARAPET-TYP. PARAPET-TYP. SLOPE TOP OF MEMBRANE, RUN UP SIDING (SEE ELEV.)OVER OVER WRB l AL FLASHING CAP METAL FLASHING CAP _ _---(2)2X P.T. TOP PLATE -- -- (2)2X P.T. TOP PLATE PARAPET TYP. SOLID FILL ALL SOLID FILL ALL METAL FLASHING (2)2X P.T. TOP PLATE WALLS 12" TYVEC OR EQUAL DRAIN WRAP �� ? PARAPET WALLS CAP 1/2" PLYWOOD 1/2" CDX PLYWOOD COg " APET WALLS WITH STUCCO OVER LATH OVER STUCCO OVER LATH OVER 1/2"CDX PLYWOOD (;'" ;-;410' FOAM INSULATION WRB WITH FOAM SIDING SEE ELEVATIONS SHEATHING rrr iv WRB SOLID FILL ALL TRUSS BLOCKING 2X4 FURRING FILL OVER TYVEC DRAIN WRAP 2X6 STUDS @16" O.C. VOID SOLID WITH INSULATION OR EQUAL TRUSS, SLOPE 1/4" PER FLASHING PARAPET WALLS U FOAM INSULATION FLASHING WITH FOAM 12" MIN.2-PLY MEMBRANE 1/2"CDX PLYWOOD 2-PLY MEMBRANE 1/2" CDX PLYWOOD INSULATION Provide a total of ROOFING 1/2" CDX PLYWOOD �/ / �/ AIR/VAPOR BARRIER ROOFING FLASHING R-49 at ceilings of /� /� 2X4 P.T. STUDS @16"O.C. ,— BUILT-UP 2X4 STUDS c-� g AIR/VAPOR BARRIER 2-PLY MEMBRANE /- heated spaces. c� ASS" 1/2" PLYWOOD 1/2" PLYWOOD @16" O.C. ROOFING / 2X4 P.T. STUDS @16" O.C. 7" FOAM Typical. NX \ SHEATHING — END TRUSS INSULATION (R-30) >` N �\ 1 SHEATHING � END TRUSS AIR/VAPOR BARRIER END TRUSS ROOF DRAIN (SEE ROOF ' 1/2" PLYWOOD PLAN FOR LOCATIONS) SHEATHING �� R 21 BATT INSULATION 7" FOAM INSULATION CONNECT TO STORM 7" FOAM INSULATION 7" FOAM INSULATION AX 1/2" GWB CEILING 1/2"GWB CEILING DRAINS FLASHING DRIP /\ (R-30) (R 30) '= I EDGE (R-30) 1/2"GWB (2)2X6 TOP PLATE, 1/2" GWB Provide a total of R-49 at ceilings of • LAP 48" MIN. METAL FLASHING WOOD TRIM heated spaces. 1/2" GWB CEILING / �� 1/2" GWB CEILING 1/2"GWB Typical. — SIDING (SEE ELEV.) OVER TYVEC -lib SIDING (SEE ELEV.)OVER TYVEC 1/2" GWB OR EQUAL BUILDING WRAP 1/2" GWB I. I. OR EQUAL BUILDING WRAP 2X6 STUDS @16"O.C. TRUSS, SLOPE Provide a total of R-21 BATT INSULATION R-21 BATT INSULATION R-21 BATT INSULATION =11 R-21 BATT INSULATION 1/4" PER 12" MIN. R-49 at ceilings of 1/2" R-21 BATT INSULATION 2X6 STUDS @16"O.C. I 2X6 STUDS @16" O.C. 1/2" GWB CEILING heated spaces. Typical. PARAPET DETAIL - FLUSH CONDITION 1 PARAPET DETAIL - BUILT-UP CONDITION 2 PARAPET DETAIL 3 WALL TO ROOF 4 BUILT-UP CORNER DETAIL- BUILT-UP 5 SCALE: 3/4"=1-0" A5.1 SCALE: 3/4"=1-0" A5.1 SCALE: 3/4"=1-0" A5.1 SCALE: 3/4"=1-0" A5.1 SCALE: 3/4"=1-0" A5.1 SIDING (SEE ELEV.) ilk R-21 BATT INSULATION 5/8"TYPE-X GWB OVER TYVEC OR EQUAL11 SIDING 1/2" CDX PLYWOOD I 1/2" GWB 2X6 STUDS @ 16" O.C. V (SEE ELEV.)OVER TYVEC 1/2" CDX PLYWOOD 1/2" GWB R-21 BATT INSULATION 1/2" GWB 1/2" GWB BOTH SIDES OR EQUAL DRAIN WRAP 5/8"TYPE-X GWB �i METAL FLASHING OOP' 3/4"T&G PLYWOOD (NAIL ,ozR-21 BATT INSULATION 3/4"T&G PLYWOOD 2X6 STUDS @16"O.C. 3/4"T&G PLYWOOD R-21 BATT INSULATION 3/4"T&G PLYWOOD ► &GLUE)& 1/2" PART. BD. 1/2"CDX PLYWOOD (NAIL&GLUE) (NAIL&GLUE) (NAIL&GLUE) DECKING a IN VINYL AREAS 2X6 STUDS @16"O.C. 4" CONC. REINFORCED SLAB 2X6 STUDS @16"O.C. 1 2X P.T. BLOCKING 2X6 STUDS @16" O.C. j IC FLOOR JOISTS-SEE FLOOR JOISTS -SEE FLOOR JOISTS-SEE 2X P.T. LEDGER 2X SOLID RIM FRAMING PLANS STRUCTURAL SLAB SEE �< FRAMING PLANS SOLID BLOCKING \ FRAMING PLANS 2.0....40-41/11 SILL SEESTRUCTURALt: METAL PAN DECK STRUCTURAL < l GRADE SLOPING p/ — ' ' ' AWAY FROM HOUSE SIDING (SEE ELEV.) OVER TYVEC OR EQQUALL - WRAP. 1 i ►�� FOUNDATION SEE STRUCTURAL 1/2" GWB CEILING WATER STOP AT COLD I 1/2" GWB CEILING SUPPORTED R-30 GRADE BEAM -SEE R-30 SUPPORTED JOINT INSULATION 18/A5.1 INSULATION (2)2X6 TOP PLATE, (2)2X6 TOP PLATE, LAP 48" MIN. STEAL BEAM - �-,(�� DAMPROOFING SEE STRUCTURAL �, LAP 48" MIN. 1/2" GWB CEILING " 1/2" GWB EACH SIDE � N 1/2" GWB --LS)___ \ 2X6 STUDS @16" O.C. 1/2" R-21 BATT INSULATION FLOOR TO WALL DETAIL 6 PAN DECK TO WALL DETAIL @ GARAGE/SHOP 7 WALL TO FLOOR DETAIL 8 DECK TO WALL DETAIL 9 PAN DECK TO TALL FOUNDATION WALL DETAIL SCALE: 3/4"=1'-0" A5.1 SCALE: 3/4"=1'-0" A5.1 SCALE: 3/4"=1'-0" A5.1 SCALE: 3/4"=1'-0" A5.1 SCALE: 3/4"=1'-0" C71-0) 5. 1/2" GWB 5/8"TYPE-X GWB SIDING (SEE ELEV.)OVER TYVEC 3/4"T&G PLYWOOD OR EQUAL BUILDING WRAP (NAIL& GLUE) 2X6 STUDS @16"O.C. 1/2" CDX PLYWOOD P.T. SILL 2X6 STUDS @16"O.C. STUCCO OVER LATH OVER TRAFFIC COATING + 4"CONC. REINFORCED SLAB \ �/ WRB 2.) coFOUNDATION PLAN /4"T&G 4" CONC. _ 1/2"CDX PLYWOOD. P ° 3NAIL&GLUE PLYWOOD Jr D D ( ) REINFORCED SLAB coGRADE SLOPE LOWER FLOOR JOISTS AWAY 1/2 GWB °°° (SEE FRAMING) SIDING (SEE ELEV.) OVER 3/4"T&G PLYWOOD 2X6 STUDS @ 16" O.C. STRUCTURAL LEDGER-SEE o SUPPORTED R-30 TYVEC OR EQUAL WRAP. (NAIL& GLUE) PRESS. TREAT SILL (SEE STRUCTURAL ° ° INSULATION WATER STOP DAMPROOFING '�� STRUCTURAL) 1/2" GWB CEILING 1/2"CDX PLYWOOD. ' a ° P GJ METAL PAN DECK FOUNDATION -SEE GRADE-SLOPE AWAY Da ° (2)2X6 TOP PLATE, 2X6 STUDS @ 16"O.C. --1�� STRUCTURAL I ° ° �'— °D STEEL BEAM -SEE LAP 48" MIN. a° STRUCTURAL PRESS. TREAT SILL (SEE u 4" DRAIN IN 2" CRUSHED a 1/2" STRUCTURAL) 6MIL. POLY ROCK BASE, 6"CRUSHED ° VAPOR BARRIER ROCK COVER, EXTENDED a ° DAMPROOFING P � ° a 12" OUT FROM FOOTING, SUPPORTED R-30 \/° ° ° a GRADE- SLOPE AWAY r ` ° WITH FILTER MEMBRANE. INSULATION V %, —° 6MIL POLY a �, ��""''" 'rovide cleanout at base / VAPOR BARRIER ,w FOUNDATION (SEE ° MAW _ ° {/, • •���� FOUNDATION (SEE STRUCTURAL) ° Alt*:�� rain leader at tie in to STRUCTURAL) ° �9 DAMPROOFING J �-4'':rain per UPC 1101.13.1 U PAN DECK TO TALL ISOLATED FOOTING CI: FLOOR TO TALL FOUNDATION WALL (._12_ PAN DECK TO TALL FOUNDATION WALL DETAIL (-13) FLOOR TO FOUNDATION DETAIL 14 TALL FOUNDATION DETAIL 15 Ce SCALE: 3/4"=1'-0" 1 SCALE: 3/4"=1'-0" A5.1 SCALE: 3/4"=1'-0" 5. SCALE: 3/4"=1'-0" A5.1 SCALE: 3/4"=1'-0" A5.1 W 1/2" GWB ( R-21 BATT INSULATION Z 2x6 STUDS @ 16" O.C. 3/4"T&G PLYWOOD SIDING 1/2" CDX PLYWOOD (NAIL&GLUE) Q (SEE ELEVATION) SIDING (SEE ELEVATIONS) � SOLID BLOCKING 1/2" CDX PLYWOOD OVER TYVEC OR EQUAL 3/4"T&G PLYWOOD FLOOR JOIST 2x6 PT SILL 2x6 PT SILL W/ 1/2"x10" (NAIL&GLUE) R-38 underfloor per (SEE STRUCTURAL) ANCHOR BOLTS @ 48" LOWER FLOOR JOISTS chosen energy METAL FLASHING 3/4"T&G PLYWOOD O.C. AND 12" MAX. FROM SUPPORTED R-30A(NAIL AND GLUE) (SEE FRAMING) option. / INSULATION REVISED TITLE- MO/DA/YEAR CO GRADE-SLOPEN.......... ENDS W/3"x3"x1/4" AWAY WASHERS x � R-38 underfloor per 1111111111 111111114i PELLETIER ®+ SCHAAR W�� chosen energy REINF. SEESTRUCTURAL option. Vision Based Architecture 0 FOUNDATION -SEEX' 269n 98th Dr. NW, Suite B Stanwood, 9 9 FOUNDATION PLAN GROUND SLOPING WA 8a a AWAY FROM HOME BEAM PER STRUCTURAL EACH1x4 SIDES ON www.pelletierschaar.com 36o-629-5375 W DRAMPROOFING �. R 30 SUPPORTED o 4" DRAIN IN 2" CRUSHED FOUNDATION— INSULATION 2 CONT. #4 (SEE STRUCTURAL COLUMN 'ROCK BASE, 6"CRUSHED ) REBAR Cl)J ROCK COVER, EXTENDED REINFORCING 6MIL POLY VAPOR BARRIER FOOTING (SEE NO.:202105 DRN:PS CHK:DP 6 MIL. POLY W 12" OUT FROM FOOTING (SEE STRUCTURAL) FOUNDATION PLAN) VAPOR BARRIER ©2021 PELLETIER+SCHAAR,L.L.C. WITH FILTER MEMBRANE "•'7 A______-- •.' :' 4 DRAIN IN 2" CRUSHED • �'��t 7 •;.: -W7: __\ ROCK BASE, 6"CRUSHED si:•'.. �''• �� '' ROCK COVER, EXTENDED•.�::;�}•��, 12" OUT FROM FOOTING, \ REGISTEREDillpiLthe ITECT W WITH FILTER MEMBRANE. r A5 J Ar�ELLETIER FOUNDATION DETAIL @ STORAGE 16 FOUNDATION DETAIL 17 GRADE BEAM DETAIL 18 STATE OF WASHINGTON ■ U SCALE: 3/4"=1-0" A5.1 SCALE: 3/4"=1-0" A5.1 SCALE: 3/4"=1-0" A5.1 I 05/14/2021 CONSTRUCTION DETAILS )g,cODE C od,A U Gj + 2 1/2 X 5/8 PAINTED OUTLINE OF P.T. I cv MTL TOP RAIL POST(SEE `COR- 6Q + STRUCTURAL)CASE + 2 1/2 X 5/8 PAINTED `0 FIELD‘1.4Se� ------ W/1X + MTL TOP RAIL OUTLINE OF P.T. COLUMN STAINLESS STEEL (SEE STRUCTURAL)CASE + CABLE RAIL @3" O.C. STAINLESS STEEL W/1X in - SIDING -(SEE ELEVATIONS) COMPOSITION + + CABLE RAIL @3" O.C. R-21 BATT INSULATION OVER TYVEC DRAIN WRAP DECKING 1/4"X 4"X 6" COMPOSITION 1/2" GWB + / PAINTED STEEL DECKING + 3/4"T&G PLYWOOD 1/2" CDX PLYWOOD + PLATE W/ 1/2" LAGS. + 1/4"X 4"X 6" SIMPSON POST PAINTED STEEL BASE-TYP. r F (NAIL& GLUE) + + PLATE W/ 1/2" LAGS. 2X6 STUDS @16" O.C. + CONCRETE PLINTH ��r I W/CHANFERED TOP 1 2x SOLID BLOCKING / III = ili._ (2)2x6 TOP PLATE / 1 -1' LAP 48" _� 7 I_ _II �5/4TRIM J \ / I 5/4 TRIM — J L - 7 BEAM -SEE I I I I R-30 SUPPORTED / FRAMING PLANS- I L J BEAM -SEE I INSULATION DECK JOISTS-SEE FLUSH FRAME DECK JOISTS SEE 7 1 FRAMING ON JUST FRAMING ON JUST FRAMING PLANS- _IFLOOR JOIST v HANGERS SIMPSON COLUMN HANGERSj2.) FLUSH FRAME (SEE STRUCTURAL) CAP, TYP. SIMPSON COLUMN 1/2" GWB CEILING ill 1/2" CDX PLYWOOD DECK DETAIL 20 GRADE BEAM DETAIL CAP, TYP. Q GRADE BEAM DETAIL SIDING (SEE ELEVATIONS) SCALE: 3/4"=1-0" SCALE: 3/4"=1-0" SCALE: 3/4"=1'-0" A5.2 2x6 STUDS @ 16"O.C. OVER TYVEC OR EQUAL 2x6 PT SILL W/ 1/2"x10" ANCHOR BOLTS @ 48" O.C. imirill AND 12" MAX. FROM ENDS W/ 3"x3"x1/4"WASHERS REINFORCING FLASHING BASE ROOF DECK PROVIDE SHEET POSITIVE DRAINING TO 2 LAYERS OF GRADE -SLOPE AWAY DRAIN ALL AROUND 1 1 1 1 FLASHING PLY, I FEATHER 3"MIN. g E L 3" IN L3" MJr iN� 1 DAMP PROOFING \\ 1, J_/j /. , ��������1nI � ,� �'" I P 8 MIL POLY VAPOR— 4" DRAIN IN 2" CRUSHED ......♦♦♦. •. . Stlttt4itM4t4t4fèf4t4S,}yA\.BARRIER I -..r. i ROCK BASE, 6"CRUSHED � � 1: 1A ROCK COVER, EXTENDED ����VVY������ `I1 44 12" OUT FROM FOOTING, �' 4•A•• • '•"••• WITH FILTER MEMBRANE. " "�'�.�� SPRAY FOAM INSULATION . INSULATE RAIN FRAMING PER 3"AROUND PIPE i" `•Af♦' LEADER,INSTALL TO ROOF ASSEMBLY PENETRATION&EXTEND 3' BEYOND ROUGH OPENING. • • ' ' SALLOW FOR HRINKAGE BUILDING / N 1111 FOUNDATION DETAIL 19 ROOF DRAIN AND OVERFLOW SCALE: 3/4"=1'-0" A5.2) SCALE: 3/4"=1'-0" (-2-3- 5.2) 0 I 2 ct W CI- 0 J 5 AREVISED TITLE- MO/DA/YEAR 0 P E L L E T I E R O+ S C H A A R W Vision Based Architecture 0 269n 98th Dr. NW, Suite B Stanwood, WA 98292 Z www.pelletierschaar.com 36o-629-5375 W 0 VJ NO.:202105 DRN:PS CHK:DP W ©2021 PELLETIER+SCHAAR,L.L.C. 6946 REGISTERED 11 ITECT W 2 P . PVELLETIER ,,,, , =STATE OF WASHINGTON .-111111 0 , 05/14/2021 CONSTRUCTION DETAILS • s" op, 83 L Ledger-Concrete Attachment Structural Callouts©- Copyright ConstructionCalc, Inc (CCI) ,* %1 Y O A{' - * Ledger: Use min., 2x PT ledger at least as tall as joists. � 9 0 PA Per Architect * Connection: Use 5/8" diameter x min., 4" embedment, Titen HD or wet-set bolt, at spacing below. * Structural Item: This item and related connectors shall be per architect/designer. Min distance from centerline of bolt to top or bottom of ledger= 2.75". 7111.01,� 12 FD Floor Diaphragm Joists parallel, use 36" max spacing, staggered, and within 8" of splices and ends, with 3" x .25 ��1/ q �S * Sheathing: With joists at 24" or 19.2" OC, use min., 24 oc rated, APA Sturd-I-Floor; either 3/4" washer. _ _ �, COR _ � �r0Flan.k, species group 1, or 7/8" species group 4. May be OSB or plywood. Good for 130 psf; TL ci) L/360 Joists perpendicular, use 12" max spacing, staggered, and within 8" of splices and ends, with 3" x t°� t.°J t J J - J 73 p Y�l'of deft. .25 washer. g e, �3 f P * Sheathing: With joists at 16" OC,use min., 16 oc rated, APA Sturd-I-Floor, min., 19/32" thick. * Joist Connection: Connect joist to ledger with standard hanger. 60 J May be OSB or plywood. Good for 245 psf TL@ L/360 deft. 90 FC Footing, Continuous GPO -.� * Sheathing Layout: Case 1 per IBC 2306.2.1(1) * Retained Height: Maximum retained height (unbalanced fill)=4'. , __, i ,- _ - Orient sheets continuous over two or more spans, with the long dimension across supports. * Stepping: Okay to step this footing as necessary for grade changes. All footing longitudinal rebar I I _ _ ____ _ * Nailing: Glue, and connect with 8d ring shank nails or#9 screws, at 6" edges, 12" field. shall continue through step, okay to bend 90 degrees at direction changes. I I" ____ -49 9 I ( ,y * Blocking: not required except at supports(beams) and connections to shear walls below. * Footing: Use min., 18" wide x 8" tall. f I I °FG Uq 13 DD Deck Diaphragm - Lon Longitudinal rebar, use 2 #4 continuous, 3" from bottom. a-- I (24 �` Q . g Decking: • Use wood or composite deckingper Arch. min. actual dims: 3/4" 3.5".x * Stemwall: Use min 6" thick. �` " I• Decking Attachment: Use decking screws, length to ensure 2" min., embedment into framing Vertical rebar,use#4 at all corners, wall ends, intersections, and at 24" OC, max, centered in wall, r- 0 �'2� r(o l vG --->.- - 1. below. with alternating 6" bends at bottom footing rebar. ic IIIol 6` ?El, c+1 °.12 F I I 1 + Tyr - Use 2 screws per deck board per framing member. At decking splices, center splice over framing - Horizontal rebar, #4 top and bottom and at 24" OC max., centered. I I menber and use 2 screws per spliced end. - At doors, stemwall may be shortened or omitted. _ _ a+-- a e :. _. - a =a L Al * Blocking: not required except at support beams. Crawl openings 24" wide or less in stemwalls are permitted where no significant point loads from ' 74 P Post, Steel HSS above occur. 0 , tpatp�alt PER ���---- ► • I * Drains: Install footingdrains and/or downspout drainsper others and as required bycode. J2 4r4cft 2- Dv t. _-_ _:_ _`2 * General: See Standard Structural Specifications herein for steel grade, bolts, welding, and coating. g p q L -'i"Mt5 4 rL I P _ tva tr4 a~ I z" 92 FS Footing,Strip t �� M�u * Post: Use HSS 6x6x1/4. * Footing: Use min., 18" wide x 8" tall. w -� e �.M - -- Connection at Top: Weld a 3/8" steel plate to top of this post, width to match supported beam * Longitudinal Rebar: Use 2,#4 continuous 3" from bottom. 2 FS7* flange, length=11" min, Center plate on this post. Bear beam fully on this plate and connect with 4, 93 FP Footing,Pad I IettiI A,D° -- — —I 3/4" bolts through bottom flange. * Footing: Use min., 24" square x 8" tall. I f';-- - Connection at Bottom: Weld a steel plate to bottom of this post, min., 10"x 10"'x3/8"centered on If in slab area, footing may be mono-poured with slab or below slab. Height may include slab t- , ; I Q F� * post. Bear on concrete and connect with min.,4, 3/4" x 6" wet-set or Titen HD anchor bolts. The height if poured monolithically. I , I _._._ 3 L' ____ ' L ac,U M A?' ► I bottom plate may be flush with top of concrete or set in 4" deep pocket backfilled with concrete or Plinth: If plinth is called for use round or square per Arch, min diameter or width such that all A I r ____ t _i — v,�,� Y .rJ grout. * rebar and post base connectors have 2" min., 3' max., concrete cover on all sides. Chamfer per i° I g 3 1 81 L Ledger-Deck Joists to Rim. Arch or as necessary to shed water. — -- ( 1 I ;!� Or-,..tb 4)4 - ( I I * Ledger: Use min., 2x, PT ledger at least as tall as joists. Plinth rebar, use 4,#4 vertical, equally spaced, with 4", 90-degree bend at bottom footing rebar. — I 1+a4 A<, sj * Ledger Connecion: Connect to rim with 2, SDS or LedgerLOK at max., 16" OC and within 3" of Hoops or horizontal rebar is not required in plinth. FP I 1- -I j. ( agE,�I t+.l r+1 1 ends and splices. - * Footing Rebar: Use 2, #4 each way, 3" from bottom. , too + t I -- -- U 'NI*tovoNq .. J ! - SDS or LedgerLOK to be of length necessary for full penetration in rim. 94 FP Footing, Pad I I ej arc I I `� * Joist Connection: Connect joist to ledger with U or LU hanger(not LUS), all holes filled with gale * Footing: Use min., 36" square x 10" tall. ' �l' TECO or similar nails,or screws - Simpson SD9 or similar. If in slab area, footing may be mono-poured with slab or below slab. Height may include slab Foundation and Lower Floor Framing height if poured monolithically. 1/8" = 1' 55-- 1 * Rebar: Use 3,#5 each way, 3" from bottom. -All interior floor sheathing is 12FD,typ. I _ ._. _ I 99 RB Retaining Wall-Braced Detail -Stair framing per Arch and code min. -1 - I * Retaining Wall and Footing: See Braced Retaining Wall table and detail. D99 - Deck decking is 13DD,typ. I — __._ _.__ _ r — t — A 100 RM Retaining Wall- Mid-Floor Attached Detail '` .// * Retaining Wall and Footing: See referenced table and detail. D100 dj°JRt3 Mir __. _ii 1 — '`-- -. 1 ' r 1 A35 dr> / co / -- - — 1 -1 1I 1 ��w v J-a�St'S P+w2 �u0.nt 6,'Two- fotsT 13AY5 I TY4 'z I Q+•►C.1,tcR. �a uT a" �,__._ —o- SNEAtL wAt.tr ARE 'PAtr4 LLEL .-- s oe ;., . -U �� ,� F 3 Beams Posts (pl, , FULL_ -1-1�t t No Default sawn material is DougFir No 2 or better. Default material is DougFir No 2 or better. (D99 op 5P0- E=s' G2tPPl rr WALL, cr o Goal►�rTlbLl oC sawn ea. OS Foe.. E.4.. N to J -s Default glulam, LVL, PSL materials -see Standard Structural Specs herein. Default LSL is 1.5E, 2,300 psi, min Fb. Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. TYne,S1 Ar/A(pR /fit<4 j Alf rYia j_� i1 E I O< zYr ►y v°,3 Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. Default bottom connection on beam: 2, FC or 2, A34 with screws, or PCZ. r•~ ari Et1l - ,, e Q w11a.,z�8 rot?, E,.$" 5-ikK. - Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ p,N,2x4+PT Foil- E'le' 32„ / 0 .,. O rn F ¢ _� n,ti „�/ G�p�t~�2 w < S b° `r- Q Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. Alternate bottom connection on concrete: #5 rebar or 5/8" all-thread, epoxy 6"min. into post butt, and 6" min., embed in ^� v tr, To,SaS P� qu�� "f -° .'"o rvS PE2. r conc. Conc embed may be wet set or epoxy. As AI? TIIII Retaining wall x v Default mid-post connection: LPCZ, PCZ, CCQ, or similar. ?c,s rs pi`� ��2�� R D100 with mid floor �``� de Q �!' p`"A'`i - Connector(if blank q '" FeZvE�D«-ULA2. �e �D ,ko r�� <( , �c Default beam to beam connection: Hanger: HU, HUC, HUCQ or similar. Bear on top, 2, HGA10. Callout Min., use Alt 1 min., use Alt 2 min., use Notes igaAl, ' attached. (NTS) /� EQ! c`)- use default, above) oyMAD 2+i6p ar',°`n �1�s I . P , " ,. Connector(if blank 70P 2-2x4 4x4 d x , ot2. Sit-4. =-i- -'s Callout Min., use Alt 1 min., use Alt 2 min., use Notes .� use default,7«tS D:5Tc• .,� , '`"� ` �, - L above) 71 P 3-2x4 2-2x6 4x6 A,n a - IF SRuB $Ada,n,N cl.ELi prq m �. -� V+r sP�‘cE 24". C ' G��tuFct,ana - �IC lbtAFM Ce.1_t k, c141, f- V /ram. _�.r •` ----" _-__._ ._ 72P 3-2x6 6x6 4-2x4 / __ s� z oz+ ... / 30B 5.5x12 glulam a AO a 4ryy'u, - •'`'EE p9°t-C.-J 5v'"%� d 35B 1.5x11.8 LVL or LSL 73P 6x6 PT 5.5x5.5 PT glulam / �- __ (` I X i 1 w .....-.1.- ..--.w 36B 4x10 1.7x11.8 LVL 74P (see main callouts) --r-' ] -gr � 1 y w� , L ^1 K 1'` X37B 5.5xl5 glulam splice over 72P 75P 6x8 � ,�,nZ.. ---! --F.: ,a {L — — — • 38B 6x12 PT 5.5x7.5 PT glulam C�r1YAGT SOIL: -„f--6" \ Per �r Eli EQ ( r1, N QER J h __1 r B - oC A s 6' Q o, T z 1' , I Fa_ A < g rc=r21 -r, D,,,,rt,4,r-r t 4 I A. Use W8x21 (5.2"x8.2"actual dims). At wood post, use full bearing on post. Connect w/2, 5/8"x 4"lags through A S 14' cc=a;" toe ' to "" r 40B bottom flange into post centerline. At concrete wall, bear in beam pocket, min., 5"bearing length. Connect with 2, A s tz' "3ra' wet-set or Titan HD, 5/8"x 4, through bottom flange into centerline of wall. At steel post, see that Callout. (D99) Braced Retaining Wall(top of wall IS connected to floor diaphragm) __ _ _. _ _ __ __ _.__. _. ___ _ 45B 4x8 A B C D E F G W X Y Z l' C- TIT Joists and Rafters Retained Wall Footing Footing Wall MASA Block Vertical Horiz. Footing Footing ___ Default rafter or deck joist to beam connection is con't or skip blocking and H2.5A, or H1, or A34 with screws. Ht. Position Width Height Thickness Spacing Spacing Rebar Rebar Transv. Cont. D100 RetainingWall With Mid-Floor Attached 0' -4' centered 18" . 8" 6" 72" Not Reqd 44 @ 24" 44 @ 24" NA 2.44 Framed roof overhangs, eaves, outriggers, etc. use IRC-compliant construction. 4.1' -6' centered 24" 8" 6" 72" 72" #4 @ 18" 44 @ 24" NA 3, #4 - Default sawn material is Doug Fir No 2 or better. Exposed to weather shall be Pressure Treated (PT) 6.1'- 8' 12" 40" 10" 8" 42" 46" #4 @ 18" #4 @ 18" 44 @ 18" 4,#4 B C I) F F G W X Y Z - 8.1' - 10.2' 12" 50" 12" 8" 24" 24" 45 @ 14" 45 @ 12" 45 v 14" 5.#s Max of Al, Wall Footing Footing Wall MASA Block Vertical Horiz. Footing Footing Default sawn face mount hanger is U, LU, LUS, or if sloped rafter use LRUZ. 10.3' - 12' 12" 60" 12" 8" 18" 18" #5 @ 9" #5 @ 12" #5 @ 9" 6,45 A2,or A3 Position Width Height Thickness Spacing Spacing Rebar Rebar Transv. Cont. Default deck joist hanger is U or LU (not LUS)with gale screws, or gale TECO or similar nails. Notes: 0'-4' 10" 28" 9" 6" 72" Not Reqd #4 @ 24" ' #4®24" #4 @ 24" 3,#4 Default sawn top flange hanger is JBA, LB, BA, or B (welded app, use LB, BA, or B) * Cohuiuis C.D.E.W.X. Y,Z are min—Mums.May use greater. 4.1'- 6' 12" 34" 9" 6" 72" 72" #4(tr; 18" #4 @ 18" #4 @ 18" 3,#4 *Cohunns F.G are maximums.May use less. 6.1'-8' 12" 42" 10" 8" 42" 46" #4 @16" i #4 @ 18" #4 @ 16" 4, #4 Any national 1-joist brand, equal or stronger may be substituted *Max gravity load on wall is two stick-fined floors plus roof. 8.1'- 10,2' 12" 50" 12" 8" 24" 24" #5 (u) 14" #5 @, 12" #5 @ 14" 5,#5 I-Joist roof overhangs, extensions, outriggers, and cantilevers shall per per manufacturer's recommendations. *No significant surcharge loading.Retained sod is level or uphill sloping no greater than 5-degrees. 10.3'- 12' 12" 60" 12" 8" 18" 18" #5 @ 9" y #5 4' 12" #5 ar 9" 6,#5 _ (, C� Default 1-joist face mount hanger is IUS or MIU 2316 Antone Way * Concrete fc=2.500 psi. Tim K. Garrison, P.E. S 1 of 3 *Rebar =60 ksigrade 60 Notes: Default I-joist top flange hanger is ITS, HIT, or MIT Anacortes,WA 98221 �+ Professional Engineer *Min soil bearing=2.000 psf. * Example 1: if Al =5'and A2=8',max=8',use row 6.1'-8'. In this case wall must be Full Height Condition because A2 >7'. TimG@TimKGarrison.com Connector (if blank (360)708-1865 Foundation and Lower Level *Floor diaphragm must be connected before retained soil is placed against wall. *Example 2: if Al =9'and A3= 5', max=9', use row 8.1'- 10.2'. In this case a slab must.be placed against bottom of wall because Al >6'. Callout Min., use Alt 1 min., use Alt 2 min., use Notes *If"W"bars are spliced,min tap splice=24". * Columns C,D, E, W,X, Y, Z are minimums. May use greater. use default, above) *Behind wall drainage is MiraDrain 2000.washed chain rock, or similar with 3" pipe to daylight. * 60J 2x8 PT 16" Structural Analysis: New Home at 4507 Queen AT„gColumns F,G are maximums.Mayuse less. @ * Maxgravityload on wall is two stick-framed floorsplus roof. 61 J 11.8 TJI 360 @ 16" pf'r'►`WAS Ann Way, Anacortes, WA � ' e *No significant surcharge loading. Retained soil is level or uphill sloping no greater than 5-degrees. 62J 11.8 TJI 110 @ 16" *Concrete fe=2,500 psi. 6 _' * Rebar fy.=60 ksi, grade 60 `,6 },r *Min soil bearing w 2,000 psi Client: Barb Sickler I ,p rem * Floor diaphragm(s)must be connected before retained soil is placed against wall. . Building Design: Pearl Schaar *If"W"bars are spliced,min lap splice=24". Job Number: T21027 ill6 * Behind wall drainage is MiraDrain 2000,washed drain rock, or similar with 3" perf pipe to daylight. Date: April 16, 2021 10>rwt5 814+letaa.. I i JFo ;cr o �_w_______-._._ n 73p TYt'�+ u, tr_• 'allouts — Copyright ConstructionCalc, Inc (CCI) $ 5 0 t t j �r SOD ZPW ' `��; 1 StrfTural Item: This item and related connectors shall be per architect/designer. l $1 W 9 PP '''i.:r 1,Nt Wall-Stick Framed Detail - _ �i _ _ _ r-- od for 200 lb lateral point load or up to 25 psf wind load. D9 t, r ���� 1 �� 4. - Joists and Rafters * Flashing and waterproofing by others, typ. 1 Typical 26 a Bottom Plate, Use 2x6 on roof sheathing. Connect to trusses with SDS 1/4 x 5 ci> 24" max. D9 parapet, G A-14110 2OH 3 Default rafter or deck joist to beam connection is con't or skip blocking and H2.5A, or H1, or A34 with screws. b Studs: use 2x6 at 21' OC. max. Miter cut bottoms for roof slope as necessary. 4 4,-- d NTS �' ' ~a - d �� Framed roof overhangs, eaves, outriggers, etc. use IRC-compliant construction. - Note stud locations must align with Tension Clip, "g", below. �_ fi elEF _ Default sawn material is Doug Fir No 2 or better. Exposed to weather shall be Pressure Treated (PT) c Top Plate, use double 2x6. At splices use min., 48" overlap and 8, 16d per splice. II r„ b ~ .. Default sawn face mount hanger is U, LU, LUS, or if sloped rafter use LRUZ. d Sheathing: both sides, 7/16" min: OSB or CDX plywood. with 8d c 6" edges, 12" field 0. �' ea 26ti '�+p� �'� Default deck joist hanger is U or LU (not LUS)with galv screws, or galv TECO or similar nails. e Outside Sheathing. Sheathing shall be continuous (no horizontal splices)over the parapet bottom ?eusSss �, z a b /rz., na 4 , .- - rPrwi --.. K 2 el - PA ILA��aSt_ T¢wss�S �; 7 II ' / (' r Default sawn top flange hanger is JBA, LB, BA, or B(welded app, use LB, BA, or B) plate and truss top chord for at least 18" above and below this location as shown. ' (J LI - For"z" < 18",the length of continuous sheathing above the parapet wall bottom plate shall equal ,,� 1 � ' ,; 3�8 l� � Any national 1-joist brand, equal or stronger may be substituted the height of the parapet wall. ' I tea,; I-Joist roof overhangs, extensions, outriggers, and cantilevers shall per per manufacturers recommendations. - For parapet walls over interior portions of the house/garage where this "e" sheathing is not 4 G -"-` -- f ,; ► u - _ / i Default I-joist face mount hanger is IUS or MIU possible, use "g" clip and assiciated blocking on both sides of parapet wall. - ,r ( e . t'' "' ''r Default I-joist top flange hanger is ITS, HIT, or MIT f Block, at truss parallel condition, use 2x6 block at 24" max spacing between gable truss and first = z r r -� e f �, mz truss in from wall. Connect to each truss with min., 3, 16d. `� I m'_ (�Z? Connector (if blank * Tension Clip, use H8 at spacing below. Wrap bottom of H8 around truss top chord or"f' block as l • j -_ 10 U --- - Callout Min., use Alt 1 min. use Alt 2 min., use . Notes ,/ f ' - i use default, above) necessary. `� 1 ` - For "z" =0" to 8", no clip is necessary. ! u ~ . ' � ; � � 60J 2x8 PT @ 16" For "z" = 8.1" to 24", max clip spacing=48". / \ bl3 lj 2' -}1 61J 11.8 TJI 360 @ 16" - For"z" = 24.1" to 39", max clip spacing=24". — / be D 11.8 TJI 11 16" 62J 0 @ - Cut a slit in roof sheathing as necessary to extend upper part of H8 through as shown. / I h Top of Wall Connection, Parallel Condition. See Shear Wall table for this connection. h '� ,- 8Z� / c0 75? 7 4� Posts —i '— Default material is Doug Fir No 2 or better. i Top of Wall Connection, Perpendicular Condition. See Shear Wall table for this connection. - v / v,, z Parapet Height. Max=39". --_t_-�, / , _'y / 1i 0 Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. 11 RD Roof Diaphragm n' ^' ' ' Default bottom connection on beam: 2, FC or 2,A34 with screws, or PCZ. Lower Level Walls and Upper Floor 4 00 • Shear Capacity: Good for Eh=230 plf- seismic; Eh=322 plf- wind. Max aspect ratio= 3:1. 'lam Framing 1/8" = 1' ' Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ * Framing: Trusses or rafters: 2x at 24" OC. max. -All interior floor sheathing is 12FD,typ. 'I Alternate bottom connection on concrete: #5 rebar or 5/8"all-thread, epoxy 6" min. into post butt, and 6"min., embed in * Framing Connection at Support: -Stair framing per Arch and code min. conc. Conc embed may be wet set or epoxy. - Where connected to shear wall, connect per shear wall callout- top of wall. - Deck decking is 13DD,typ. - Where trusses or rafters connect to beam, use H2.5, or A34 with screws, or similar, typ. Callout Min. 'use Alt 1 min. use Alt 2 min. use Connector (if blank Notes - At ledger,connect per ledger callout. use default, above) * Sheathing: 7/16" min.. OSB or CDX plywood. * Sheathing Layout: Case 1 per IBC 2306.2.(1) 70P 2-2x4 4x4 * Nailing: Use 8d at 6" edges, 12" field. 71P 3-2x4 2-2x6 4x6 * Blocking Not required except at supports and at connections to shear walls below. 72P 3-2x6 6x6 4-2x4 12 FD Floor DiaphragmDiaphragmD1 Typ.shear wall TOP \ Typ.shear wall TOP connection- l PY✓/ 73P 6x6 PT 5.5x5.5 PT glulam * Sheathing: With joists at 24" or 19.2" OC, use min., 24 oc rated, APA Sttud I-Floor; either 3/4" �_.._-, connection-framing parallel D2 or rim or con't blocking,NTS _____/ framing perpendicular,NTS W 74P (see main callouts) species group 1, or 7/8" species group 4. May be OSB or plywood. Good for 130 psf, IL T L/360 ---t _4_______ _ —- ---4_ —�-- -- �' deft. , T¢uss oz TrLuss o2 3,a6 /,.3 q 3 75P 6x8 V.Ar-r6ii - •t- 231a 2.1f-1 * Sheathing: With joists at 16" OC, use min., 16 oc rated, APA Sturd-I-Floor, min., 19/32" thick. a.., J;VS o car 2►+1 - Headers May be OSB or plywood. Good for 245 psf TL �r; L/360 dell. sR, E .�c. 8` L - 20 J Default header material is Doug Fir No. 2 or better * Sheathing Layout: Case I per IBC 2306.2.1(1) i e.e “,1.1u4 02 ILL t Hz.s >c. Q - Orient sheets continuous over two or more spans, with the long dimension across supports. art.,,,,_ uu, a0K� `� H1 2x headers must be in tall orientation with flat 2x nailed at bottom in "L"configuration * Nailing: Glue, and connect with 8d ring shank nails or#9 screws, at 6" edges, 12" field. _ T� 'F A'D t'- Default Trimmer, use 1, 2x stud or Simpson LUC hanger, each end. S+�Eri••L ac.�tL L-7%, 6'Db0 Y * Blocking: not required except at supports(beams)and connections to shear walls below. U PER p � '' . f- Default King Stud, opening 6-feet wide and less use 1, full height stud each end (plate to plate.) 13 DD Deck Diaphragm Miss "� "RAFrEu. ref• EoctE Default KingStud, opening wider than 6-feet, use 2,full height studs each end (plate to late. Ai7•, 02,,a,Si ocz WAIL:A �� v NA < p g g plate.) * Decking: Use wood or composite decking per Arch., min. actual dims: 3/4" x 3.5". ,..-re 4- ca�� S e-q VI ACT. til Trimmer, each end King Stud,each * Decking Attachment: Use decking screws, length to ensure 2" min., embedment into framing � H,N4 Aaq _ 41? w Callout Min, use Alt 1 min. use Alt 2 min., use (if blank use default end (if blank use below. If 4. -c Truccc ;3� oa - 'It P o rifato above.) default above.) �«,.I 02 Fez law I{z. H - Use 2 screws per deck board per framing member. At decking splices, center splice over framing ,Ntt '. r 8��� I4eg. y sLAa, Tom-u S5 20H 2x6, "L"config 4x6 menber and use 2 screws per spliced end. _ Tar of I � - ---e--- i'—' f Y if--- ti * P S Ec� wA4( - - - - ;��. d 6 t- ''` G3 0- 21 H 2x10, "L"config 2-2x8 4x8 Blocking: not required except at support beams. +�'f.cL PL ,i �� 308 -i th -- 14 PD Pan Deck-Composite: Concrete over Steel Deck -3 5-ropS i Act Kz.5 -3 t" ap 1 2. Li 22H 6x10 2 * Decking: Use Verco W3 Formlock, 18 Ga. May be factory painted, primed, or galvanized per Arch rt�pE A4T�R� I a rL ,..1 4, r r 23H Use 5.5x13.5 glulam with 1 trimmer+ 3 king studs, each end. Okay to use single top plate over this header. and Owner. 515w" 6o° a 24H 5.5x10.5 glulam 3 * Temporary Shoring: None required for normal construction live loads. 4- 2Oµ * Roof' 2.5 z 4 t,, 25H 5.5x12 glulam 5.2x11.8 PSL 2 2 Decking Attachment: \ Typ.shear wall BOTTOM uA�c04 i D3 I connection on framed floor, 1� 2O 1' 26H 2-2x10 4x10 - At supports on steel, use 1/2" puddle welds at 12" max spacing. Min. bearing length=2". -- - At supports on concrete, use 4" min. bearing length. Connect with 1/2" Titen HD or galv. wet-set - NTS Cs.,,,- $� � 4-4, _� + h 3 E Beams anchor bolts with min., 3" embedment, at 12" max spacing. Distance, end of decking to center of g ,,A,r 'Mu.u -• "' Default sawn material is Doug Fir No 2 or better. Act. INAcI. SHEAL wAu. `Muss -.,`... bolt= 1" sr+EA rx, Pert 9u4,, Y o _� `� , e Default glulam, LVL, PSL materials-see Standard Structural Specs herein. Default LSL is 1.5E, 2,300 psi, min Fb. - At supports on wood, use 3" min., bearing length. Connect with 1/2" x 3" galv. lag bolts at 12" max 66 µ6`r ntA+‘. °R 13 rt.,ns 5D5 F is ,1 S SkeA•M,+u6 % /jam Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. spacing. Distance, end of decking to center of bolt= 1". \ TagL� " RUC' '"pit us6 Al.5 ea. 'a Aa uz.>; i Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. - At supports parallel to direction of corrugations use connections per above at 24" max spacing. 0 i sew�isooa c�� \I - At sidela s, use PunchLok tool, buttonpunches, screws, or 1.5" longtopseam welds at 36" max Sawcl5coa% Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. p Upper Level Walls and Roof Framing �.� spacing. I _ 1/8" = 1' Default mid-post connection: LPCZ, PCZ, CCQ, or similar. * Reinforcement: Use#3 rebar cL@ 18" each way, centered in slab over deck. I 1 rNau aR y �� �' ,M G - ca,,,T - Roof diaphragm is 11RD,typ. - 2d� Default beam to beam connection: Hanger: HU, HUC, HUCQ or similar. Bear on top, 2, HGA10. * Concrete: Use 2.5", 3000 psi, regular weight concrete over deck. Total height, deck+concrete= I ti. $E4.‘02 - B`-V`_` -Trusses and layout are OPA,typ is 4.S F . -1 - " Connector(if blank 5.5" Parapets are 9PP,typ. Callout Min. use Alt 1 min. use Alt 2 min. use Notes * Shear Studs: Not needed. sairan °F AL-i•, _ /:\ use default, above) 74 P Post, Steel HSS 7�^ L� s4'1-lc� i Tr of�IArz( P y Hr aria,•at� �■ cogs nuts, rt ; `I„,_I ? 30B 5.5x12 glulam * General: See Standard Structural Specifications herein for steel grade,bolts, welding, and coating. ,4A"0"4 1'"'N • A01- )E� 35B 1.5x11.8 LVL or LSL Q° _ !- Structural Shear Wall Callouts©-Copyright ConstructionCalc, Inc (CCI) 36B 4x10 1.7x11.8 LVL * Post: Use HSS 6x6x1/4. s.teATH,u� R„,©2 �nf� ¢ oz. Connection at Top: Weld a 3/8" steelplate to topof thispost, width to match supported beam ri $�-K.-- ._ . - Typical Shear Wall Callout Symbol 37B 5.5x15glulam splice over 72P p• pp I, � P * flange, length=11" min. Center plate on this post. Bear beam fully on this plate and connect with 4, ii , f,",5at_ • 1 per __ This symbol indicates a dedicated shear wall or panel,the type per callous below. 38B 6x12 PT 5.5x7.5 PT glulam 3/4" bolts through bottom flange. i „---p-$ Q uFp -_— i 3.4 Walls without this symbol, or tabled"NS" are not dedicated shear walls- use code-standard construction. Connection at Bottom: Weld a steel plate to bottom of this post,min., 10"x 10"x3/8" centered on 1 I an. 42.5II— Mtn. length of shear panel,ft. Use W8x21 5.2"x8.2"actual dims). At wood post, use full bearing on post. Connect w/2, 5/8"x 4"lags through Tor op Attu- 5 p ( ) p 9 p 9 g * post. Bear on concrete and connect with min., 4, 3/4" x 6" wet-set or Titers HD anchor bolts. ThesoAL >z If"W",construct entire Wall per this callous,with minimum individual panel lengths indicated on plan. 40B bottom flange into post centerline. At concrete wall, bear in beam pocket, min., 5" bearing length. Connect with 2, bottom plate may be flush with top of concrete or set in 4" deep pocket backfilled with concrete or �-A^' s Awc aseao Top of Cone. wet-set or Titan HD, 5/8"x 4, through bottom flange into centerline of wall. At steel post, see that callout. grout. _ — ��_ - , ., _.__,_, wall to anchor 81 L Ledger- Deck Joists to Rim. Capa- Stud Nail Edge Sill Block- parallel Top of max 45B 4x8 * Ledger: Use min., 2x, PT ledger at least as tall as joists. city, Nails Stud Stud Nominal mat'l /Field Top plate& ing at framing wall to spc'g, wind/ Sheath- or height, sac stud (see sac a- Topplate studs unsup- or rim or per pen- Bottom Mud sill w/4 - - - - - Ledger Connecion: Connect to rim with 2, SDS or LedgerLOK at max., 16" OC and within 3" of g spac'g, spac'g _' P P " * Call- seis, ing, Sides of screws, max., max., size, std st'I Stud Plate, splice, w/edge ported rim dicular plate to anchor to min ends and splices. out Eh,plf min. wall size ft. in. min. specs) spac'g,in. min. min. nail'g edges blk'g. framing. framing. concrete embed - SDS or LedgerLOK to be of length necessary for full penetration in rim. - Detail Detail Detail * Joist Connection: Connect joist to ledger with U or LU hanger(not LUS), all holes filled with galv (Dl) / \ ( D3)TECO or similar nails, or screws- Simpson SD9 or similar. ( D2 } Tim K. Garrison, P.E.82 L Ledger- Floor Joists to Pan Deck and Framing / Anacortes,WA 98221 S2 of 3 Professional Engineer TimG@TimKGarrison.com 2x4 or 6/6 c��4 Con't * Ledger: Use 1.5" or 1.75" wide LSL or LVL ledger, at least as tall as joists being supported by 10 24 Sawn �,2 T 5/8"j-bolt (360)708-1865 Mid-, Upper Levels and Roof one, largersheathing, Con t 6/12@16 Con't or 5/8" ledger. 7/16" either per Arch +blkg,or sheathing 48" lap sheathing Titers HD - Use treated building paper between Pan deck and ledger. 168/ OSB or side, H2.5,or or 16d�c? „ ' Structural Analysis: New Home at 4507 Queen GAR 1 PW 8d 4-5 -f6 6 Sam 6/12 r�16 , 2-2x w/ 10- 2x NA or A34 or w/3 72 y Q ,d_ '�! , * Ledger Connecion: Use both of the following at 16" max spacing and within 3" of ledger ends 120 plywo- apply SDWC- 6"or Ann Way, AnaCOr4. WA $°F` AS S 16d LTP4 at wshr.Or 14. and splices. od directly 15600, 4.5" SDS y� ".. C to studs Sa 36"max. a 24" u� 12". MASA or Connect to stud or solid framing with 1, SDS or LedgerLOK with min., 1.5" penetration into solid 6/ L MASAP - wood. Min. edge distance to all edges and ends of wood = 1.5", except at studs, okay to place at max , i' centerline of stud, min., 1.5" to end of stud. Con't Client: Barb Sickler 1• .4, Connect to end of pan deck with 1, Titen 2, 1/4x4• Predrill concrete with 3/16" bit. Min. edge sht'g or Building Design: Pearl Schaar 490/ 4/12 c716 16d(ci 3" �b WU distance to all edges � 2PW (same) (same) (same) (same) ; 16 (same) (same) (same) (same) (same) 2x (same) (same) � <res and ends of concrete= 1.5 (same) 42" Job Number: T21027 0 350 or @12 or 4.5" * Joist Connection: Connect joist to ledger with standard hanger. SDS J Date: April 16, 2021 Faww41lr SAW 1 9" �0og,CODkCO A Sw" G1T Y Oet, c9 M OOP v �' 1891 } G% CO i7.--"ird Structural Specifications©— Copyright, Tim K. Garrison, P.E. cr ro FIELU\-- BASIS OF DESIGN-APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2018 IBC. Construction shall conform with Window and Door Openings. LSL(Laminated Strand Lumber). Members indicated as 1.5E shall have min., 1.5E modulus of elasticity the most recent building code adopted by the approving jurisdiction. Foundations, Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and Header. Use minimum size as called out on Plans. All headers shall be installed with their tall dimension and 2,300 psi allowable bending stress. Members indicated as 1.3E shall have min., 1.3E modulus of Calculations. The calculations included herein are only those required to ensure compliance with code. We replaced with structural fill. Bottom of footings to be below locally prescribed frost zone, not less than 12". vertical. If header is less than 3 inches wide(I.E. a single 2x or single LVL) use a flat 2x nailed to the elasticity and 1,700 psi min. allowable bending stress. do not intend to compute every structural element nor every load combination. Much of our analysis is "Bl"(By Inspection.) Slabs on Grade. Subgrade rade below slabs shall be similar to the above. A layer of free draining material and a bottom of header in an"L"configuration with 16d at 4"' max spacing. If no header is specified.the wall is Glue Laminated Timbers. Unless otherwise noted, all glulam beams shall be 24F-V4 DF/DF. Any that span suitable vapor barrier(designed by others) are recommended for all interior slabs. assumed non-load bearing and wall top plate may serve as the header. continuously over one or more interior supports or are cantilevered, use 24F-V8 DF/DF. Use industrial ABBREVIATIONS: appearance grade, unless visually exposed to interior living space use architectural appearance grade. • Footing Drains. Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall, headers for each A:Area IEBC: International Existing Building REF:Reference,not actual b AC:Asphalt Concrete Code REQ or Reqd: Required grade, shall be provided at the base of all footings and retaining walls which will have earth placed against opening shall be individual members with full-height king studs between them. Each header shall use the Pressure Treated(PT) glulams shall be not less than 10%weaker than the above in bending, shear, and BI: By Inspection IRC: International Residential Code ROW:Right Of Way them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise number of king studs specified below or in the Structural Callouts. modulus of elasticity,using suitable wood species for pressure treating. BRNG:Beac modulusig(wall or usually) K:KKSI: Kips(1, 00per lbs.) RS:SRection specified. Trimmers, aka Jack Studs. Use size(or larger) per Structural Callouts. Concealed flange hanger of similar All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with t E: Elastic or Electrical per Square Inch S:Section modulus (E): Existing LVL:Laminated Veneer Lumber SC:See Callout STANDARD CONCRETE: bearing length and capacity may be substituted for trimmer. manufacturer's recommendations. CCI:ConslvctionCalc,Inc. LSL:Laminated Strand Lumber SD:Storm Drain CIP:Cast in place concrete • Lt:Left SIP:Structural Insulated Panel King Studs. Unless otherwise shown on Plans use the following. These must be full-height, bottom plate to STRUCTURAL STEEL: CMU:Concrete MasonryUnit NA:Not Applicable SK:Sketch Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= CO:Callout or Cleanout NB:Not Bearing SOG:Slab On Grade 2,500 psi unless otherwise noted on Plans. Minimum cement content=5 sacks per cubic yard.Maximum top plate, IE diaphragm to diaphragm. General. All fabrication and erection of Structural Steel shall comply with the requirements of RISC (Ninth Cone:Concrete NIC:Not Included SPF:Spruce Pine Fir water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318, latest edition. Mixing * Cont:Continuous OC:On Center spacing SS:Sanitary Sewer Opening less than 6' wide-use min.,one king stud each end of header. Edition). DF: Douglas Fir OSB:Oriented Strand Board STAO:Shear Transfer Around Opening and placing_of all concrete to be in accordance with IBC and ACI 304, latest edition. • HF:Hem Fir PCF:Pounds per cubic foot SP:SIPs shearwall * Opening 6.1' wide to 9' wide-use min., two king studs each end of header. Shop Drawings. CCI recommends that the Contractor or builder submit shop drawings to CCI for review HVAC:Heating,Ventilation,and Air PLF:Pounds per Lineal Foot TYP:Typical Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and/or * and approval prior to fabrication and erection of the structural steel portions of the project. Such review and Conditioning Ply:Plywood UNO:Unless Otherwise specified waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Opening 9.1' wide to 16' wide, use min., three king studs each end of header. . GW:Gypsum shear wall PSL:Parallel Strand Lumber elsewhere approval of shop drawings is beyond CCI's current scope of work. Gyp:Gypsum wall board PSF:Pounds per Square Foot V or v:Shear(lbs)or unit shear(plt) Air Entrainment. Provide 5%air entraining in all concrete exposed to the earth or weather. Discontinuous Top Plate.Where wall top plates are cut, omitted,or otherwise discontinuous at a header, the GLB:Glulam Beam PSI:Pounds per Square inch respectively b p end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with Structural Shape Materials. All structural shapes shall comply with the following standards except where I:Moment of Inertia PT:Pressure Treated with preservative W:Wall,full length Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a minimum 12" length on the header and 12" length on the top plate beyond. Strap may be on top, inside,or noted otherwise. IBC:International Building Code PW:Plywood or OSB shear wall WWF:Welded Wire Fabric ICF:Insulated Concrete Form RC:Relative Compaction corresponding reduction in cement content. Any such concrete shall obtain at least the strength and outside of wall. 0 Wide flanges: ASTM A992,(Fy= 50 ksi.) durability characteristics as Standard Concrete listed above. Anchor Bolts. 0 Angles,channels, and plates: ASTM A36(Fy=36 ksi)or better. LIMITED SCOPE OF CONSULTANT'S WORK: CONCRETE REINFORCING: Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown 0 Structural Steel Tube sections shall be ASTM A500, Gr. B (Fy=46 ksi). Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison,P.E., Strength: Standard Footings, Stem walls, Slabs on Grade. Reinforcing bars(rebar) for standard footings, in the Plans but never greater than 60" OC and within 12"of ends and corners,with 3''x 3"'x .229" steel Welding. All welding bystate-certified structural welders.For shielded metal arc welding, onlylow doing business as ConstructionCalc, Inc., hereafter indicated as"CCI.- - stem walls, and slabs on grade shall be grade 40(Fy=40 ksi)or better,unless otherwise specified in the washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. g hydrogen electrodes,min. 70 ksi., in conformance with current ANSI/AWS code. All base plates,beam Plans. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set - see specifications in Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of a new single- end plates, steel end connectors, stiffener plates, and bent plates at column ends shall be shop fabricated family residence. CCI takes responsibility only for items specifically addressed in our drawings and Strength: Retaining Walls and other Structural Elements. Reinforcing bars(rebar) for retaining walls previous section. An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at unless otherwise noted or shown in the Plans or structural sketches. Weld size shall be equivalent to or calculations. Constructed items not specifically addressed herein shall be built per minimum code. retaining more than 4-feet of soil and their footings, and for structural beams, structural columns and the the same spacing specified for wet set anchor bolts. better than the element being welded, and shall be welded all around unless otherwise noted. Care shall be LOADS like shall be grade 60 (Fy=60 ksi) unless otherwise specified in the Plans. Non-shear gall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and taken to avoid excess warping of welded elements. Splicing, Bending. All reinforcing shall be spliced,detailed, bent, and supported in accordance with the corners and shall be fitted with 2"steel plate washers. Use either 1/2-diameter x 8" min embedment wet- Bolts. Bolts and anchor bolts to be ASTM A307 grade A, unless otherwise shown. Provide standard Following are the loads used for the subject design/analysis: most recent ACI code adopted by the jurisdiction. set, or 1/2"Titen HD with 4"min embedment. washers under all nuts and anchor bolts,unless specifically prohibited elsewhere. O Roof live: 20 psf. 0 Stairs and exits, residential, live: 40 psf Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete O Roof+ceiling dead: 15 psf 0 Deck live: 60 psf Welded Wire Fabric. Unless otherwise specified, welded wire fabric(WWF) shall be W2.9, 6''x6'"(6 Ga.), Steel Coating Systems. The requirements of this section are strongly recommended but are optional at the O Roof snow: 25 psf 0 Deck dead: 10 psf. ASTM A-185. Splice by lapping one mesh+2" embedment, all sides. at 16" OC, unless otherwise shown. Owner's discretion. All coating systems shall be installed in strict accordance with manufacturer's O Floor live: 40 psf 0 Exterior wall dead: 10 psf Cover.Provide the following minimum cover: Decks: Joist hangers used at decks shall be connected to all wood members with corrosion-resistant screws, instructions and recommendations. Touch up shall also be ill accordance with manufacturer's O Floor dead: 15 psf 0 Interior wall dead: 7 psf Simpson SD9 or similar. Hangers shall be U or LU only(not LUS.) Ledgers shall be attached with screws recommendations. O Garage floor live, passenger vehicles 0 Seismic Factors: Ss= 1.163, S 1=0.413 Footings and other unformed surfaces, distance from the bar to earth face...3" or lag bolts per Callouts. All hardware and connectors shall be at least medium-duty corrosion-resistant or similar. Steel which will not be exposed to weather shall be shop or field coated with a 2 coat system consisting of a only: worst of 40 psf uniform or 3,000 lb 0 Seismic.Des Category: ``D" Formed surfaces in direct contact with earth ,� with galvanizing 2 mil red oxide zinc chromate alkyd primer under a 2 mil long oil alkyd enamel. Preparation shall be wire point load over 4.5 sq. in. area. O Wind Exposure 'C', 3-sec gust: 110 mph. Surfaces exposed to weather 1-1/2- Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and/or soil, and when hrish cleaning. Unless otherwise specified by the owner, the final color shall be `primer red'. Contractor O Garage floor dead with"W3"composite 0 Assumed allowable soil bearing pressure: directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal shall verify this color with owner prior to any paint application. pan deck, 5.5"total height with regular 2,000 psf. For slabs on grade,center the reinforcement in the slab unless otherwise specified. connectors(including nails,bolts, framing connectors,etc.)or structural steel members. weight concrete: 50 psf. BOLTS AND DOWELS IN CURED CONCRETE: _ _ _ _ In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, SINGLE PROJECT: asphaltic-treated construction paper between wood and concrete. General. This section shall apply to bolts and dowels installed in cured concrete using rotohammer P p P The calculations,drawings, notes, specifications, and/or tables prepared by CCI are valid only for the techniques. Minimum concrete embedment=4-inches unless otherwise specified. Minimum distance to any Blocking/Bridging. Provide continuous blocking at all bearing locations. Provide full depth bridging or project indicated herein. These documents are not valid, are not applicable to, and shall not be used for any edge or end of concrete=3" from hole centerline unless otherwise specified. blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top . other project at any other location. •__.,•___._ Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Location of existing reinforcing bars may be by non-destructive methods(pachometer, radar,or similar). post,column, or other concentrated loads through the floor to the supports beneath. • germane to the project shown Unless otherwise specified: Use washers on all bolts tighten all bolts to a very snug wrench tight Only competent personnel familiar with construction and safety practices gem 1 p J Washers. Use' x� x 229 washers on all wood mud sill anchor bolts. Such washers may be slotted, with Bolts. U ess o p b ry herein should be employed to assemble and construct the work. plate washer under the nut as allowed by the IBC.At non-mud sill locations, smaller washers may be used. condition; use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt; for bolts in Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. steel drill holes 1/16" larger than the bolt diameter. Provide the following minimum edge distances between Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: Non-Epoxy Systems. Use Simpson Titen HD where shown in the Plans.These anchors may be used to finished as-built condition of the structure and related systems. resist tension loads and shear loads. Install per manufacturer's recommendations. 5/8 inch diameter bolts 3 inches MATERIALS AND METHODS: Epoxy Systems. For bolts, use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, 3/4 inch diameter bolts 3.5 inches Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is with zinc plated" A307 'all-thread' bolts as shown in the sketches. For dowels, use ET-HP or SET high Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges, webs,etc.) the contractor's responsibility to ensure all field personnel understand and adhere to this. strength epoxy and rebar as specified on the Plans and Callouts. Drilling of holes and installation shall be in shall be one inch. • strict accordance with epoxy manufacturer's recommendation. TEMPORARY SUPPORT AND BRACING: Engineer shall specifically approve any bolted connection using less edge distance than shown above. CONVENTIONAL WOOD FRAMING: General. Provide adequate temporary support to all walls,roofs, beams, columns, and floors during Lag Bolts. All lag bolts greater in diameter than 1/4- shall have pilot holes pre-drilled. Size of pilot hole in construction. Design of same is not included herein. Contractor or owner should check all temporary- General Construction: Predrill all nail holes where required to avoid splitting.Connect all wood members threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all per the Plans and applicable building code. Where Structural Plans do not specifically address a structural of the threaded portion). Pilot hole diameter of unthreaded portion shall be the same diameter as the temporary and/or permanent support systems. element,construct said element per minimum building code. unthreaded shank. Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay Framing Material. All sawn framing lumber, not including beams, posts, and columns, shall be Spruce Pine PRE-FABRICATED FRAMING CONNECTORS: to use high early strength admixtures or additional cement in the mix to achieve this). For retaining walls Fir, Hem Fir, or Douglas Fir- Larch,Number 2 or better, unless otherwise shown. All sawn wood shall that are to be connected to horizontal floor diaphragms,do not backfill against the retaining wall until such have moisture content less than 25°o. Manufacturer: Simpson brand is specified, however any other nationally recognized brand may be used horizontal diaphragms are in place and properly connected to the retaining wall. provided that they are equivalent in their ability to carry all applied loads in all orientations. Studs. Studs in exterior walls shall be a single member(not spliced nor discontinuous) from horizontal FOOTINGS,FOUNDATIONS,SLABS ON GRADE: diaphragm to horizontal diaphragm (horizontal diaphragms are roofs and floors that connect to exterior Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's walls.) Use balloon framing at stairwells,openings in floor diaphragms,etc. Stud size,material, and recommendations and requirements. The load carrying capacity of the prefabricated item cannot be Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends maximum length between diaphragms is shown in shear wall table. guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. galvanized or stainless steel. If installation risks cracking of wood,contact engineer for alternate nailing and Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the Beams and Posts. All sawn structural beams, headers, and posts shall be Doug Fir Larch No 2 or better, /or alternate connector. provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction except where exposed to weather and specified as PT(Pressure Treated) may be Hem Fir No. 2 or better. potential, slope stability,active and passive lateral pressures, internal friction angle,and cohesion. In the Glulams, PSLs,LVLs, etc. shall be per Prefabricated Wood Products section below. Simpson SDS Wood Screws. Where specified, install per manufacturer's recommendations. In general these do not need pilot holes. However, if wood is old and or very dry pilot holes may be required to avoid absence of a geotechnical report CCI will make assumptions regarding soil parameters, however, CCI takes Nails: Nails called out herein are"common"sizes, i.e. 16d, 12d, 10d, 8d. Smaller diameter, similar length splitting. Use length as specified in Plans but never less than required to ensure full strength. no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of nail gun nails may be substituted provided 50%more nails are used. For example if 8, 16d are called out, any kind. the number of similar length .131 diameter nail gun nails required is 8*1.5 = 12. As another example if 16d Simpson SD Wood Screws. With most Simpson connectors,Contractor may use SD9 in lieu of 10d nails, Structural Fill: "Structural Fill"'shall be granular material conforming to local or state highway nails are called out at 4" spacing.the spacing of similar length, narrower nail gun nails shall be 4/1.5 =2.7". and/or SD10 in lieu of 16d nails. These are provided in 1-1/2"and 2-l/2" lengths. Use the length specifications for imported road base or sub base; or use sand or other clean granular materials no larger necessary for full penetration into the member(s)connected. Shear Walls: Walls called out as shear walls on the Plan shall be constructed per the Structural Shear Wall than pea gravel. All structural fill must be compacted per the following section. Table herein using materials designated for lateral load resistance by nationally-approved manufacturers. PREFABRICATED WOOD PRODUCTS: Compaction: Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or All shear walls must be positively connected at top and bottom to diaphragms_ Walls not specifically called Prefabricated Trusses.Where shown on the plans, all prefabricated structural roofing members shall be impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative out,or labled"NS"are not intended as shear walls and shall be built per minimum code. designed by a certified professional engineer. The prefabricated structural roofing designer shall provide to compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps, Sheathing. "PW"walls, use plywood or OSB,minimum thickness and nailing as indicated in Shear Wall the Contractor stamped design drawings with appropriate notes showing member sizes, forces,installation and organic matter, compacted to 92%relative compaction. Table, oriented either direction. ``GW''walls are drywall shear walls, use per Shear Wall Table. procedures,blocking,bracing,etc. • Where pipes enter and exit structures(distribution boxes, utility boxes, catch basins, manholes,etc.)use Sheathing Joints. Use blocking behind joints if indicated in the Shear Wall Table. With "PW"and"OW'' Engineered Wood-General. These products must be provided, stored,and installed in accordance with structural fill around the structure. Carefully place and compact to 95%relative compaction under and walls, no sheathing joints are allowed within 2-feet in any direction of a door or window corner. manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying • around all pipes. capacity. Any nationally-recognized brand that meets the below specifications is acceptable. Tim K. Garrison, P.E. 2316 Antone Way When roots, rocks,or other undesirable materials cause over-excavation, fill over-excavation and compact Multiple Ply Members. Anacortes,WA 98221 S3 of 3 I-beam Composite Web/Flan e Joist Products. The contractor shall install the I-Joistproducts complete Professional Engineer p g p TimG@TimKGarrison.com per the above. Trimnnrers, King Studs, Headers. Where more than one 2x is placed against another and used as a multiple with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the (360) 708-1865 Standard Structural Specifications ply king stud, trimmer, or header,connect all plies with 16d at 4"OC, staggered. manufacturer. Beams, Columns. Where more than one 2x,or LVL, or LSL is placed against another and used as a multiple PSL(Parallel Strand Lumber)and Versa-Lam. Use minimum 2.0E, 2,900 psi minimum allowable bending Structural Analysis: New Home at 4507 Queen GAR* ply beam or column,connect all plies with glue and 2, 16d at 4" spacing. stress. 4'- 'KAsyi..1;:p Ann Way, Anacortes, WA � �t' '' •Vt, Glue, Epoxy. Where specified, wood glue shall be commercial grade with minimum shear strength of 450 LVL(Laminated Veneer Lumber). Use minimum 1.9E, 2,600 psi minimum allowable bending stress. + psi at 28 days. Use Liquid Nails LN-940 or similar. Prep and apply per manufacturer's recommendations. le Epoxy used with wood dowels or drift pins shall be Simpson ET-HP, or other brand intended for wood use. f 1 Wood and dowel shall be clean and dry prior to epoxy installation. Client: Barb Sickler RS Building Design: Pearl IONAL. Job Number: T21027 �"'�'��.,�j� Date: April 16, 2021 mown : , )Ili2MIIIIIIIII At.cODE C � A PLAN GENERAL NOTES , 0Y O {� fM 1 C:2---) 3 4- 1. WALLS, CEILING AND FLOOR INSULATION;AND WINDOW AND `CO3- / DOOR GLAZING TO BE IN ACCORDANCE 2018 WSEC. SEE SHT. U FIELD ' A0.1. 4 © 2. TEMPERED SAFETY GLAZING TO BE PROVIDED PER 2018 IRC A4.3 A4.1 A4.1 SECTION R308.4; SEE ELEVATIONS OR WINDOW SCHEDULE FOR LOCATIONS. 4). -- 60'-0" / 3. INSTALL 110V SMOKE DETECTORS, INTERCONNECT W/BATTERY rC a 1 BACKUP, PER 2018 IRC WA STATE AMENDMENTS SECTION R314; 12'-0" °' ~ 12.-0" 12'-0" 12'-3" 11'-6" SEE PLANS FOR LOCATIONS. t / / / / -• Er Er Er Er y -9 4. INSTALL CARBON MONOXIDE DETECTORS PER 2018 IRC WA DN STATE AMENDMENTS SECTION R315; SEE FLOOR PLAN FOR OUTLINE OF LOCATIONS. DECK ABOVE 5. INSTALL WHOLE HOUSE VENTILATION FAN PER 2018 IRC WA e"? 5 DECK M 5 STATE AMENDMENTS SECTION M1507.3: SYSTEM SHALL Co A5.1 0 / A5.1 PROVIDE MIN. CFM PER TABLE M1507.3.3(1). / 9' 0" / 8' 10" • 2'-4" • 9'-3" / 10'-9" / 2'-4" / 6'-2" / 4-11" / 6'-5" i 1 6. ALL EXHAUST FANS TO BE LOCATED AND SIZED PER 2018 IRC WA STATE AMENDMENTS TABLE M1507.4. (// \j 1 5/0 X 4/0 SLDR 12/0 X 8/0 BI-PARTING DRS 4/0 X 4/0 SLDR 4/0 X 4/,J SLDR \l A • ♦ \ / I I I �- _ ♦ =_ 1_ �- 7. FAN NOISE RATING TO BE 1.5 SONE OR BETTER EGRESS T EGRESS t , u_ ® SAFETY 1 1O GLASS m PLAN KEYNOTES C 0 00 °° I BEDROOM 2 0110V COMBINATION SMOKE &CARBON MONOXIDE BEDROOM 3 X FAMILY ROOM Xo DETECTOR INTERCONNECT W/BATTERY BACKUP \ ' IQ co ' o TYP. M • s N CD ROOF LINE ABOVE OR WALL BELOW. 90 CFM, I.E SONO BATH ENERGY STAR FANS WITH 4" I I � 17'-6" jr 2'-4" 1 20'-0" 2-4 17-10 SMOOTH DUCTING. (MIN. 90 CFM FOR CONTINUOUS / / / / OPERATING WHOLE HOUSE FAN IN ACCORDANCE WITH OUTLINE OF it SEC. M1507.3.3(1) N BEAM ABOVE 1 co SCD C° En CO0 ® U.L. APPROVED PROPANE/GAS BURNING FIREPLACE I Xo O SCD SCD - 0 0 0 DRYER-VENT TO OUTSIDE 0 -• -.- LINENyr- -14- N © EXHAUST TERMINATION - IN ACCORDANCE WITH IRC _ © M1507.3.4.4 © 3'-41/ 4'-41 5'-0 6" T-o" 18' 7" 2 /2" 3 ' 71-A4.2 o o_ O SCD / / 3/0 X 6/8 A4.2 CD PROVIDE EMERGENCY ESCAPE OPENING IN ALL 00 BATHROOM REF i..� SLEEPING ROOMS MIN. 24" HIGH X 20"WIDTH AND 5.7 S.F. X X O - - F-1 - CLEAR OPEN AREA IN ACCORDANCE WITH IRC R310.1 o o E. M _INSULATED , , , ® 22"X 30"ATTIC ACCESS-WITH MIN. UNOBSTRUCTED ( ) DOORS ci iN HEADROOM ABOVE HATCH OF 30" o O�C� I d I 16 @ 7 1/2" Zn Q -���0� I I T @ 10.5" 0 RANGE WITH 300 CFM HOOD 1 i I \ ♦ CD5/8"TYPE-X GWB ON ALL WALLS &CEILING AND AROUND • GWB or wood lid 06/0 X 6%s FR \ ALL BEAMS AND POSTS. required at FURN. 0 11.1 SOLID CORE DOOR W/SELF CLOSER unconditioned space 6'-6" 7'-0" 10'-3" 11'-8" 4'-4�2" 4'-7" 15'-7/2" / / / / / / M / 12. TOWEL WARMER(NOT USED) ® 1 - - _l ♦ ♦ S ORAGE ♦ 13. 5/8" TYPE X GWB UNDER STAIR UNC NDITIONED b 0ROD &SHELF 0 71- / 15'-s" / 8' 2" y 11'-6" / 24'-8" , DOOR & WINDOW NOTES 1 5 5 1. SEE SHT.A0.1 FOR 2015 WSEC REQUIREMENTS;ALL A4.3 A4.3 EXTERIOR DOORS AND WINDOWS SHALL COMPLY. ♦ �' 1 (h CRAWL SPACE 2. SEE FLOOR PLAN FOR SLIDING/POCKET DOOR ACTIVE DOOR PANEL LOCATIONS AND DIRECTIONS. 3. SEE ELEVATIONS FOR OPERABLE WINDOW SASH DIRECTIONS. - 4. ALIGN WINDOW AND DOORS HEADS-TYP. • ioi AREA CALCULATIONS o GARAGE 734 S.F. D - - I I \ ♦ ♦ -N UPPER DECK 390 S.F. LOWER DECK 340 S.F. 0 CRAWL SPACE TOTAL DECK AREA 730 S.F. ACCESS BASEMENT-STORAGE 757 S.F. TOTAL UNHEATED AREA 757 S.F. 2 Et En BASEMENT 1,124 S.F. TOTAL HEATED AREA 1,124 S.F. W ZN Om 23'-10" 36'-2" MAIN FLOOR 1,912 S.F. / / TOTAL HEATED AREA 3,036 S.F. OUTLINE OF OUTLINE OF SHOP COURTYARD WALL AND GARAGE ABOVE Z ABOVE 0 ♦ ♦ 1 ♦ n AREVISED TITLE- MO/DA/YEAR CO 60'-0" / PELLETIER +O S C H A A R W Vision Based Architectu: , 0 269n 98th Dr. NW, Suite B Stanwood, WA 98292 Z www.pelletierschaar.com 36o-629-5375 a VJ 4 © NO.:202105 DRN:PS CHK:DP© w A4.3 A4.1 A4.1V......„2021 PELLETIER+SCHAAR,L.L.C. 6946 REGISTERED PROJECT ARCHITECTIJJ NORTHE J DAVID R.PELLETIER ,,i) LOWER FLOOR PLAN I STATE OF WASHINGTONA2 r SCALE 1/4"= 1'-0" 0' 4' 8' 05/14/2021 VJ LOWER FLOOR PLAN )�CODE c, STY `i 1 2 4 PLAN GENERAL NOTES ( � 2 3 1. WALLS, CEILING AND FLOOR INSULATION; AND WINDOW AND DOOR GLAZING TO BE IN ACCORDANCE 2018 WSEC. SEE SHT. 1 'COR,44,) A0.1. `0 FIELD‘1.4 4 © 2. TEMPERED SAFETY GLAZING TO BE PROVIDED PER 2018 IRC A4.3 A4A A4.1 SECTION R308.4; SEE ELEVATIONS OR WINDOW SCHEDULE FOR LOCATIONS. 3. INSTALL 110V SMOKE DETECTORS, INTERCONNECT W/BATTERY 8'-9" 11' 3" )' / / BACKUP, PER 2018 IRC WA STATE AMENDMENTS SECTION R314; SEE PLANS FOR LOCATIONS. 4. INSTALL CARBON MONOXIDE DETECTORS PER 2018 IRC WA STATE AMENDMENTS SECTION R315; SEE FLOOR PLAN FOR LOCATIONS. I I I 5. INSTALL WHOLE HOUSE VENTILATION FAN PER 2018 IRC WA .o © / 35'-6" DECK / © STATE AMENDMENTS SECTION M1507.3: SYSTEM SHALL A5.1 \ 6'-9" 17'-4" 11.-5" 6'-11" 11'-10" 5'-9" A5.1 PROVIDE MIN. CFM PER TABLE M1507.3.3(1). /\ / / / / / / 6. ALL EXHAUST FANS TO BE LOCATED AND SIZED PER 2018 IRC WA STATE AMENDMENTS TABLE M1507.4. 1 6' 0"X 8' 0"SLDG DR 16'-0"X 8' 0" B-PARTING DR 6'-0"X 8'-0" SLDG DR 5'-0""X 5'-0"SLDR / A - i 1 _ _' - - _ I L ♦ 1- I - - _1 - li ) I 7. FAN NOISE RATING TO BE 1.5 SONE OR BETTER \ -- 0 0 011) \ _ - SAFETY SAFETY SAFETY SAFETY PLAN KEYNOTES i" GLASS GLASS GLASS GLASS in zo ce p \ 0 110V COMBINATION SMOKE & CARBON MONOXIDE ♦ I DINING , DETECTOR INTERCONNECT W/ BATTERY BACKUP Lo o 0 © 0 ROOF LINE ABOVE OR WALL BELOW. I LIVING ROOM 4 J o o O3 90 CFM, I.E SONO BATH ENERGY STAR FANS WITH 4" / iv in SMOOTH DUCTING. (MIN. 90 CFM FOR CONTINUOUS °O MASTER OPERATING WHOLE HOUSE FAN IN ACCORDANCE WITH MASTER BATH SEC. M1507.3.3(1) BEDROOM TILE W/ELECTRI HEAT MAT ® U.L. APPROVED PROPANE/GAS BURNING FIREPLACE 'CN I - - _\_ �1 - O5 DRYER-VENT TO OUTSIDE 0 O inI N 15'-10" 16' 4" -3' 6' 7" 6'-5" 7'-0" -6" (6.) EXHAUST TERMINATION - IN ACCORDANCE WITH IRC 3 / / A / / c ^ / 3 M1507.3.4.4 A4.2 +� SOD oM \L A4.2 0PROVIDE EMERGENCY ESCAPE OPENING IN ALL I - (� SLEEPING ROOMS MIN. 24" HIGH X 20"WIDTH AND 5.7 S.F. o ®I I 0 1 CLEAR OPEN AREA IN ACCORDANCE WITH IRC R310.1 O 4.) KITCHEN o - ® 22"X 30"ATTIC ACCESS WITH MIN. UNOBSTRUCTED HEADROOM ABOVE HATCH OF 30" co I 16R@7.5" co ie'l o DNa T@10.5" M X v 0 CLOSET 9 i RANGE WITH 300 CFM HOOD X o M co o o Lt. 1 1__. _ 0 J 10. 5/8"TYPE-X GWB ON ALL WALLS &CEILING AND AROUND o 1 o ALL BEAMS AND POSTS. SC, X I o - I C) SOLID CORE DOOR W/SELF CLOSER " " " "r 7.-0" cfl N 6 6 3-4 6-4 7' 8" 4' 6" 4' 5" 2'-�4" 17'-11" _I / 12. TOWEL WARMER (NOT USED) / tO 1 11 / B.5 ♦ O O O -I ^� 3%0 X 8/0 PKT rt '� `n 13. 5/8" TYPE X GWB UNDER STAIR o REF. 0 0 0 b ENTRY CV X 4© 14. ROD &SHELF � -\--` P/R0 DOOR & WINDOW NOTES o x 5 x ``' 1. SEE SHT. A0.1 FOR 2015 WSEC REQUIREMENTS; ALL A4.3 PANTRY DESK 00 o <5.> 4. EXTERIOR DOORS AND WINDOWS SHALL COMPLY. o i,_ ♦ i LAUNDRY 2. SEE FLOOR PLAN FOR SLIDING/ POCKET DOOR ACTIVE x ♦ I DOOR PANEL LOCATIONS AND DIRECTIONS. 3. SEE ELEVATIONS FOR OPERABLE WINDOW SASH BOOK fO © NO GARAGE DIRECTIONS. D , 4. ALIGN WINDOW AND DOORS HEADS -TYP. 1'-6"X 1'-6" 1'-6"X 1'-6" 1'-6"X 1'-6" w o AREA CALCULATIONS \ / FIX FIX FIX 1 W I 0- _ GARAGE 734 S.F. I � - sr co E0 in D - 5 - N - - - - UPPER DECK 390 S.F.LOWER DECK 340 S.F. / 5'-6" 3'-6" 3'-6" 3-10 3-9 3-9 5'-9" o 6'-3" ' A5.1 / .� / / / / / m X TOTAL DECK AREA 730 S.F. 7 0 CO 'w BASEMENT-STORAGE 757 S.F. LT N444lD TOTAL UNHEATED AREA 757 S.F. 9 DOG DOOR / in COURTYARD BASEMENT 1,124 S.F. 2 SHOP TOTAL HEATED AREA 1,124 S.F. n/�i MAIN FLOOR 1,912 S.F. I TOTAL HEATED AREA 3,036 S.F. a. 4867 Fire area. Sprinklers required. I r1 I I SLAB Z 16/0 X 8/0 O.H. GARAGE DOOR EDGE Approved residential sprinkler system Q E - I _ 1 ( i 1 per NFPA 13D required, prior to J framing inspection. \ 5 CCI 16' 4" 7-6" 15'-5" 16'-3" 4'-6" ---\ A REVISED TITLE- MO/DA/YEAR / / / / 60.-0" A5.1 PELLETIER +OSCHAAR LLI ' U Vision liaseu Architectu , z 269n 98th Dr. NW, Suite B - Stanwood, WA 98292 W www.pelletierschaar.com 36o-629-5375 a 4 © (f) A4.3 A4.1 A4.1 LLI NO.:202105 DRN:PS CHK:DP ©2021 PELLETIER+SCHAAR,L.L.C. PROJECT NORTH REGISTERED 12 V..,....,746 ARCHITECT W i) MAIN FLOOR PLAN J SCALE 1/4"= 1'-0" 0' 4' 8' DAVID R.PELLETIER STATE OFWASHINGTON2 2 /,. , 05/14/2021 vi MAIN FLOOR PLAN • s" op, 83 L Ledger-Concrete Attachment Structural Callouts©- Copyright ConstructionCalc, Inc (CCI) ,* %1 Y O A{' - * Ledger: Use min., 2x PT ledger at least as tall as joists. � 9 0 PA Per Architect * Connection: Use 5/8" diameter x min., 4" embedment, Titen HD or wet-set bolt, at spacing below. * Structural Item: This item and related connectors shall be per architect/designer. Min distance from centerline of bolt to top or bottom of ledger= 2.75". 7111.01,� 12 FD Floor Diaphragm Joists parallel, use 36" max spacing, staggered, and within 8" of splices and ends, with 3" x .25 ��1/ q �S * Sheathing: With joists at 24" or 19.2" OC, use min., 24 oc rated, APA Sturd-I-Floor; either 3/4" washer. _ _ �, COR _ � �r0Flan.k, species group 1, or 7/8" species group 4. May be OSB or plywood. Good for 130 psf; TL ci) L/360 Joists perpendicular, use 12" max spacing, staggered, and within 8" of splices and ends, with 3" x t°� t.°J t J J - J 73 p Y�l'of deft. .25 washer. g e, �3 f P * Sheathing: With joists at 16" OC,use min., 16 oc rated, APA Sturd-I-Floor, min., 19/32" thick. * Joist Connection: Connect joist to ledger with standard hanger. 60 J May be OSB or plywood. Good for 245 psf TL@ L/360 deft. 90 FC Footing, Continuous GPO -.� * Sheathing Layout: Case 1 per IBC 2306.2.1(1) * Retained Height: Maximum retained height (unbalanced fill)=4'. , __, i ,- _ - Orient sheets continuous over two or more spans, with the long dimension across supports. * Stepping: Okay to step this footing as necessary for grade changes. All footing longitudinal rebar I I _ _ ____ _ * Nailing: Glue, and connect with 8d ring shank nails or#9 screws, at 6" edges, 12" field. shall continue through step, okay to bend 90 degrees at direction changes. I I" ____ -49 9 I ( ,y * Blocking: not required except at supports(beams) and connections to shear walls below. * Footing: Use min., 18" wide x 8" tall. f I I °FG Uq 13 DD Deck Diaphragm - Lon Longitudinal rebar, use 2 #4 continuous, 3" from bottom. a-- I (24 �` Q . g Decking: • Use wood or composite deckingper Arch. min. actual dims: 3/4" 3.5".x * Stemwall: Use min 6" thick. �` " I• Decking Attachment: Use decking screws, length to ensure 2" min., embedment into framing Vertical rebar,use#4 at all corners, wall ends, intersections, and at 24" OC, max, centered in wall, r- 0 �'2� r(o l vG --->.- - 1. below. with alternating 6" bends at bottom footing rebar. ic IIIol 6` ?El, c+1 °.12 F I I 1 + Tyr - Use 2 screws per deck board per framing member. At decking splices, center splice over framing - Horizontal rebar, #4 top and bottom and at 24" OC max., centered. I I menber and use 2 screws per spliced end. - At doors, stemwall may be shortened or omitted. _ _ a+-- a e :. _. - a =a L Al * Blocking: not required except at support beams. Crawl openings 24" wide or less in stemwalls are permitted where no significant point loads from ' 74 P Post, Steel HSS above occur. 0 , tpatp�alt PER ���---- ► • I * Drains: Install footingdrains and/or downspout drainsper others and as required bycode. J2 4r4cft 2- Dv t. _-_ _:_ _`2 * General: See Standard Structural Specifications herein for steel grade, bolts, welding, and coating. g p q L -'i"Mt5 4 rL I P _ tva tr4 a~ I z" 92 FS Footing,Strip t �� M�u * Post: Use HSS 6x6x1/4. * Footing: Use min., 18" wide x 8" tall. w -� e �.M - -- Connection at Top: Weld a 3/8" steel plate to top of this post, width to match supported beam * Longitudinal Rebar: Use 2,#4 continuous 3" from bottom. 2 FS7* flange, length=11" min, Center plate on this post. Bear beam fully on this plate and connect with 4, 93 FP Footing,Pad I IettiI A,D° -- — —I 3/4" bolts through bottom flange. * Footing: Use min., 24" square x 8" tall. I f';-- - Connection at Bottom: Weld a steel plate to bottom of this post, min., 10"x 10"'x3/8"centered on If in slab area, footing may be mono-poured with slab or below slab. Height may include slab t- , ; I Q F� * post. Bear on concrete and connect with min.,4, 3/4" x 6" wet-set or Titen HD anchor bolts. The height if poured monolithically. I , I _._._ 3 L' ____ ' L ac,U M A?' ► I bottom plate may be flush with top of concrete or set in 4" deep pocket backfilled with concrete or Plinth: If plinth is called for use round or square per Arch, min diameter or width such that all A I r ____ t _i — v,�,� Y .rJ grout. * rebar and post base connectors have 2" min., 3' max., concrete cover on all sides. Chamfer per i° I g 3 1 81 L Ledger-Deck Joists to Rim. Arch or as necessary to shed water. — -- ( 1 I ;!� Or-,..tb 4)4 - ( I I * Ledger: Use min., 2x, PT ledger at least as tall as joists. Plinth rebar, use 4,#4 vertical, equally spaced, with 4", 90-degree bend at bottom footing rebar. — I 1+a4 A<, sj * Ledger Connecion: Connect to rim with 2, SDS or LedgerLOK at max., 16" OC and within 3" of Hoops or horizontal rebar is not required in plinth. FP I 1- -I j. ( agE,�I t+.l r+1 1 ends and splices. - * Footing Rebar: Use 2, #4 each way, 3" from bottom. , too + t I -- -- U 'NI*tovoNq .. J ! - SDS or LedgerLOK to be of length necessary for full penetration in rim. 94 FP Footing, Pad I I ej arc I I `� * Joist Connection: Connect joist to ledger with U or LU hanger(not LUS), all holes filled with gale * Footing: Use min., 36" square x 10" tall. ' �l' TECO or similar nails,or screws - Simpson SD9 or similar. If in slab area, footing may be mono-poured with slab or below slab. Height may include slab Foundation and Lower Floor Framing height if poured monolithically. 1/8" = 1' 55-- 1 * Rebar: Use 3,#5 each way, 3" from bottom. -All interior floor sheathing is 12FD,typ. I _ ._. _ I 99 RB Retaining Wall-Braced Detail -Stair framing per Arch and code min. -1 - I * Retaining Wall and Footing: See Braced Retaining Wall table and detail. D99 - Deck decking is 13DD,typ. I — __._ _.__ _ r — t — A 100 RM Retaining Wall- Mid-Floor Attached Detail '` .// * Retaining Wall and Footing: See referenced table and detail. D100 dj°JRt3 Mir __. _ii 1 — '`-- -. 1 ' r 1 A35 dr> / co / -- - — 1 -1 1I 1 ��w v J-a�St'S P+w2 �u0.nt 6,'Two- fotsT 13AY5 I TY4 'z I Q+•►C.1,tcR. �a uT a" �,__._ —o- SNEAtL wAt.tr ARE 'PAtr4 LLEL .-- s oe ;., . -U �� ,� F 3 Beams Posts (pl, , FULL_ -1-1�t t No Default sawn material is DougFir No 2 or better. Default material is DougFir No 2 or better. (D99 op 5P0- E=s' G2tPPl rr WALL, cr o Goal►�rTlbLl oC sawn ea. OS Foe.. E.4.. N to J -s Default glulam, LVL, PSL materials -see Standard Structural Specs herein. Default LSL is 1.5E, 2,300 psi, min Fb. Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. TYne,S1 Ar/A(pR /fit<4 j Alf rYia j_� i1 E I O< zYr ►y v°,3 Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. Default bottom connection on beam: 2, FC or 2, A34 with screws, or PCZ. r•~ ari Et1l - ,, e Q w11a.,z�8 rot?, E,.$" 5-ikK. - Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ p,N,2x4+PT Foil- E'le' 32„ / 0 .,. O rn F ¢ _� n,ti „�/ G�p�t~�2 w < S b° `r- Q Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. Alternate bottom connection on concrete: #5 rebar or 5/8" all-thread, epoxy 6"min. into post butt, and 6" min., embed in ^� v tr, To,SaS P� qu�� "f -° .'"o rvS PE2. r conc. Conc embed may be wet set or epoxy. As AI? TIIII Retaining wall x v Default mid-post connection: LPCZ, PCZ, CCQ, or similar. ?c,s rs pi`� ��2�� R D100 with mid floor �``� de Q �!' p`"A'`i - Connector(if blank q '" FeZvE�D«-ULA2. �e �D ,ko r�� <( , �c Default beam to beam connection: Hanger: HU, HUC, HUCQ or similar. Bear on top, 2, HGA10. Callout Min., use Alt 1 min., use Alt 2 min., use Notes igaAl, ' attached. (NTS) /� EQ! c`)- use default, above) oyMAD 2+i6p ar',°`n �1�s I . P , " ,. Connector(if blank 70P 2-2x4 4x4 d x , ot2. Sit-4. =-i- -'s Callout Min., use Alt 1 min., use Alt 2 min., use Notes .� use default,7«tS D:5Tc• .,� , '`"� ` �, - L above) 71 P 3-2x4 2-2x6 4x6 A,n a - IF SRuB $Ada,n,N cl.ELi prq m �. -� V+r sP�‘cE 24 C ' G��tuFct,ana - �IC lbtAFM Ce.1_t k, c141, f- V /ram. _�.r •` ----" _-__._ ._ 72P 3-2x6 6x6 4-2x4 / __ s� z oz+ ... / 30B 5.5x12 glulam a AO a 4ryy'u, - •'`'EE p9°t-C.-J 5v'"%� d 35B 1.5x11.8 LVL or LSL 73P 6x6 PT 5.5x5.5 PT glulam / �- __ (` I X i 1 w .....-.1.- ..--.w 36B 4x10 1.7x11.8 LVL 74P (see main callouts) --r-' ] -gr � 1 y w� , L ^1 K 1'` X37B 5.5xl5 glulam splice over 72P 75P 6x8 � ,�,nZ.. ---! --F.: ,a {L — — — • 38B 6x12 PT 5.5x7.5 PT glulam C�r1YAGT SOIL: -„f--6" \ Per �r Eli EQ ( r1, N QER J h __1 r B - oC A s 6' Q o, T z 1' , I Fa_ A < g rc=r21 -r, D,,,,rt,4,r-r t 4 I A. Use W8x21 (5.2"x8.2"actual dims). At wood post, use full bearing on post. Connect w/2, 5/8"x 4"lags through A S 14' cc=a;" toe ' to "" r 40B bottom flange into post centerline. At concrete wall, bear in beam pocket, min., 5"bearing length. Connect with 2, A s tz' "3ra' wet-set or Titan HD, 5/8"x 4, through bottom flange into centerline of wall. At steel post, see that Callout. (D99) Braced Retaining Wall(top of wall IS connected to floor diaphragm) __ _ _. _ _ __ __ _.__. _. ___ _ 45B 4x8 A B C D E F G W X Y Z l' C- TIT Joists and Rafters Retained Wall Footing Footing Wall MASA Block Vertical Horiz. Footing Footing ___ Default rafter or deck joist to beam connection is con't or skip blocking and H2.5A, or H1, or A34 with screws. Ht. Position Width Height Thickness Spacing Spacing Rebar Rebar Transv. Cont. D100 RetainingWall With Mid-Floor Attached 0' -4' centered 18" . 8" 6" 72" Not Reqd 44 @ 24" 44 @ 24" NA 2.44 Framed roof overhangs, eaves, outriggers, etc. use IRC-compliant construction. 4.1' -6' centered 24" 8" 6" 72" 72" #4 @ 18" 44 @ 24" NA 3, #4 - Default sawn material is Doug Fir No 2 or better. Exposed to weather shall be Pressure Treated (PT) 6.1'- 8' 12" 40" 10" 8" 42" 46" #4 @ 18" #4 @ 18" 44 @ 18" 4,#4 B C I) F F G W X Y Z - 8.1' - 10.2' 12" 50" 12" 8" 24" 24" 45 @ 14" 45 @ 12" 45 v 14" 5.#s Max of Al, Wall Footing Footing Wall MASA Block Vertical Horiz. Footing Footing Default sawn face mount hanger is U, LU, LUS, or if sloped rafter use LRUZ. 10.3' - 12' 12" 60" 12" 8" 18" 18" #5 @ 9" #5 @ 12" #5 @ 9" 6,45 A2,or A3 Position Width Height Thickness Spacing Spacing Rebar Rebar Transv. Cont. Default deck joist hanger is U or LU (not LUS)with gale screws, or gale TECO or similar nails. Notes: 0'-4' 10" 28" 9" 6" 72" Not Reqd #4 @ 24" ' #4®24" #4 @ 24" 3,#4 Default sawn top flange hanger is JBA, LB, BA, or B (welded app, use LB, BA, or B) * Cohuiuis C.D.E.W.X. Y,Z are min—Mums.May use greater. 4.1'- 6' 12" 34" 9" 6" 72" 72" #4(tr; 18" #4 @ 18" #4 @ 18" 3,#4 *Cohunns F.G are maximums.May use less. 6.1'-8' 12" 42" 10" 8" 42" 46" #4 @16" i #4 @ 18" #4 @ 16" 4, #4 Any national 1-joist brand, equal or stronger may be substituted *Max gravity load on wall is two stick-fined floors plus roof. 8.1'- 10,2' 12" 50" 12" 8" 24" 24" #5 (u) 14" #5 @, 12" #5 @ 14" 5,#5 I-Joist roof overhangs, extensions, outriggers, and cantilevers shall per per manufacturer's recommendations. *No significant surcharge loading.Retained sod is level or uphill sloping no greater than 5-degrees. 10.3'- 12' 12" 60" 12" 8" 18" 18" #5 @ 9" y #5 4' 12" #5 ar 9" 6,#5 _ (, C� Default 1-joist face mount hanger is IUS or MIU 2316 Antone Way * Concrete fc=2.500 psi. Tim K. Garrison, P.E. S 1 of 3 *Rebar =60 ksigrade 60 Notes: Default I-joist top flange hanger is ITS, HIT, or MIT Anacortes,WA 98221 �+ Professional Engineer *Min soil bearing=2.000 psf. * Example 1: if Al =5'and A2=8',max=8',use row 6.1'-8'. In this case wall must be Full Height Condition because A2 >7'. TimG@TimKGarrison.com Connector (if blank (360)708-1865 Foundation and Lower Level *Floor diaphragm must be connected before retained soil is placed against wall. *Example 2: if Al =9'and A3= 5', max=9', use row 8.1'- 10.2'. In this case a slab must.be placed against bottom of wall because Al >6'. Callout Min., use Alt 1 min., use Alt 2 min., use Notes *If"W"bars are spliced,min tap splice=24". * Columns C,D, E, W,X, Y, Z are minimums. May use greater. use default, above) *Behind wall drainage is MiraDrain 2000.washed chain rock, or similar with 3" pipe to daylight. * 60J 2x8 PT 16" Structural Analysis: New Home at 4507 Queen AT„gColumns F,G are maximums.Mayuse less. @ * Maxgravityload on wall is two stick-framed floorsplus roof. 61 J 11.8 TJI 360 @ 16" pf'r'►`WAS Ann Way, Anacortes, WA � ' e *No significant surcharge loading. Retained soil is level or uphill sloping no greater than 5-degrees. 62J 11.8 TJI 110 @ 16" *Concrete fe=2,500 psi. 6 _' * Rebar fy.=60 ksi, grade 60 `,6 },r *Min soil bearing w 2,000 psi Client: Barb Sickler I ,p rem * Floor diaphragm(s)must be connected before retained soil is placed against wall. . Building Design: Pearl Schaar *If"W"bars are spliced,min lap splice=24". Job Number: T21027 ill6 * Behind wall drainage is MiraDrain 2000,washed drain rock, or similar with 3" perf pipe to daylight. Date: April 16, 2021 10>rwt5 814+letaa.. I i JFo ;cr o �_w_______-._._ n 73p TYt'�+ u, tr_• 'allouts — Copyright ConstructionCalc, Inc (CCI) $ 5 0 t t j �r SOD ZPW ' `��; 1 StrfTural Item: This item and related connectors shall be per architect/designer. l $1 W 9 PP '''i.:r 1,Nt Wall-Stick Framed Detail - _ �i _ _ _ r-- od for 200 lb lateral point load or up to 25 psf wind load. D9 t, r ���� 1 �� 4. - Joists and Rafters * Flashing and waterproofing by others, typ. 1 Typical 26 a Bottom Plate, Use 2x6 on roof sheathing. Connect to trusses with SDS 1/4 x 5 ci> 24" max. D9 parapet, G A-14110 2OH 3 Default rafter or deck joist to beam connection is con't or skip blocking and H2.5A, or H1, or A34 with screws. b Studs: use 2x6 at 21' OC. max. Miter cut bottoms for roof slope as necessary. 4 4,-- d NTS �' ' ~a - d �� Framed roof overhangs, eaves, outriggers, etc. use IRC-compliant construction. - Note stud locations must align with Tension Clip, "g", below. �_ fi elEF _ Default sawn material is Doug Fir No 2 or better. Exposed to weather shall be Pressure Treated (PT) c Top Plate, use double 2x6. At splices use min., 48" overlap and 8, 16d per splice. II r„ b ~ .. Default sawn face mount hanger is U, LU, LUS, or if sloped rafter use LRUZ. d Sheathing: both sides, 7/16" min: OSB or CDX plywood. with 8d c 6" edges, 12" field 0. �' ea 26ti '�+p� �'� Default deck joist hanger is U or LU (not LUS)with galv screws, or galv TECO or similar nails. e Outside Sheathing. Sheathing shall be continuous (no horizontal splices)over the parapet bottom ?eusSss �, z a b /rz., na 4 , .- - rPrwi --.. K 2 el - PA ILA��aSt_ T¢wss�S �; 7 II ' / (' r Default sawn top flange hanger is JBA, LB, BA, or B(welded app, use LB, BA, or B) plate and truss top chord for at least 18" above and below this location as shown. ' (J LI - For"z" < 18",the length of continuous sheathing above the parapet wall bottom plate shall equal ,,� 1 � ' ,; 3�8 l� � Any national 1-joist brand, equal or stronger may be substituted the height of the parapet wall. ' I tea,; I-Joist roof overhangs, extensions, outriggers, and cantilevers shall per per manufacturers recommendations. - For parapet walls over interior portions of the house/garage where this "e" sheathing is not 4 G -"-` -- f ,; ► u - _ / i Default I-joist face mount hanger is IUS or MIU possible, use "g" clip and assiciated blocking on both sides of parapet wall. - ,r ( e . t'' "' ''r Default I-joist top flange hanger is ITS, HIT, or MIT f Block, at truss parallel condition, use 2x6 block at 24" max spacing between gable truss and first = z r r -� e f �, mz truss in from wall. Connect to each truss with min., 3, 16d. `� I m'_ (�Z? Connector (if blank * Tension Clip, use H8 at spacing below. Wrap bottom of H8 around truss top chord or"f' block as l • j -_ 10 U --- - Callout Min., use Alt 1 min. use Alt 2 min., use . Notes ,/ f ' - i use default, above) necessary. `� 1 ` - For "z" =0" to 8", no clip is necessary. ! u ~ . ' � ; � � 60J 2x8 PT @ 16" For "z" = 8.1" to 24", max clip spacing=48". / \ bl3 lj 2' -}1 61J 11.8 TJI 360 @ 16" - For"z" = 24.1" to 39", max clip spacing=24". — / be D 11.8 TJI 11 16" 62J 0 @ - Cut a slit in roof sheathing as necessary to extend upper part of H8 through as shown. / I h Top of Wall Connection, Parallel Condition. See Shear Wall table for this connection. h '� ,- 8Z� / c0 75? 7 4� Posts —i '— Default material is Doug Fir No 2 or better. i Top of Wall Connection, Perpendicular Condition. See Shear Wall table for this connection. - v / v,, z Parapet Height. Max=39". --_t_-�, / , _'y / 1i 0 Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. 11 RD Roof Diaphragm n' ^' ' ' Default bottom connection on beam: 2, FC or 2,A34 with screws, or PCZ. Lower Level Walls and Upper Floor 4 00 • Shear Capacity: Good for Eh=230 plf- seismic; Eh=322 plf- wind. Max aspect ratio= 3:1. 'lam Framing 1/8" = 1' ' Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ * Framing: Trusses or rafters: 2x at 24" OC. max. -All interior floor sheathing is 12FD,typ. 'I Alternate bottom connection on concrete: #5 rebar or 5/8"all-thread, epoxy 6" min. into post butt, and 6"min., embed in * Framing Connection at Support: -Stair framing per Arch and code min. conc. Conc embed may be wet set or epoxy. - Where connected to shear wall, connect per shear wall callout- top of wall. - Deck decking is 13DD,typ. - Where trusses or rafters connect to beam, use H2.5, or A34 with screws, or similar, typ. Callout Min. 'use Alt 1 min. use Alt 2 min. use Connector (if blank Notes - At ledger,connect per ledger callout. use default, above) * Sheathing: 7/16" min.. OSB or CDX plywood. * Sheathing Layout: Case 1 per IBC 2306.2.(1) 70P 2-2x4 4x4 * Nailing: Use 8d at 6" edges, 12" field. 71P 3-2x4 2-2x6 4x6 * Blocking Not required except at supports and at connections to shear walls below. 72P 3-2x6 6x6 4-2x4 12 FD Floor DiaphragmDiaphragmD1 Typ.shear wall TOP \ Typ.shear wall TOP connection- l PY✓/ 73P 6x6 PT 5.5x5.5 PT glulam * Sheathing: With joists at 24" or 19.2" OC, use min., 24 oc rated, APA Sttud I-Floor; either 3/4" �_.._-, connection-framing parallel D2 or rim or con't blocking,NTS _____/ framing perpendicular,NTS W 74P (see main callouts) species group 1, or 7/8" species group 4. May be OSB or plywood. Good for 130 psf, IL T L/360 ---t _4_______ _ —- ---4_ —�-- -- �' deft. , T¢uss oz TrLuss o2 3,a6 /,.3 q 3 75P 6x8 V.Ar-r6ii - •t- 231a 2.1f-1 * Sheathing: With joists at 16" OC, use min., 16 oc rated, APA Sturd-I-Floor, min., 19/32" thick. a.., J;VS o car 2►+1 - Headers May be OSB or plywood. Good for 245 psf TL �r; L/360 dell. sR, E .�c. 8` L - 20 J Default header material is Doug Fir No. 2 or better * Sheathing Layout: Case I per IBC 2306.2.1(1) i e.e “,1.1u4 02 ILL t Hz.s >c. Q - Orient sheets continuous over two or more spans, with the long dimension across supports. art.,,,,_ uu, a0K� `� H1 2x headers must be in tall orientation with flat 2x nailed at bottom in "L"configuration * Nailing: Glue, and connect with 8d ring shank nails or#9 screws, at 6" edges, 12" field. _ T� 'F A'D t'- Default Trimmer, use 1, 2x stud or Simpson LUC hanger, each end. S+�Eri••L ac.�tL L-7%, 6'Db0 Y * Blocking: not required except at supports(beams)and connections to shear walls below. U PER p � '' . f- Default King Stud, opening 6-feet wide and less use 1, full height stud each end (plate to plate.) 13 DD Deck Diaphragm Miss "� "RAFrEu. ref• EoctE Default KingStud, opening wider than 6-feet, use 2,full height studs each end (plate to late. Ai7•, 02,,a,Si ocz WAIL:A �� v NA < p g g plate.) * Decking: Use wood or composite decking per Arch., min. actual dims: 3/4" x 3.5". ,..-re 4- ca�� S e-q VI ACT. til Trimmer, each end King Stud,each * Decking Attachment: Use decking screws, length to ensure 2" min., embedment into framing � H,N4 Aaq _ 41? w Callout Min, use Alt 1 min. use Alt 2 min., use (if blank use default end (if blank use below. If 4. -c Truccc ;3� oa - 'It P o rifato above.) default above.) �«,.I 02 Fez law I{z. H - Use 2 screws per deck board per framing member. At decking splices, center splice over framing ,Ntt '. r 8��� I4eg. y sLAa, Tom-u S5 20H 2x6, "L"config 4x6 menber and use 2 screws per spliced end. _ Tar of I � - ---e--- i'—' f Y if--- ti * P S Ec� wA4( - - - - ;��. d 6 t- ''` G3 0- 21 H 2x10, "L"config 2-2x8 4x8 Blocking: not required except at support beams. +�'f.cL PL ,i �� 308 -i th -- 14 PD Pan Deck-Composite: Concrete over Steel Deck -3 5-ropS i Act Kz.5 -3 t" ap 1 2. Li 22H 6x10 2 * Decking: Use Verco W3 Formlock, 18 Ga. May be factory painted, primed, or galvanized per Arch rt�pE A4T�R� I a rL ,..1 4, r r 23H Use 5.5x13.5 glulam with 1 trimmer+ 3 king studs, each end. Okay to use single top plate over this header. and Owner. 515w" 6o° a 24H 5.5x10.5 glulam 3 * Temporary Shoring: None required for normal construction live loads. 4- 2Oµ * Roof' 2.5 z 4 t,, 25H 5.5x12 glulam 5.2x11.8 PSL 2 2 Decking Attachment: \ Typ.shear wall BOTTOM uA�c04 i D3 I connection on framed floor, 1� 2O 1' 26H 2-2x10 4x10 - At supports on steel, use 1/2" puddle welds at 12" max spacing. Min. bearing length=2". -- - At supports on concrete, use 4" min. bearing length. Connect with 1/2" Titen HD or galv. wet-set - NTS Cs.,,,- $� � 4-4, _� + h 3 E Beams anchor bolts with min., 3" embedment, at 12" max spacing. Distance, end of decking to center of g ,,A,r 'Mu.u -• "' Default sawn material is Doug Fir No 2 or better. Act. INAcI. SHEAL wAu. `Muss -.,`... bolt= 1" sr+EA rx, Pert 9u4,, Y o _� `� , e Default glulam, LVL, PSL materials-see Standard Structural Specs herein. Default LSL is 1.5E, 2,300 psi, min Fb. - At supports on wood, use 3" min., bearing length. Connect with 1/2" x 3" galv. lag bolts at 12" max 66 µ6`r ntA+‘. °R 13 rt.,ns 5D5 F is ,1 S SkeA•M,+u6 % /jam Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. spacing. Distance, end of decking to center of bolt= 1". \ TagL� " RUC' '"pit us6 Al.5 ea. 'a Aa uz.>; i Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. - At supports parallel to direction of corrugations use connections per above at 24" max spacing. 0 i sew�isooa c�� \I - At sidela s, use PunchLok tool, buttonpunches, screws, or 1.5" longtopseam welds at 36" max Sawcl5coa% Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. p Upper Level Walls and Roof Framing �.� spacing. I _ 1/8" = 1' Default mid-post connection: LPCZ, PCZ, CCQ, or similar. * Reinforcement: Use#3 rebar cL@ 18" each way, centered in slab over deck. I 1 rNau aR y �� �' ,M G - ca,,,T - Roof diaphragm is 11RD,typ. - 2d� Default beam to beam connection: Hanger: HU, HUC, HUCQ or similar. Bear on top, 2, HGA10. * Concrete: Use 2.5", 3000 psi, regular weight concrete over deck. Total height, deck+concrete= I ti. $E4.‘02 - B`-V`_` -Trusses and layout are OPA,typ is 4.S F . -1 - " Connector(if blank 5.5" Parapets are 9PP,typ. Callout Min. use Alt 1 min. use Alt 2 min. use Notes * Shear Studs: Not needed. sairan °F AL-i•, _ /:\ use default, above) 74 P Post, Steel HSS 7�^ L� s4'1-lc� i Tr of�IArz( P y Hr aria,•at� �■ cogs nuts, rt ; `I„,_I ? 30B 5.5x12 glulam * General: See Standard Structural Specifications herein for steel grade,bolts, welding, and coating. ,4A"0"4 1'"'N • A01- )E� 35B 1.5x11.8 LVL or LSL Q° _ !- Structural Shear Wall Callouts©-Copyright ConstructionCalc, Inc (CCI) 36B 4x10 1.7x11.8 LVL * Post: Use HSS 6x6x1/4. s.teATH,u� R„,©2 �nf� ¢ oz. Connection at Top: Weld a 3/8" steelplate to topof thispost, width to match supported beam ri $�-K.-- ._ . - Typical Shear Wall Callout Symbol 37B 5.5x15glulam splice over 72P p• pp I, � P * flange, length=11" min. Center plate on this post. Bear beam fully on this plate and connect with 4, ii , f,",5at_ • 1 per __ This symbol indicates a dedicated shear wall or panel,the type per callous below. 38B 6x12 PT 5.5x7.5 PT glulam 3/4" bolts through bottom flange. i „---p-$ Q uFp -_— i 3.4 Walls without this symbol, or tabled"NS" are not dedicated shear walls- use code-standard construction. Connection at Bottom: Weld a steel plate to bottom of this post,min., 10"x 10"x3/8" centered on 1 I an. 42.5II— Mtn. length of shear panel,ft. Use W8x21 5.2"x8.2"actual dims). At wood post, use full bearing on post. Connect w/2, 5/8"x 4"lags through Tor op Attu- 5 p ( ) p 9 p 9 g * post. Bear on concrete and connect with min., 4, 3/4" x 6" wet-set or Titers HD anchor bolts. ThesoAL >z If"W",construct entire Wall per this callous,with minimum individual panel lengths indicated on plan. 40B bottom flange into post centerline. At concrete wall, bear in beam pocket, min., 5" bearing length. Connect with 2, bottom plate may be flush with top of concrete or set in 4" deep pocket backfilled with concrete or �-A^' s Awc aseao Top of Cone. wet-set or Titan HD, 5/8"x 4, through bottom flange into centerline of wall. At steel post, see that callout. grout. _ — ��_ - , ., _.__,_, wall to anchor 81 L Ledger- Deck Joists to Rim. Capa- Stud Nail Edge Sill Block- parallel Top of max 45B 4x8 * Ledger: Use min., 2x, PT ledger at least as tall as joists. city, Nails Stud Stud Nominal mat'l /Field Top plate& ing at framing wall to spc'g, wind/ Sheath- or height, sac stud (see sac a- Topplate studs unsup- or rim or per pen- Bottom Mud sill w/4 - - - - - Ledger Connecion: Connect to rim with 2, SDS or LedgerLOK at max., 16" OC and within 3" of g spac'g, spac'g _' P P " * Call- seis, ing, Sides of screws, max., max., size, std st'I Stud Plate, splice, w/edge ported rim dicular plate to anchor to min ends and splices. out Eh,plf min. wall size ft. in. min. specs) spac'g,in. min. min. nail'g edges blk'g. framing. framing. concrete embed - SDS or LedgerLOK to be of length necessary for full penetration in rim. - Detail Detail Detail * Joist Connection: Connect joist to ledger with U or LU hanger(not LUS), all holes filled with galv (Dl) / \ ( D3)TECO or similar nails, or screws- Simpson SD9 or similar. ( D2 } Tim K. Garrison, P.E.82 L Ledger- Floor Joists to Pan Deck and Framing / Anacortes,WA 98221 S2 of 3 Professional Engineer TimG@TimKGarrison.com 2x4 or 6/6 c��4 Con't * Ledger: Use 1.5" or 1.75" wide LSL or LVL ledger, at least as tall as joists being supported by 10 24 Sawn �,2 T 5/8"j-bolt (360)708-1865 Mid-, Upper Levels and Roof one, largersheathing, Con t 6/12@16 Con't or 5/8" ledger. 7/16" either per Arch +blkg,or sheathing 48" lap sheathing Titers HD - Use treated building paper between Pan deck and ledger. 168/ OSB or side, H2.5,or or 16d�c? „ ' Structural Analysis: New Home at 4507 Queen GAR 1 PW 8d 4-5 -f6 6 Sam 6/12 r�16 , 2-2x w/ 10- 2x NA or A34 or w/3 72 y Q ,d_ '�! , * Ledger Connecion: Use both of the following at 16" max spacing and within 3" of ledger ends 120 plywo- apply SDWC- 6"or Ann Way, AnaCOr4. WA $°F` AS S 16d LTP4 at wshr.Or 14. and splices. od directly 15600, 4.5" SDS y� ".. C to studs Sa 36"max. a 24" u� 12". MASA or Connect to stud or solid framing with 1, SDS or LedgerLOK with min., 1.5" penetration into solid 6/ L MASAP - wood. Min. edge distance to all edges and ends of wood = 1.5", except at studs, okay to place at max , i' centerline of stud, min., 1.5" to end of stud. Con't Client: Barb Sickler 1• .4, Connect to end of pan deck with 1, Titen 2, 1/4x4• Predrill concrete with 3/16" bit. Min. edge sht'g or Building Design: Pearl Schaar 490/ 4/12 c716 16d(ci 3" �b WU distance to all edges � 2PW (same) (same) (same) (same) ; 16 (same) (same) (same) (same) (same) 2x (same) (same) � <res and ends of concrete= 1.5 (same) 42" Job Number: T21027 0 350 or @12 or 4.5" * Joist Connection: Connect joist to ledger with standard hanger. SDS J Date: April 16, 2021 Faww41lr SAW 1 9" �0og,CODkCO A Sw" G1T Y Oet, c9 M OOP v �' 1891 } G% CO i7.--"ird Structural Specifications©— Copyright, Tim K. Garrison, P.E. cr ro FIELU\-- BASIS OF DESIGN-APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2018 IBC. Construction shall conform with Window and Door Openings. LSL(Laminated Strand Lumber). Members indicated as 1.5E shall have min., 1.5E modulus of elasticity the most recent building code adopted by the approving jurisdiction. Foundations, Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and Header. Use minimum size as called out on Plans. All headers shall be installed with their tall dimension and 2,300 psi allowable bending stress. Members indicated as 1.3E shall have min., 1.3E modulus of Calculations. The calculations included herein are only those required to ensure compliance with code. We replaced with structural fill. Bottom of footings to be below locally prescribed frost zone, not less than 12". vertical. If header is less than 3 inches wide(I.E. a single 2x or single LVL) use a flat 2x nailed to the elasticity and 1,700 psi min. allowable bending stress. do not intend to compute every structural element nor every load combination. Much of our analysis is "Bl"(By Inspection.) Slabs on Grade. Subgrade rade below slabs shall be similar to the above. A layer of free draining material and a bottom of header in an"L"configuration with 16d at 4"' max spacing. If no header is specified.the wall is Glue Laminated Timbers. Unless otherwise noted, all glulam beams shall be 24F-V4 DF/DF. Any that span suitable vapor barrier(designed by others) are recommended for all interior slabs. assumed non-load bearing and wall top plate may serve as the header. continuously over one or more interior supports or are cantilevered, use 24F-V8 DF/DF. Use industrial ABBREVIATIONS: appearance grade, unless visually exposed to interior living space use architectural appearance grade. • Footing Drains. Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall, headers for each A:Area IEBC: International Existing Building REF:Reference,not actual b AC:Asphalt Concrete Code REQ or Reqd: Required grade, shall be provided at the base of all footings and retaining walls which will have earth placed against opening shall be individual members with full-height king studs between them. Each header shall use the Pressure Treated(PT) glulams shall be not less than 10%weaker than the above in bending, shear, and BI: By Inspection IRC: International Residential Code ROW:Right Of Way them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise number of king studs specified below or in the Structural Callouts. modulus of elasticity,using suitable wood species for pressure treating. BRNG:Beac modulusig(wall or usually) K:KKSI: Kips(1, 00per lbs.) RS:SRection specified. Trimmers, aka Jack Studs. Use size(or larger) per Structural Callouts. Concealed flange hanger of similar All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with t E: Elastic or Electrical per Square Inch S:Section modulus (E): Existing LVL:Laminated Veneer Lumber SC:See Callout STANDARD CONCRETE: bearing length and capacity may be substituted for trimmer. manufacturer's recommendations. CCI:ConslvctionCalc,Inc. LSL:Laminated Strand Lumber SD:Storm Drain CIP:Cast in place concrete • Lt:Left SIP:Structural Insulated Panel King Studs. Unless otherwise shown on Plans use the following. These must be full-height, bottom plate to STRUCTURAL STEEL: CMU:Concrete MasonryUnit NA:Not Applicable SK:Sketch Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= CO:Callout or Cleanout NB:Not Bearing SOG:Slab On Grade 2,500 psi unless otherwise noted on Plans. Minimum cement content=5 sacks per cubic yard.Maximum top plate, IE diaphragm to diaphragm. General. All fabrication and erection of Structural Steel shall comply with the requirements of RISC (Ninth Cone:Concrete NIC:Not Included SPF:Spruce Pine Fir water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318, latest edition. Mixing * Cont:Continuous OC:On Center spacing SS:Sanitary Sewer Opening less than 6' wide-use min.,one king stud each end of header. Edition). DF: Douglas Fir OSB:Oriented Strand Board STAO:Shear Transfer Around Opening and placing_of all concrete to be in accordance with IBC and ACI 304, latest edition. • HF:Hem Fir PCF:Pounds per cubic foot SP:SIPs shearwall * Opening 6.1' wide to 9' wide-use min., two king studs each end of header. Shop Drawings. CCI recommends that the Contractor or builder submit shop drawings to CCI for review HVAC:Heating,Ventilation,and Air PLF:Pounds per Lineal Foot TYP:Typical Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and/or * and approval prior to fabrication and erection of the structural steel portions of the project. Such review and Conditioning Ply:Plywood UNO:Unless Otherwise specified waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Opening 9.1' wide to 16' wide, use min., three king studs each end of header. . GW:Gypsum shear wall PSL:Parallel Strand Lumber elsewhere approval of shop drawings is beyond CCI's current scope of work. Gyp:Gypsum wall board PSF:Pounds per Square Foot V or v:Shear(lbs)or unit shear(plt) Air Entrainment. Provide 5%air entraining in all concrete exposed to the earth or weather. Discontinuous Top Plate.Where wall top plates are cut, omitted,or otherwise discontinuous at a header, the GLB:Glulam Beam PSI:Pounds per Square inch respectively b p end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with Structural Shape Materials. All structural shapes shall comply with the following standards except where I:Moment of Inertia PT:Pressure Treated with preservative W:Wall,full length Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a minimum 12" length on the header and 12" length on the top plate beyond. Strap may be on top, inside,or noted otherwise. IBC:International Building Code PW:Plywood or OSB shear wall WWF:Welded Wire Fabric ICF:Insulated Concrete Form RC:Relative Compaction corresponding reduction in cement content. Any such concrete shall obtain at least the strength and outside of wall. 0 Wide flanges: ASTM A992,(Fy= 50 ksi.) durability characteristics as Standard Concrete listed above. Anchor Bolts. 0 Angles,channels, and plates: ASTM A36(Fy=36 ksi)or better. LIMITED SCOPE OF CONSULTANT'S WORK: CONCRETE REINFORCING: Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown 0 Structural Steel Tube sections shall be ASTM A500, Gr. B (Fy=46 ksi). Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison,P.E., Strength: Standard Footings, Stem walls, Slabs on Grade. Reinforcing bars(rebar) for standard footings, in the Plans but never greater than 60" OC and within 12"of ends and corners,with 3''x 3"'x .229" steel Welding. All welding bystate-certified structural welders.For shielded metal arc welding, onlylow doing business as ConstructionCalc, Inc., hereafter indicated as"CCI.- - stem walls, and slabs on grade shall be grade 40(Fy=40 ksi)or better,unless otherwise specified in the washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. g hydrogen electrodes,min. 70 ksi., in conformance with current ANSI/AWS code. All base plates,beam Plans. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set - see specifications in Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of a new single- end plates, steel end connectors, stiffener plates, and bent plates at column ends shall be shop fabricated family residence. CCI takes responsibility only for items specifically addressed in our drawings and Strength: Retaining Walls and other Structural Elements. Reinforcing bars(rebar) for retaining walls previous section. An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at unless otherwise noted or shown in the Plans or structural sketches. Weld size shall be equivalent to or calculations. Constructed items not specifically addressed herein shall be built per minimum code. retaining more than 4-feet of soil and their footings, and for structural beams, structural columns and the the same spacing specified for wet set anchor bolts. better than the element being welded, and shall be welded all around unless otherwise noted. Care shall be LOADS like shall be grade 60 (Fy=60 ksi) unless otherwise specified in the Plans. Non-shear gall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and taken to avoid excess warping of welded elements. Splicing, Bending. All reinforcing shall be spliced,detailed, bent, and supported in accordance with the corners and shall be fitted with 2"steel plate washers. Use either 1/2-diameter x 8" min embedment wet- Bolts. Bolts and anchor bolts to be ASTM A307 grade A, unless otherwise shown. Provide standard Following are the loads used for the subject design/analysis: most recent ACI code adopted by the jurisdiction. set, or 1/2"Titen HD with 4"min embedment. washers under all nuts and anchor bolts,unless specifically prohibited elsewhere. O Roof live: 20 psf. 0 Stairs and exits, residential, live: 40 psf Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete O Roof+ceiling dead: 15 psf 0 Deck live: 60 psf Welded Wire Fabric. Unless otherwise specified, welded wire fabric(WWF) shall be W2.9, 6''x6'"(6 Ga.), Steel Coating Systems. The requirements of this section are strongly recommended but are optional at the O Roof snow: 25 psf 0 Deck dead: 10 psf. ASTM A-185. Splice by lapping one mesh+2" embedment, all sides. at 16" OC, unless otherwise shown. Owner's discretion. All coating systems shall be installed in strict accordance with manufacturer's O Floor live: 40 psf 0 Exterior wall dead: 10 psf Cover.Provide the following minimum cover: Decks: Joist hangers used at decks shall be connected to all wood members with corrosion-resistant screws, instructions and recommendations. Touch up shall also be ill accordance with manufacturer's O Floor dead: 15 psf 0 Interior wall dead: 7 psf Simpson SD9 or similar. Hangers shall be U or LU only(not LUS.) Ledgers shall be attached with screws recommendations. O Garage floor live, passenger vehicles 0 Seismic Factors: Ss= 1.163, S 1=0.413 Footings and other unformed surfaces, distance from the bar to earth face...3" or lag bolts per Callouts. All hardware and connectors shall be at least medium-duty corrosion-resistant or similar. Steel which will not be exposed to weather shall be shop or field coated with a 2 coat system consisting of a only: worst of 40 psf uniform or 3,000 lb 0 Seismic.Des Category: ``D" Formed surfaces in direct contact with earth ,� with galvanizing 2 mil red oxide zinc chromate alkyd primer under a 2 mil long oil alkyd enamel. Preparation shall be wire point load over 4.5 sq. in. area. O Wind Exposure 'C', 3-sec gust: 110 mph. Surfaces exposed to weather 1-1/2- Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and/or soil, and when hrish cleaning. Unless otherwise specified by the owner, the final color shall be `primer red'. Contractor O Garage floor dead with"W3"composite 0 Assumed allowable soil bearing pressure: directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal shall verify this color with owner prior to any paint application. pan deck, 5.5"total height with regular 2,000 psf. For slabs on grade,center the reinforcement in the slab unless otherwise specified. connectors(including nails,bolts, framing connectors,etc.)or structural steel members. weight concrete: 50 psf. BOLTS AND DOWELS IN CURED CONCRETE: _ _ _ _ In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, SINGLE PROJECT: asphaltic-treated construction paper between wood and concrete. General. This section shall apply to bolts and dowels installed in cured concrete using rotohammer P p P The calculations,drawings, notes, specifications, and/or tables prepared by CCI are valid only for the techniques. Minimum concrete embedment=4-inches unless otherwise specified. Minimum distance to any Blocking/Bridging. Provide continuous blocking at all bearing locations. Provide full depth bridging or project indicated herein. These documents are not valid, are not applicable to, and shall not be used for any edge or end of concrete=3" from hole centerline unless otherwise specified. blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top . other project at any other location. •__.,•___._ Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Location of existing reinforcing bars may be by non-destructive methods(pachometer, radar,or similar). post,column, or other concentrated loads through the floor to the supports beneath. • germane to the project shown Unless otherwise specified: Use washers on all bolts tighten all bolts to a very snug wrench tight Only competent personnel familiar with construction and safety practices gem 1 p J Washers. Use' x� x 229 washers on all wood mud sill anchor bolts. Such washers may be slotted, with Bolts. U ess o p b ry herein should be employed to assemble and construct the work. plate washer under the nut as allowed by the IBC.At non-mud sill locations, smaller washers may be used. condition; use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt; for bolts in Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. steel drill holes 1/16" larger than the bolt diameter. Provide the following minimum edge distances between Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: Non-Epoxy Systems. Use Simpson Titen HD where shown in the Plans.These anchors may be used to finished as-built condition of the structure and related systems. resist tension loads and shear loads. Install per manufacturer's recommendations. 5/8 inch diameter bolts 3 inches MATERIALS AND METHODS: Epoxy Systems. For bolts, use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, 3/4 inch diameter bolts 3.5 inches Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is with zinc plated" A307 'all-thread' bolts as shown in the sketches. For dowels, use ET-HP or SET high Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges, webs,etc.) the contractor's responsibility to ensure all field personnel understand and adhere to this. strength epoxy and rebar as specified on the Plans and Callouts. Drilling of holes and installation shall be in shall be one inch. • strict accordance with epoxy manufacturer's recommendation. TEMPORARY SUPPORT AND BRACING: Engineer shall specifically approve any bolted connection using less edge distance than shown above. CONVENTIONAL WOOD FRAMING: General. Provide adequate temporary support to all walls,roofs, beams, columns, and floors during Lag Bolts. All lag bolts greater in diameter than 1/4- shall have pilot holes pre-drilled. Size of pilot hole in construction. Design of same is not included herein. Contractor or owner should check all temporary- General Construction: Predrill all nail holes where required to avoid splitting.Connect all wood members threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all per the Plans and applicable building code. Where Structural Plans do not specifically address a structural of the threaded portion). Pilot hole diameter of unthreaded portion shall be the same diameter as the temporary and/or permanent support systems. element,construct said element per minimum building code. unthreaded shank. Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay Framing Material. All sawn framing lumber, not including beams, posts, and columns, shall be Spruce Pine PRE-FABRICATED FRAMING CONNECTORS: to use high early strength admixtures or additional cement in the mix to achieve this). For retaining walls Fir, Hem Fir, or Douglas Fir- Larch,Number 2 or better, unless otherwise shown. All sawn wood shall that are to be connected to horizontal floor diaphragms,do not backfill against the retaining wall until such have moisture content less than 25°o. Manufacturer: Simpson brand is specified, however any other nationally recognized brand may be used horizontal diaphragms are in place and properly connected to the retaining wall. provided that they are equivalent in their ability to carry all applied loads in all orientations. Studs. Studs in exterior walls shall be a single member(not spliced nor discontinuous) from horizontal FOOTINGS,FOUNDATIONS,SLABS ON GRADE: diaphragm to horizontal diaphragm (horizontal diaphragms are roofs and floors that connect to exterior Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's walls.) Use balloon framing at stairwells,openings in floor diaphragms,etc. Stud size,material, and recommendations and requirements. The load carrying capacity of the prefabricated item cannot be Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends maximum length between diaphragms is shown in shear wall table. guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. galvanized or stainless steel. If installation risks cracking of wood,contact engineer for alternate nailing and Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the Beams and Posts. All sawn structural beams, headers, and posts shall be Doug Fir Larch No 2 or better, /or alternate connector. provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction except where exposed to weather and specified as PT(Pressure Treated) may be Hem Fir No. 2 or better. potential, slope stability,active and passive lateral pressures, internal friction angle,and cohesion. In the Glulams, PSLs,LVLs, etc. shall be per Prefabricated Wood Products section below. Simpson SDS Wood Screws. Where specified, install per manufacturer's recommendations. In general these do not need pilot holes. However, if wood is old and or very dry pilot holes may be required to avoid absence of a geotechnical report CCI will make assumptions regarding soil parameters, however, CCI takes Nails: Nails called out herein are"common"sizes, i.e. 16d, 12d, 10d, 8d. Smaller diameter, similar length splitting. Use length as specified in Plans but never less than required to ensure full strength. no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of nail gun nails may be substituted provided 50%more nails are used. For example if 8, 16d are called out, any kind. the number of similar length .131 diameter nail gun nails required is 8*1.5 = 12. As another example if 16d Simpson SD Wood Screws. With most Simpson connectors,Contractor may use SD9 in lieu of 10d nails, Structural Fill: "Structural Fill"'shall be granular material conforming to local or state highway nails are called out at 4" spacing.the spacing of similar length, narrower nail gun nails shall be 4/1.5 =2.7". and/or SD10 in lieu of 16d nails. These are provided in 1-1/2"and 2-l/2" lengths. Use the length specifications for imported road base or sub base; or use sand or other clean granular materials no larger necessary for full penetration into the member(s)connected. Shear Walls: Walls called out as shear walls on the Plan shall be constructed per the Structural Shear Wall than pea gravel. All structural fill must be compacted per the following section. Table herein using materials designated for lateral load resistance by nationally-approved manufacturers. PREFABRICATED WOOD PRODUCTS: Compaction: Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or All shear walls must be positively connected at top and bottom to diaphragms_ Walls not specifically called Prefabricated Trusses.Where shown on the plans, all prefabricated structural roofing members shall be impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative out,or labled"NS"are not intended as shear walls and shall be built per minimum code. designed by a certified professional engineer. The prefabricated structural roofing designer shall provide to compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps, Sheathing. "PW"walls, use plywood or OSB,minimum thickness and nailing as indicated in Shear Wall the Contractor stamped design drawings with appropriate notes showing member sizes, forces,installation and organic matter, compacted to 92%relative compaction. Table, oriented either direction. ``GW''walls are drywall shear walls, use per Shear Wall Table. procedures,blocking,bracing,etc. • Where pipes enter and exit structures(distribution boxes, utility boxes, catch basins, manholes,etc.)use Sheathing Joints. Use blocking behind joints if indicated in the Shear Wall Table. With "PW"and"OW'' Engineered Wood-General. These products must be provided, stored,and installed in accordance with structural fill around the structure. Carefully place and compact to 95%relative compaction under and walls, no sheathing joints are allowed within 2-feet in any direction of a door or window corner. manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying • around all pipes. capacity. Any nationally-recognized brand that meets the below specifications is acceptable. Tim K. Garrison, P.E. 2316 Antone Way When roots, rocks,or other undesirable materials cause over-excavation, fill over-excavation and compact Multiple Ply Members. Anacortes,WA 98221 S3 of 3 I-beam Composite Web/Flan e Joist Products. The contractor shall install the I-Joistproducts complete Professional Engineer p g p TimG@TimKGarrison.com per the above. Trimnnrers, King Studs, Headers. Where more than one 2x is placed against another and used as a multiple with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the (360) 708-1865 Standard Structural Specifications ply king stud, trimmer, or header,connect all plies with 16d at 4"OC, staggered. manufacturer. Beams, Columns. Where more than one 2x,or LVL, or LSL is placed against another and used as a multiple PSL(Parallel Strand Lumber)and Versa-Lam. Use minimum 2.0E, 2,900 psi minimum allowable bending Structural Analysis: New Home at 4507 Queen GAR* ply beam or column,connect all plies with glue and 2, 16d at 4" spacing. stress. 4'- 'KAsyi..1;:p Ann Way, Anacortes, WA � �t' '' •Vt, Glue, Epoxy. Where specified, wood glue shall be commercial grade with minimum shear strength of 450 LVL(Laminated Veneer Lumber). Use minimum 1.9E, 2,600 psi minimum allowable bending stress. + psi at 28 days. Use Liquid Nails LN-940 or similar. Prep and apply per manufacturer's recommendations. le Epoxy used with wood dowels or drift pins shall be Simpson ET-HP, or other brand intended for wood use. f 1 Wood and dowel shall be clean and dry prior to epoxy installation. Client: Barb Sickler RS Building Design: Pearl IONAL. Job Number: T21027 �"'�'��.,�j� Date: April 16, 2021 mown : , )Ili2MIIIIIIIII