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HomeMy WebLinkAboutBLD-2018-0318 - RESIDENTIAL SINGLE FAMILY BUILDING - T Y 0: City o f Anacortes Invoice/Permit#: BLD-2018-0318 904 6th Street Applied date: 05/22/2018 y P.O.Box 547 Issue date: 07/06/2018 <;s .0 Anacortes, WA 98221-0547 r,•I. � Expire date: 01/02/2020 � (360) 293-1901 Job Address: 3810 LEEWARD LN Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct new single family residence per approved plans Owner: THOMAS GARRETT Contractor: STRANDBERG CONSTRUCTION Address: PO BOX 1289 Address: PO BOX 319 ANACORTES WA98221-6289 ANACORTES WA98221-0319 Phone: Phone: (360)293-7431 License#: General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 Building Permit Fee 4,378.50 #of Bedrooms 4 Plan Review Fee 2,646.03 Basement Square Footage 2231 Mechanical Permit Fees 149.25 Lot Area 18870 Plumbing Permit Fee 356.00 Lot Coverage 4637 State Building Code Fee 4.50 1st Floor Square Footage 2252 Sewer Inspection Fee 50.00 2nd Floor Square Footage 1080 Storm Drain GFC-Residential 1,597.48 Garage Square Footage 1875 Sewer GFC-Residential 9,482.66 Deck Square Footage 790 Park Impact Fee 615.00 #of Stories 2 Traffic Impact Fee 2,641.40 Stove,Appliance 1 Fire Impact Fee 1,080.00 Building Valuation 740147 Total Calculated: 23,200.82 # Forced Air Furnace<=1,000 1 Deposits/Receipts: 200.00 #of Bathtubs 2 #of Clothes Dryers 1 Total Due: 23,000.82 #of Clothes Washers 1 #of Dishwashers 1 m :�' . ^ cncc, # of Gas Outlets 1 C-' = ` .&' `'i #of Gas Piping 6 '" -- ' r;' V, #of Gas Water Heaters 2 ' ' ' COi -1 0 ti, #of Water Piping 25 c i 0 r.1 = c, c. #of Hose Bibbs 5 s:' 3 ^ :.. ,--, •#of Kitchen Sinks 1 `c� _� cc, m et, ,_ ,-,• T, r• r, #of Lavatories 7 � C, #of Other Mechanical Units 1 - I— 1: i #of Range Hoods 1 :7._ `=" #of Showers 1 -4 0 ,_, #of Ventilation Fans 7 c ---_ . , #of Water Closets 5 _I r' .., T ri —, 11 ..-4. ,-'i '•.1 to J _,. ,l.:I L, ,_1 r. 0t, .:1 1,3 Y. CC, T TI r A PJ t, (,;, 't "S C? City of Anacortes Invoice/Permit#: BLD-2018-0318 Street 904 6th 904 x Applied date: 05/22/2018 Issue date: 07/06/2018 Zr 0 Anacortes, WA 98221-0547 Expire date: 01/02/2020 (360) 293-1901 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE\JfA/t OWNER OR AUTHOR'A ■ GENT ISSUED BY Cricchio, Kevin From: Cricchio, Kevin Sent: Thursday, July 5, 2018 12:05 PM To: 'sykorahomedesign@gmail.com'; Kramer, Steve; Frisinger, Rob; Nelson, Kait;Jason Sterling; Measamer, Don Subject: RE: 3810 Leeward Lane, BLD-2018-0318 Jim, if there was an error made in the past, mistakes can happen. Nonetheless, eaves have been considered as part of impervious surface calculations for some time. Variances take months to get thru the process and to be frank are based on a hardship with a strict set of criteria of approval that the applicant must meet. I don't think it would be applicable in this case.Thanks. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1 904 6th Street 1 Anacortes, WA 98221 360.293.1937 (work) 1 kevinc@cityofanacortes.orq 1 www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. From: sykorahomedesign@gmail.com <sykorahomedesign@gmail.com> Sent:Thursday,July 5, 2018 12:05 PM To: Cricchio, Kevin <kevinc@cityofanacortes.org>; Kramer,Steve<stevek@cityofanacortes.org>; Frisinger, Rob <robf@cityofanacortes.org>; Nelson, Kait<kaitlynn@cityofanacortes.org>;Jason Sterling <jasons@strandbergconstruction.com> Subject: RE: 3810 Leeward Lane, BLD-2018-0318 Kevin, I would respectfully submit that this has not been the case in Leeward Landing. I just reviewed the approved site plans for 3814 Leeward Lane and 3716 Leeward Lane (recently approved permits) and they were calculated the same as the project at hand, i.e. the overhangs not included in the% area allowed by the Shoreline designation. I can see the difference between lot coverage requirements and impervious surface calculations, but why were previous permits approved with a lot coverage method? Frankly, once we have had 3-4 neighboring projects approved per one method, we assume it is the correct calculation method for following projects. Again, I can propose a re-design to the client, but they have a lot riding on the current design. I see there is a variance process allowed for projects deemed to have more impervious area than the given percentages. Is this a way forward? SYKORA DESIGN Jim Sykora CPBD, CGP 360-929-4639 From: Cricchio, Kevin <kevinc@cityofanacortes.org> Sent:Thursday,July 5, 2018 11:41 AM To: sykorahomedesign@gmail.com; Kramer, Steve <stevek@cityofanacortes.org>; Frisinger, Rob 1 <robf@cityofanacortes.org>; Nelson, Kait<kaitlynn@cityofanacortes.org> Subject: RE: 3810 Leeward Lane, BLD-2018-0318 Hi Jim. Thanks for the email. For lot coverage, we are not including roof overhangs in the respective calculations. For impervious surface purposes however we have been including roof overhangs into the respective equation. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.org www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. From: sykorahomedesign@gmail.com <sykorahomedesign@gmail.com> Sent:Thursday,July 5, 2018 11:40 AM To: Cricchio, Kevin <kevinc@cityofanacortes.org>; Kramer, Steve<stevek@cityofanacortes.org>; Frisinger, Rob <robf@cityofanacortes.org> Subject: RE: 3810 Leeward Lane, BLD-2018-0318 Kevin, Thank you for your response regarding 3810 Leeward Lane. I have some comments: 1. The area between top of slope to the 200'from OHWM is 6,817 sq.ft. We can cover 30% (2,044 sq.ft.) of this per DR-5.8.6 of the Shoreline Master Program since we are less than a 15%slope. This is the number I used to guide the design size. 2. The blue hatched area on the site plan represents the 2,044 sq.ft. coverage area, which includes all covered porches, concrete pavers, patios, sidewalks, decks > 18 inches above grade in the design. 3. The requirement to also include the roof overhang in this calculation has not been the precedent with previous projects in Leeward Landing. All others have been calculated in similar fashion as this one. Can you provide clarification on why previous projects were not required to include the roof overhangs, and this project will be required to do so? If I propose a re-design to the client, they will want clear reasoning why their project is viewed differently than neighboring properties. 121 SYKORA DESIGN Jim Sykora CPBD, CGP 360-929-4639 From: Cricchio, Kevin <kevinc@cityofanacortes.org> Sent:Thursday, July 5, 2018 10:49 AM To: jim@sykorahomedesign.com Cc: Kramer, Steve <stevek@cityofanacortes.org>; Frisinger, Rob<robf@cityofanacortes.org> Subject: 3810 Leeward Lane, BLD-2018-0318 7-5-18 RE: 3810 Leeward Lane, BLD-2018-0318 2 Jim, Good morning to you. I just completed my review of the building permit application on behalf of the Planning Department to construct a residence at 3810 Leeward Lane. It doesn't look like roof overhangs were included in the impervious calculations for that area of the residence located within the shoreline jurisdiction as measured 200 feet from the ordinary high water mark. Also, covered porches, concrete pavers, patios, sidewalks, decks > 18 inches above grade, etc. are also included in impervious surface calculations. On your site plan (Sheet A2), you state that the maximum permitted impervious surface (30% based on a 15%or less of a slope as measured from top of bank per Shoreline regulations) is 2,044 SQ' which you also happen to propose. You may need to revise the plans to decrease impervious surface area. Thanks. Kevin Cricchio, AICP, WPIT I Associate Planner I Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orq I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 3 LEEWARD LANDING PUD AU DITO S CE TI,F,,.1;CATE 0 11 OF THE �F° :.f.. A R E P LAT O F BLOCKS 12 01 & 13 1 RECORD OF SURVEY AT THE REQUE�T�'-OF.�flALE K. HERRIGSTAD NORTHERN PACIFIC ADD ITION IN SEC . 23 , l0i6N ,.oiiiiBIL:..ilitk, TWP • 3 N G 1 E . ,• W.M . 5/121 County Auditor N. 07AM A` 5h Skagit County Page ,. .c f. 411:47ANt ANACORTES WASHINGTON -_ _ _'::: i w1 �` •'ITO �`*" " EPUTY AUDITOR / , soot' M a\ 10', c., i _j.Nfef3AL`�,� -013..M'ATION �::: / M E 2g9a 6Op0 is 0p\kR 1, " `" V) `Y' 1. A4sessor''is Acctunfi No.s ;•;=35Q:;:3-0-004-0007, P31716; / 6g5p'S� coAC,0- c,EI��R Q\pE. `''-\ �r, ' �i 3501Z° ':a,0f'%-01 •( i 17•.:3809-201-010-0108, P58264; S1 \1 1 S `, i:li`- + 1r�8 Y � EO� �pM O� � 0 � �. ;� " -�09-.�1���2;10�--..A 106`�f,P582 : P 6p 1* CPC F PN\( � 1� 1 91 a'- 5 w\D�- ;,`2..''(f ;Descriptii3ti_ aft ex tfon information is from the Subdivision C. 1� / + ,� pF id 04 ^c� S� �p �,I ,E Su.� _ arante F lic ft _ SG 080021 15, dated February 10, 2016. � -S �, FROM 0,9O OP �`,� w N \ ropert :;.i :rSUBJECT TO and T `. l;"=- his=R s; VN�IS 1 OPp 1�.6 OEM A �\ `r= � ':r G RO �� NE OF RpJ� / 0- 'S �0 Sj �SE�EN 45 !' G 1�, E ,\ ., ' jl � C�o P\pE / _ _ ptc.'t N i ,..�0"�h.., �'-.� ' :,ie3:t recorded under Auditors File Number AF #201 5 1 0070026 (PSE / 600 S� _ -- . _ f,C \ \ ',Y:. _ G .. easerri nt over newly installed utilities). Ng Mi i 4� �a0p6 �Gp'; , 0119 StwS \ (s+k't�: CA y :r}• Zoning: (R2) Residential Low Density District. y N1G� -� 1�54'2 600 „ .� �� '� �� \ in Z�C'a V.`' ''~ "' ''�, i 5. Water Supply: City of Anacortes. �zr 0R01 i N ��� 0 ' \. t N r `� d ':', _r1 t?"' 6. Sewer Disposal: City of Anacortes. NC gvt� \ BLOCK N g ' Q 7. Storm Sewer: City of Anacortes. 6p' �ECN `��' �' \ \ �' so ; r,�' . `' ' 7 8. • Set Rebar and Cap27807- / 0 M G �'. w Qt;; �' -50 G C\<�,pIC 9�� , ~'"` 45'�?�• ,- / \ +N cn c;+� ;,, LA t Cap 6pp3 Sog,. F gp,N ipP OF .mii\\.0 / \ o, 1201.:,.:=,A1 A`. `��. \ ,`moo 9. 0 Found Rebar and as noted 2-29-2016- p S� \ +r -• _ ,,, 4; '. 1 ,1 N D� 0 10. 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BEARING DISTANCE lb��+- ~ti2 SURVEYORS CERTIFICATE �"o \ HOA ��.' _ X �'. a,•S.Q� 59 g6' to 1 N 18'23 35 E 23.97 \ LANDSCAPING �: �= 1� g' E� y t!� n ' I herebycertifythat the LEEWARD LANDING PLANNED UNIT _ - . �:.a:-•=:.. ro9>k`� y 3 S 41'40�57„ w 33.98 \ _,•j+ i,�r ;. pK "j 1- performed by me or under my supervision of Section 23, . , `:, , t`� 4 S 20.1736 E 71.94 W.M.• that the courses and \ \ : "2.00' f�I(. Oil., �/ 5 N 69'42'24" E 30.00' Township 35 North, Range 1 East, , A;0 .-,° ,,:` N� '':• `-, ,'. f(`' PL i�- SEE SECTION TIE ON SHEET 2. distances are shown correctly on the ground; and that I have complied with the provisions of the statutes and platting AO +�- regulations and that permanent control monuments have been ;,,. _\ \, ,;;,x' :s,, _f;.::' •� \ established at each and eve ntrolling c rner of t e parcel ;.M \ of land being subdivided. �%� s_ %• + / DALE K. HERRIGSTAD, P.L.S. ,„ :`�`; . rtificate No• 27807 f ;;,-x • Date AA 4 v 10l 2- ol6 i = - PW 14-013-DEV PUD-2014-0001 SDP-2014-0001 ,,_. '., - • \.,` SHEET 1 OF 4 ~ PLANNED UNIT DEVELOPMENT 41) \ OWNER: LEEWARD LANDING, LLC ;� c �� \ P.O. BOX 319 :,•r,,t;,._ __•''` �' _-,•;� ANACORTES, WA 98221 DWN BY: DKH GRAPH C SCALE r';_ - '~'1. `-1, , SURVEY IN THE NW 1/4 OF SECTION 23, �" '' _ - 30 :_ `' 0 15 30 60 r . 120 CHECK BY: OH TOWNSHIP 35 N., RNG. 1 EAST, W.M. SKAGIT COUNTY, WASHINGTON DATE March 2016 .c.` -,,._, ..,:I ( IN FEET ) il- 1 inch = 30 ft. — ENGINEERING & SURVEYING SCALE: 1 =30' '::;:•::-�;l::::: HERRIGSTAD SECTION 23, TOWNSHIP 35 N, RNG 1 EAST 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8804 Job2012=83 LEEWARD LANDING PUP _ — 111111111110111111j.4 .,1111111 A REPLAY OF BLOCKS 1201 & 1301 OF THE 201d:�510028 Skngit Goun'rxk\udtkr. = $173AD NORTHERN PACIFIC ADDITION IN SEC . 23 , 5t12l2,Q6 'I =;2" ,w 4 11:07AM TWP . 35 N , RNG 1 E . , W. M. O. -`'�_ _'. :;:. Ir. 15 14 gg , :i~ 47 ANACORTES , WASHINGTON '� ;r;,'` 22 23 �' _ 4. r G optima o� ..: -_� 0 NEE(kV� 9'Oat! ),. ..1 -'^.�;: \ �054'24 Q� `,.. % s�..,. `_� \ ` BLOCK y N \ ‘..)J `� ( o° k: 8 3 \ -> \ . \\ �1`4.` ''1V: _ L ''=y'.r �� `• ` �% 1101 * 1\'\b. LA �0 z� ° \ . _:^\ :,: '` sue \ \CT \ 7� ,� GtP ti, `V 5`O i l./t 1 .., _ \ •}. \ 1 1 • �(�1 ... ,..,i'----N;i. 1.1: t'-' ..,.,.. ,4.20,0...,‹ •_ , , sG Q� A _ -_. :0 \ \ ci P Sap 3 J \ �, is \' \ `Z Z �� �- Tr‘ -( 2 1O Z9 26 1 / NcC\ c't 1 \ \': -it \ \ \ \ 6°°0 6g o �O N \ \ o// i. 41. \ 1! \ 26� \ \ N 0 & \ \ T-P 7„ -1...j, .::. --c.,,,. •,6,-,1,,,,,.. . \ 1 \ \ -- -- ' p�162 592° o \ 9 ° - \\ BLOCK \ -o'%/ -,. \ \ \ \------ sol'' 1\ \ ` _ X' --- --------------------\ 0 in P i's_ .Liti, o_ ° �� M\Ndik s • ' - 18\1' cr),:, ...... 1 .41.:4.7-Y_. \ ,,,,,.. .,. .2e, -,;.. \ \�, �, \ \ \ ` 4'• ' ...=:• ~ �...:� ,, �6/ ' BLOCK o cn 1 r'' ._: �' T' 1 'I � r•-...:. C'''.4 \ 13 6 .-- '2. -\ 7i 1 / 0 0 1401 '\ \---------- %.. �, V �, O N \ 0 \ \ _ ?i. �i/\( \ o \ „ii*,....„. '',.. ''il.k. 't;.;., '7-4%. -„.. qp r Q q4 a- , 'gr. -,ief,.\. `ii� ';; `11\1111111)U))U!)U11U)U))IU)NU)1!))))11)1)7U/I, ________\ bc6 .c-' ' HER ;, - '`�, NOTES �y ' �:`pF Asy''.7U' ______\____ __ .-- -.-Imik O,�ZvQ' ! a„ 1 , 1 302 1. ® FOUND CONCRETE MONUMENT IN CASE WITH COVER 5-22-2015. ',�# �`� 2�pA•� 9 • ;;"` -�� _ ,.." — 2. 0 FOUND REBAR & CAP AS NOTED VISITED 1-15-2016. 14 . i 1 1 Rp5 QZ 2 tiJ ',t ^ �_ S. pFC�7807 - 6g SAL LAB Y• •...t.., gyp' t�' iv C~ '^ I �w IN sY N. =` _ 5 PW 14-01 y PUD-2014-0001 SD — �� - P 2014-0001 SHEET 2OF4 ,., �, .,_./TINi G NCRETE:tit MENT • =�' ",, SE VISITED PAD UNIT DEVELOPMENT REWARD LANDING LLC ,:= -i_ ' 09 OWNER: t, - .�.;; P.O. BOX 319 :r `=; . �' " GRAPHIC SCALE L ANACORTES, WA 98221 v Z iDWN BY: DKH ~ 50 0 25 50 100 200 `' _ SURVEY IN THE NW 1/4 OF SECTION 23, CHECK BY OH `'''��= 2- 23 TOWNSHIP 35 N. RNG. 1 EAST, W.M. r: - `Y 1" SKAGIT COUNTY, WASHINGTON DATE: March 2016 ( IN FEET ) _ :; F 1 inch = 50 it r `r-`� HERRIGSTAD ENGINEERING & SURVEYING SCALE: � 1 �50 4320 Whistle Lake Rood, Anacortes, WA 98221 (360) 299-8804 Job2012-83 LEEWARD LANDING PUD iitHilihIIIIIII i...i; -1 201605, # 0O! 8 A REPLAT OF BLOCKS 1201 & 1301 OF THE skagitCountyAudi�;dr` .ji, "w; S173.00 5/12/2010 Page';! ;,,=-3 'Sf 'a 111:07AM NORTHERN PACIFIC ADDITION IN SEC . 23 , ANACORTES WASHINGTON ki.„ It f .1Y _ems CONDITIONS OF APPROVAL SIGNED JULY 6, 2015 . LEGAL DESCR: � ?TICr: ' ::f=�' i ; = ` r Lit PARCEL "A". '' :_ ail.;,, :; ' _.: „- .. 1 . Sanitation, recycling, and compost collection shall be picked—up from the 13. Development shall comply with the issued SEPA Mitigated Determination of "-" "•- . ti % :: internal private road serving the subject replat/PUD —not placed on Oakes NonSignificance (MDNS) mitigation measures as follows: "' 'sa: '' `- r'� ' Lots 3 raq h 10J inclusive, BI'a4k '20,1c),- NORTHERN PACIFIC ADDITION TO Avenue. A. Development shall comply with all of the recommendations of the ;, ' Geotechnical Evaluation prepared by Geotest dated November 4, 2014, listed ANACG TES, t2g, pal p f�-;.rec rded'=;in;;•*Jolume 2 of Plats, pages 9 through 1 1 , 2. There shall be no parking permitted on any portion of either Oakes Avenue therein (MONS Condition #1). in.clusiv$� r' nrd �:ot Slq gra. County, kashington. or the one—waystreet located within the development. No parkingsi na a shall '`, C:. '• - '• P 9 9 B. Pursuant to City of Anacortes' Shoreline Master Program (SMP) Appendix • "' '' be demarcated onsite. S;ltuc in'`.the'"•: ,.,,.,or Antkcorits, County of Skagit, State of Washington. A-3.9.4, unless otherwise provided or as part of an approved alteration, removal • of vegetation from an erosion or landslide hazard area or related buffer shall be.;,:,,Y_ PAEL -'B": - '``f 3. The proposed storm—water conveyance to the public outfall and easement prohibited. The applicant however has submitted a geotechnical report, tree ;;, N. %, shall be considered private and maintained by the property owners of which it preservation plan, and landscape plan addressing proposed vegetation removal. ',.: ,-4 j=,4 " serves. ;, All that'=.'i:po*ion of-`''the right—of—way of the former railway of the Great Northern Any vegetation removal shall be consistent with the submitted geotechnio� l;n.;;,;,..,: "'-:_- Railway ` orr pony in Section 23, Township 35 North, Range 1 East, W.M., report, treepreservationplan, and landscapeplan (MDNS Condition 1'1 4, The proposed 10—foot storm drain easement and collector system near top P P LL " escri .„ follows: of bank shall be private and maintained by the property owners of which it -.J.,. " • 14. The Homeowner's Association shall be responsible for the mawte Dance of '!= '' serves. Pegini at the Northeast corner of Block 1201 in Northern Pacific Addition to all landscaping provided along the sidewalk fronting the subject prppeCty that :on, Anacortes, as per plat recorded in Volume 2 of Plats, pages 9 through 11 , 5. Proposed 15—foot sanitary sewer easement for pump lines and collector side runs parallel to Oakes Avenue. The height of any trees planted thgeirr,tshall be ':, ''! inclusive, records of Skagit County, Washington; similar to the landscaping in the San Juan Passage de; iGp7n ent Pqp �f'�nting ' gg service pipe on the north side of the proposed manhole will be in a private thence Northwesterly along the Northeasterly line of said Block 1201 extended, Oakes Avenue. This shall also be reflected in the CC;& s.•: ,:�iditi ll 'i. thel'-:; : to a point 15 feet distant Southeasterly, measured at right angles, from the easement and maintained by the property owners of which it serves. } : >� Yr = maximum permitted height of the fence proposed Scala Watt) t1� 1t' it yari�""M a., center line of the former railway of said Great Northern Railway Company, as setback shall be five (5) feet from grade. .: '-` '�'"' :: located and constructed on March 6, 1940; 6. The project shall comply with all applicable Shoreline Master Program =' "'� regulations, including but not limited to, Chapter 5, Shoreline Environments & _ thence Southwesterly parallel with said center line and 15 feet distant there Associated Policies and Regulations, Chapter 6, Environmental Protection General 15. Before final PUD/ replat submittal or. approval is;; given, thepicant/ from, to the Southwesterly line of said Block 1201 extended Northeasterly; Regulations, and Chapter 8, Specific Use Policies and Development Regulations. landowner shall submit a 5—year mainteirY$n&e•�:_;gnd' ;noili_toring plaj4 to; the city thence Southeasterly along said extended line to the Northwest corner of Block for approval for all planting along ,LJxv public trail, pt; vatku.trailL4idei alk located 1201 in said Northern Pacific Addition to Anacortes; 7. The following are the minimum building setbacks from the respective within the right—of—way, and plgp ng,atwithin''t}he 't ,ati , Grow£h P:n5tection thence Northeasterly along the Southerly boundary of said Northern Pacific property lines: Easement (NGPE) located onsite:-;;:. ". -<;,, , 'r"�:.:.-„::i. Addition to Anacortes, to the point of beginning. A) Front: 20—feet ~' Li B) Rear: 20—Feet C) Side: 5—feet 16. As modified since the SEPA ONS'�`twas issued, dill structures shall be Situate in the City of Anacortes, County of Skagit, State of Washington. setback forty—five (45) feet from thy__topt,;,of t} 6 bdhk of the geologically "., " PARCEL "C": 8. Both Tracts A & B shall be owned and maintained by the property owner, hazardous/ steep slope. ";.• " property owner's association, successors or assigns. .. ; 'Al. 17. The tweTtyyright (28) foot high detoA,&d accessory structures (which may Lots 1 to 10, inclusive, Block 1 301 , "NORTHERN PACIFIC ADDITION TO 9. Private utilities shall be owned and maintained by the property owner, include ADUs)6'Iv hall, not exceed sixteen (16) feet in height (maximum) as ANACORTES," as per plat recorded in Volume 2 of Plats, page 9, records of 1 Skagit County, g property owner's association, successors or assigns in a manner to ensure their measured abov rpa s. g' Washington. functioning consistent with applicable regulations. • '�` ~' Situate in the City of Anacortes, County of Skagit, State of Washington. 10. The lots in this subdivision are subject to applicable water, sewer, and '= ''; ::; stormwater general facility and hookup fees and transportation, fire, and park <. ''',. `t :.,,-N:._ ' PARCEL "D" impact fees. These fees are payable at levels in effect at the time of buildisaf- ti • - permit issuance and may differ from those fee levels currently in effect; secer "ki. `' - - • •"'°- That portion of Government Lot 4, in Section 23, Township 35 North, Range 1 and water latecomer charges may be payable. ,;,, ''' ,,,'. € �' +'er East, W.M., described as follows: 11 . Unless otherwise outlined within a vegetation management pein~tt.;,ha M ''_,, y ''_ • ; t' Beginning at the Northwest corner of Block 1201 , "NORTHERN PACIFIC ADDITION been approved by the City of Anacortes, within the NGPE, veget lop`- or trree • = ,: ;: TO ANACORTES," as per plat recorded in Volume 2 of Plats, page 9, records of removal, topping, or trimming is prohibited unless approved by ; he City. The -,•:4 .a.; Skagit County, Washington; applicant would need to submit an ISA certified report that stales a tree is ,' -: :" thence Northwesterly along the Southwesterly line of said Block 1201 extended, dead, diseased, or dying and hazardous to _surroundinsati es, a1vngiwith a to a point 15 feet distant Southeasterly, measured at right angles, from the geological hazardous area critical area report to tl- Cali. of;_Anatort s' Planni j centerline of the railway of said Great Northern Railway Company, as located and Deportment and Parks and Recreation Departmerr-Yo. :revl*w `rztnd ' pr&w ,,. ;!e'' „ constructed on March 6, 1940; vegetationthence Southwesterly parallel with said centerline and 15 feet distant therefrom, Notwithstanding, tree removal from;�n a�sion ot.,-lar��siia��:_�}�azard ,.,;;8� to the Southwesterlyline of Block 1301 in said Plat extended- Northwester)area and its associated buffer is prohibitesi?$er�sIP;MC §r.;17.70 6644). .-- ``-' Y� ' t1 ' - is thence Southeasterly along said extended line to the Northwest corner of said 12. One twenty—eight 28 foot hi h;l• " .eta #iea=.,z000 -suare fact :I-naximum) Block 1301 ; accessory building is permitted on;eackelot roviderjti`-t is in compfance with all thence Northeasterly along the Northerly boundary of said "NORTHERN PACIFIC other bulk and dimensional stan6ar `for the '*ne ;:except where modified ADDITION TO ANACORTES", to the point of beginning. through these conditions of .tprq'wal. Wh,p<= ; an ` ceseory dwelling unit (ADU) is proposed within said building, 'the i.tivinJg:apgi e shd ncr .. exceed 1 ,200 square Situate in the City of Anacortes, County of Skagit, State of Washington. feet. Impact fees & GFC shall ''die iyab ' at the ti%e kif building permit issuance for both _,Itie Atthignd +ji ima ;ji' residence. The 2,000 square foot (maximum) perrpt tec1;:=,taecess bi1'itdiri!t, size and 28 foot high (maximum) height limit varnnce/deviating o'4Jy ipli -• to lots 3 through 9. Accessory structures on _fiothr 1 , 2, & fp, sripll rrt*et urrent zoning code standards including., but dot `.limited to refpxirnum p ?mitted building size and height. 1. PW # 14- 013 — DEV :. _ •`" -`tc=:.� l"�:�� PUD - 2014- 0001 , SDP �• ._,,.•L• .:y - SHEET 3 OF 4 '' - r,- - PLANNED UNIT DEVELOPMENT OWNER: LEEWARD LANDING, LLC .21: ';a_ =...-• '�:r,;... '=t. P.O. BOX 319:i:,• _-,;.s•_ `„nnti JUIIUJU imli UIIIIIIUUIUIIIIIJ, , ±:. -...ill `.a q... _ y R, 7 _ ANACORTES, WA 98221 DWN BY: DKH -' ;_ v` of.•WAS: �� 'f►� SURVEY IN THE NW 1/4 OF SECTION 23, • = . %. ' ��A TOWNSHIP 35 N., RNG, I EAST, W.M. CHECK BY: DH _= 1 �i 0 .S Z �r+/^ SKAGIT COUNTY, WASHINGTON DATE March 2016 ;,t' a"ki„,,.. 7 �^ •e. c1STERtix• ' / ~(D+ �.,;;. "!^ = 1°''"� '�"0 SCALE: noted HERRIGSTAD ENGINEERING & SURVEYING faMiliffrrriuraru1118w(ftaaaarama�`` Job2012-83 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8804 - LEEWARD LANDING PUD IlIIjJIjijJV A R E P LAT OF BLOCKS 1201 & 1301 OF THE Skagit County Auditgf ^:axe_ - $173.0U NORTHERN5N 2/2016 Page� '__,-: of -, 4 ;};07AM PACIFIC ADDITION IN SEC . 23 , ! '.1, it TWP 35 N RNG 1 _ � . � •,:_ DEDICATION Ni,�` `t.: ° Know All Men bythese Present that SKAGIT'= AN. Md'i ram. Hciers and z` ANACORTES WASHINGTON re$s °� LEEWARD LANDING LLC, owner of the ,1Sft`i hei` by '{�Tatte,d, dte!are,;this plat and 9 dedicate to the use of the public ,;it''reve,' stree s d cit es shr,wn hereon and the use thereof for all pub4i " purposes consfster - with[fe-Se thereof for public highway purposes togej l:i r,.4th the; f i ht to ' natte all necessary slope for cuts and fills upon the lots tad ltlocka:A4hgWn herei ir`r:the original reasonable EASEMENTS PROPERTY NOTES: grading of all such street and:;,ave rfi s ..shown hereo!'ti The Owners and their 1 , An easement is hereby reserved for and conveyed to the PUGET SOUND �` �` 1 , Tract A is to be ranted to the Leeward Landing Homeowners assigns hereby waive; Gll cpims'''=fQr dnages �egtJj�^,St which may be occasioned ENERGY INC.(A•F. NO, 200807140094), FRONTIER COMMUNICATIONS TELEPHONE g g to the ent prop4rtie;, b ,,the T,:_onStructicani; dr+rnage and maintenance of said Association for the purposes of a pedestrian trail, storm drainage and road a d o area. �,., `�:. •. �- COMPANY, CASCADE NATURAL GAS COMPANY, AND COMCAST CABLE TELEVISION r ' : : 'A •,,.,- COMPANY and their respective successors and assigns under and upon a 44 landscaping with the construction and maintenance being the responsibility i foot wide private access and utility easement across lots 2 through 10 as of the Leeward Landing Homeowners Association. „ v r,; ;_ ,;. .�- shown on the face of the plot and extended to the Oakes Avenue right-of-way i . �'';t "` ;,, '; '4: •• .it..; `r;•, II, " through o 30 foot wide easement on Lot 10 and 44 foot wide easement on Lot2 tact B is to be granted to the Leeward Landing, LLC. The 15 foot ��•:•_ ,_� -•_.. _ _ wide trail easement shown across Tract B isgranted to the Leeward LE A IN&:fiite '```` '` :;r' •� 2 being the full width of the lots at Oakes Avenue, as shown on the plat, in �;;. ., ;, which to construct, operate, maintain, repair, replace and enlarge underground Landing Homeowners Association for the purposes of a pedestrian trail %_ �• = . 'th..` "T , •;. with the construction and maintenance pipes, conduits, cables and wires all necessary or convenient underground or being the responsibility of the Leeward Landing Homeowners Association. \�"` ''i �;= ground mounted appurtenances thereto for the purpose of serving this ;,: s; subdivision and otherpropertywith electric, gas, •_. KAGIT 13 telephone and other utility ,E -'2. r,�:..: service, together with the right to enter upon the streets, lots, tracts and �= -t: _:. ,. '.`" :: ;:: : ,eta of Wa."hin'`ton spaces at all times for the purposes herein stated. _: ,, T s• Y "'' ..,� rr e MS 3• IP�b er 2. The private rood within the 44 foot wide access and utility easement will be `` I aertify�' ?�at��f know of have satisfactory evidence that tic the responsibility of the Leeward Landing Homeowners Association for the ' . ...sign :-thWA• nstrument, on oath stated that (he/she/) (was/are) authorized to execute the i; . purposes of a access rood with maintenance being the responsibility of the 'i`: etstrument and acknowledged it as the N�WLhe�' of Leeward Landing Homeowners Association. "` Si 1:1FEWARD LANDING LLC to be the free and -'' y•~``' voluntary act of such party for the uses and urposes mentioned in the instrument. 3. A Native Growth Protection Easement (NGPE) is hereby reserved over the f '\, . 1h:'• Given under my hand and official seal this day of 20 1 area on the subject property located within 100 foot landward of the Ordinary r'' � `4 , . :,-::-,•- � M z, _ Notary Public in and for the State of Washington HighWater Mark. The NGPE shall remain undisturbed except as authorized by :; the City of Anacortes after review and approval of a plan for the activities as I. i Name printed �,1 Y1V1 �L 1�2�(I tl� described in the NC-PE agreement recorded under AFN 2(`2_I (ebKJ_ S17240 , _;Pa.:S.4i4.):,.. l ,���111111f, ,, 'rr O. '` Residing at a�X�3l f�ch Crsv�s �.```, WELLryF',, 4. A 15 foot wide sanitary sewer -easement, 7.5 feet either side of the "' _ My commissions expires Olt 4/2 g , -*..• Y property line between lots 6 and 7 is hereby granted to the Leeward Landing ''.y it `~ y `} '"r: :,::. " � ¢; ,cPR Homeowners Association for the purposes of sanitary sewer force lines to each s•;_ ... ,� �_r individual lot. The maintenance of each line is the responsibility of the lots for :. _ = r c�- which they serve. !_" '' - ,'���rFOFw�S,. 5. A private landscaping easement adjacent to the private access road across ,;, Lots 2 and 10 as shown on the plat is hereby granted to the Leeward Landing 3' _., ":; Homeowners Association for the purposes of landscaping and maintenance. .4,,,_. '` :,_ ' tr: State of Wasstii_n�tQ ti. ,, County of 1r ei 6. A 10 foot wide storm drainage easement on and across the northern 5' . .;F:-.:_ I certify that I know of have satisfactory evidence that -AL -( portions of Lots 2 through 10 as well as Tracts A & B, centered over the ;41f. `*t* , •storm drainage system as constructed is herebygranted to the Leeward Landing '``'= ` ,•"` a' < "r signed this instrument, on oath stated that (he/she/) (was/are) authorized to execute the Homeowners Association for the purposes of storm drainage and maintenance. instrument and acknowledged it as the Y 1L� { l �e-�-� of . G, :: •AN O.RT S APPROVALS :r a, t SKAGIT BANK to be the free and a 1-t:Tfi, Pfti ring` nmrrii�'s of, ' Cit of Anacortes meeting in voluntaryact of such 7. A 5 foot wide storm drainage easement on and across the eastern p r'ti 't z, t. 1-"4 ` party for the uses and p teases mentioned in the instrument. of Lot 10 adjacent to Tract A, as shown on the fore of the plat is her ;regs�� t€' s@.fit ion did find that the ' ": teeicbrq:-candiiat' PUD serves the public use & interest & has Given under my hand and official seal this day of 20 �� granted to the Leeward Landing Homeowners Association for the purposes d 'u;I ' ; t�thc3red the Subdivision Administrator to execute its written NotaryPublic in and for the State of Washington ,t'"""'' ,. storm drainage and maintenance. _}:-�„-' g E ..\�� ' o E....ctQ�„': ;r :<t: a a Name printed CAA i'llrl (� L WQ,LL Q..� �,�Q•s, ,A 1'. ..;r '«; 't l''d�X C131 �-tC_C.Me.S ��,g 1ARV Fd,'. 8. A 15 foot wide Private Trail Easement on and across Trg'*t ' centered over`;;; ;;.ems`' Residingat the existing trail location is hereby granted to the Leeward lLndhfr Homeowner '' _,,�;� ao ..z=g "=E, :signature of Planning Director Association for the purposes of a pedestrian path with: the rr ainpenance being- My commissions expires 4/'I I ZOL� _ �c :o_ �'''AQorov I by the Council of the City of Anacortes, WA, this - ` �,-0zit; the responsibility of the Leeward Landing Homeowner:''Associdtion t_ == Q C! c. ' . ''' "' '<• � day of _.c�, 201 i. -.'Pes.• APR&0•.c�`?. ;:i =.;_- . 't:,. ;r. ATTEST: City Clerk %jF F `Ns`N NOTES _ -,,,I��,tt1�1 F. "• •": -"' '`' Examin approv this5-<- _--f_-- day of �1 V , 20��, 1 . Subject to Declaration of Covenants,",,, orY itionsyr'` e' rictid �, N. SKAGIT COUNTY TREASURERS CERTIFICATE (CC&R's), Geohazard Covenant and; aP,E 1 inhz ici 'A'greemeit ,.^ccorded I certify that all taxes heretofore levied and which have become a lien upon the together under; :;•= ' • `>;;.• ,;:r''`' = lands herein described have been fully paid and discharged according to the " ' �` " city Engineer f "A '"' records of my office, up to and includingth AFN 2.01to05 f tc' 2,p, -r:2Uf4n5/2 :5 .- Jr ,; 'k; e year of 20 [ Le Ska `;` -1,:=,`" ��- CiTY TREASURERS CERTIFICATE Certified this t day of 1�� , 20 Ile .��� OFFICIAL °o 'r- i;.: '' gay �` '� 2. The PUD refergt ''-•xa �nbe►`;tPUD14-0001 aiddate of approval I hereby certify that there are no delinquent special assessments shall be include in_a deetJs and. cc; tracts. . i '�� :0,- •�•'- : =; and all special assessments on any of the property herein contained � �( �.,>r HMI • `" `"' "''!_.. `''� !'� ry'`' dedicated as streets, alleys, or for other public use, are paid in Skagi County Tree urer 1 1 k ice. r = full. iii ''" 'at cSi W. ftE = ler \CM:70jQ vt a CI - This day of Al 20 `^ _ [ 110 . ,,€� �l�Q PW # 14013DEV 4- =�r:,__,:. =;. °:,_ = Treasurer, City Anacortes PUD - 2014-0001 SDP - 2014-000 ;; = �:_ SHEET 4 OF 4 z ''!;- 'r. -._. PLANNED UNIT DEVELOPMENT OWNER: LEEWARD LANDING, LLC :, ,., olumminamminnumappmmnp, P.Q, BOX 319 = ''� NERRI - ANACGRTES, WA 98221 `1 • = w..of WAsy�c:pI ,;;, _ v: =;,. SURVEY IN THE NW 1/4 OF SECTION 23, '� T 1 tr- � ,TOWNSHIP 35 N, 4:,-; ` r `i �^I�� / �'� �f� = T , RNG. 1 EAST, W.M. CHECK BY: DH '' '`` N; Z eo, _ _l� SKAGIT COUNTY, WASHINGTON '�,, _ s _ Yt� DATE: : March 2016 HERRIGSTAD ENGINEERING & SURVEYING SCALE: None 4320 Whistle Lake Road, Anacortes, WA 98221 (360) 299-8804 Job2012-83 — _ �FSiG}",:CD Cy SMALL FARGEL STORM MA ER PLAN LAN] SGAFL LE E D J. SYKORA, GPBL s, '� ( 1 ) SFSP# 1 CONSTUCTION ACESS ROUTE /� /�A) A STABILIZED CONSTRUCTION ACCESS TO CONTROL THE L V N AREA i ?„_, , TRACKING OF DIRT AND MUD ONTO THE CITY STREETS SHALL BE NI INSTALLED.ACCESS TO BE CONSTRUCTED OF 4"-8"QUARRY 1" = 4.0' U.N.O. 00 SPALLS AND BE OF SUFFICIENT LENGTH TO CAPTURE DIRT AND d.,,. y 'L' MUD PRIOR TO CONSTRUCTION VEHICLES ENTERING THE PUBLIC c� / ROADWAY. CONCRETE DRIVE 5-14-16 ® 1 1,000 SF 5P5P#2 STABILIZATION OF DENUDED AREAS �0. '' �} L. 0 A) EXPOSED SOIL SHALL BE STABILIZED USING MULCH,PLASTIC a• �o.o ,._ N ''' COVERING,50V,SOIL BINDERS,OR HYDROSEEDIN6 IN ORDER BED -- TO ELIMINATE OR REDUCE SOIL EROSION DURING THE 4 MULCH — PLANTING B E U �•,. ' �`I 1 l 30 � � PROCESS OF CONSTRUCTION AND REDUCE THE TRANSPORT OF PI 7:OHM @ M VIII 1.7:r: SEDIMENT AND POLLUTANTS BY STORM WATER. CD fr4 5PSP#3 PROTECTION OF ADJACENT PROPERTIES �i�i�i�i�i�i�i� LAN DSC�AI�E D r� \-** © 674 A) ANY ADJACENT PROPERTIES TO THE CONSTRUCTION SITE SHALL (��������������� 241 \ LOT 4 ����•����•���•� ROGIC �I Of =,= BE PROTECTED FROM SEDIMENT DEPOSITS THROUGH 7H)r USE OF1'0`0'!i0`0'0'�'M dY2 Zoq� 1 <~ dj"� r^3 P 5l-OF= .���i��_L�:.���L� r I >0 u� I 1 �� �o• i-�, TOP O SILT FENCING,DRAINAGE BUFFERS,STRAW BALES,STAKED FIBER - Y;�' N�� 03 ROLLS,OR ANY OTHER APPROPRIATE BMP.DEPLOYED BMP'S SHALL / ' BE MAINTAINED,REPLACED,OR REPAIRED A5 NEGE55ARY DURING ANAL � p�� � P �* 1 l !-;- - Ctl THE COURSE OF THE CONSTRUCTION PROJECT. DECIDUOUS TREE /tit r / 5P5P#4 MAINTENANCE t� Sim ' � �f �, + / f C / A) MAINTENANCE OF EROSION AND SEDIMENT CONTROL BHP'S LO�r f _A SHALL BE PERFORMED BY STRANDBERG CONSTRUCTION AS _ NEEDED TO ENSURE THEY PERFORM OVER THE COURSE OF au. THE CONSTRUCTION PROJECT. b05 SF 1 \ -� .f --- 6ONIFER TREE <°:(-0 \ , ppti / ,zr�,� 41) SPSP#5 OTHER BMP 5 W•dC GM • OP OF� � �, A) IF DURING REGULAR MAINTENANCE AND REPAIR OF EROSION AND SEDIMENT CONTROL BMP'S IT 15 DEEMED NECESSARY TO MODIFY OR ._ \ -r` r _ IMPLEMENT NEW BMP'S,THEN A NEW STRATEGY SHALL BE E ' / DETERMINED AND DEPLOYED AS REQUIRED.PERIODS OF HEAVY RAIN, c CHANGES TO SOIL STOCKPILES,INSTALLATION OF LANDSCAPING L� A / E 6 y�icrr l 1�_ MATERIALS,INSTALLATION OF IMPERVIOUS MATERIALS,OR SIMILAR �� SHRUBS / PLANTINGS ry i= l • ? + .s "` \� SITUATIONS SHALL BE MONITORED. co, C �w _ L }J;'1 'grJ .i'e1/ Lit _ ' L h °� °°'`' !_ MINIMUM TREE DENSITY z m� 0 \ `, /'•�- '-s - ANACARTE5 HUNIC.ODE•1G.50.0T0 i([� qq Ill Cfl co �r,___. '/ ` ,^ �� f' `'� , y Calculation of the Total Tree Units Required.The total number of tree units required CI ea 0 r—I Zi u 11- /° / �_, , \ �, to be provided by a regulated project or tree conservation permit approval listed In 5 n g = Ei Ei ' 84 ,V A ` ,, '„`,+ \\\\‘ Section 16.50.100 shall be calculated by dividing gross site area,minus any public or En a•-Q . m �0 1 =''� / ` I n, ` ` aim private street rights-of-way,by one thousand Table 16.50.120(P).The result of the j ..- 1�• Co i 1t;1 4�Mo^'`v� calculation will be the total number of tree units required for the project approval LLI \ b 0 v� .It- , I f s'+ 'GI,:;i i \ within the building site. 0 /%Q�� � 1 r �/ ;�� w. `'. ` LOT SIZE :18,8'10 SQ,FT. TREES REQUIRED: 19 0 u�, (N _ _ --' \ 0 Lti -7 " Ni _,r ;� .aQ `��\ ��� `� LOT INFORMATION — Q �- J f�M41' , �'• { , ' GARAGE \ ..I i LOT SIZE 18,870 SQ.FT. Z �q0 1\ 't „0-, SHORELINE AREA NORTH OF 200' LINE: 6,816 SQ.FT. J c��/ l� ., rcOf- v W '39 gi t• y�M F `" MAX IMPERV. ON SHORELINE AREA(30%) = 2,044 SOFT. lU I-- ON �� _> ,o,F?.,19 :�� _ v 1�J '; " 20 �I 5 %� % ^`, a' ACTUAL IMPERV. ON SHORELINE AREA(30%) =2,044 SQ.FT. c 'i� s 14 =o m I` i ati ii.4,1' / MAX LOT COVERAGE(35%)= 6,604 SQ.FT. O of O , ,a 96 :I% 1 o f 0 m Z. elh- \ '4( t a / `%' FOOTPRINT OF HOUSE/GARAGE 15HOP :4,63"f SQ.FT. \ \ 1 •"''-,- -sue IMPERVIOUS DRIVEWAY AREAS : 1,308SQ.FT. t �''• .1 TOTAL IMPERVIOUS AREA : 5,945 SQ.FT. \\\ \ \\\t ....'''. tX$ __,-r‘A % PARCEL # 13315S 1-1-1 il- ""� � 4„ qo � \\ AOP1NPNEES:aEO3M81A4MLPEELANARD� kn :ig. ARETT ; �"' SHOP /\\ :.---- 0 xi �.`'v n c,'"' /..4.1 \I CI Z 1.-Ti 104 y` IP 1 1(; ' 1 4:/ -,A,:g 11 fl— 91 Lid tt \ ,_, /\ ,F 108 \ r'r''ri Oct E Da g. \ .\ 5I a7 za '�``m 18'HEIGHT RESTRICTION FOR SHOE/ P i 12 � � MEASURED FROM OAKES AVE. g` k n 11� 4 — — — lia i�. 1 I 0 co-, - ({11 p a \ ,-.---"-------- I . . DINNER APPROVAL �'= ,�J i INITIAL: ,; PAGE: \ L''''''--3 r) U - i �, OF: i Q J. SYKORA, GPBL 1/8" = 1' U.N.D. \-- - — 81 '-0" \ ATE ‘ 4'-b" 331-6" 4'-0" ", 5-1418 0'-3" -.0.-s3'' 22'-31/2' W'3-5070 N23-O2O I I IN24-3020 1'-81/2' Cr)HDU2—.) _ � 4.x6 0196" - \�6XBPTPC Z HDU2 [ (----"CL: 5'-0' 1 3' S_6. O �1 3', "` 0 Fin (1) U..I 0 10 ego' I=, —DECK LEDGER SHELVES BYO?MNER �" seeNOTE TC L o_ IIIIC:) BATH HIT --1A (9)2X4 POST CONNECT TO FOOTING WITH HDU2rat I - UNDER DECK AREA a ���l4 5G =T BEDROOM # 2 ® � li _ )1:113 10'GELLING `t--i--6'•6' \ 1lb 50 FT I O ...is. SEE NOTE i r' DRYWALL COILING Ip rt SEE NOTE ,. \ii ; STORJ4GB I , ) ^3 d . c.., \t \Ifii C117\ )%i � '' 1305GF7 br. 0❑ ' Id CEILING ®46" I � ' CCI \ \ HDU2—® O 9 HDU6' La • io:Ko1j' ..a .• k......,H bo�21B _ ,) HDU2-. (212x6 POST--� 4 CEILING _8'•0 _ 1.I CLOSET (<i Ed or I Ic tt __ '_ . I I / 6X b PT PO L ACORI I _ � a -�. . . , 4! �._(3)2X4 POST ,ep li DxUBI�I �f— (2)3x6P06T HIM tCO ® A - I Eata O O I # DOOR R,O. Y E -0 m e-- t 22 HDUB REFER LAUNDRY I_ i �° C 391-0" 189 5Q FT ^o ni a o at ax6 1© 10 CN rn h �nV. z o ft (�7i Iy E ' - .. ..-. ,. ._ mow... .- ___ _ _ .--- .-_ _ . FRZERI IO'CEILING I .- A D % L _ w� I WINE FAMILY ROOM 9 z , w m - — 623 5G Fr O X K r r iix Sr--- 31•0' ,S W Q Q U. n 4'-T 112' '}, T'-3" u xt ( I O Q 4? v cV ' • . • I 6Gtl0 m 96° Uti?) O Q 7 A i _ '' } — or 410EILING 10'CEILIN6 Sn al < (c) al CLOSET visa PT 'el 10'CEILLJ6 ; � ` v •-• '`1 F ° ° . �' O n DECK EDGER i'il { v 4xb SEE NOTE _ . IA al I UTILITY r f 946 I 153 5G FT 9 CEILING �o n�LJ0° J i t. I I thl 7'^• ,CI /��- I DRWIALL CEILING - /�9 . �% f-_b%6'PV P05T O a• K! , - '-' • (2)2 X4 POST._ '_ I _ y�! -y /� �•� = i - .' / --(5)2X4 POST. L ■ 1 V af---� 4 JUDO JF� )? in c INI-1 /1,IR� 'k T-T' i I ^� v 1 i�HDU6 I. sn r- cE. O Q T-3046 W36.304.e t V 1 \---•-410'-� 1010EILING y� J� V #� O A 3'-0` l4T. 3'-p" � 2,-2.� (9)2 X 6 POST-- - O I— t I �4 0'-3' iL r I �?^ ®DOOR R.O. r— 10'CEILING 0 - "� 0 I— UP FIA.L L+ - I; to a _1 LU 0 o iJ-1 ■ 4 m 123 5G =r u, OFFICE J Q Et 0 I IT 244 5G FT aX6 Y F O w N y 3Gw_v S v ' (L (y. .L- 4X6 ®96• ®96- S m y cc, , in �- 1 l� J MUDROOM ---- . fir--=HDU2 . V $ IRSO IO'LEILING 2�0 5G! FT axbLATOR 5'-6" s 3'-0' . ► o® . - - - e - I O N EXTEND TO FOOTING BOTTOM REBAR A ] ®DOOR R O. in ®96- g 1 S / mt T. +r' I ax6 ®96 --TlB"'• Sr THREAD __ - HDU2:6 / 1 r _.T/2,"ALL THREAD �, 16 — W4''3554 fii 1,p. 50.. 3 0' * ` , Iu� N. 52'-6' N. 9'-b' 4'-0' Z - - 111-0" * 10'-0" \ A AREAS Z •_.! !!!! N in ty RYE MAIN FLOOR 2,211 SQ.FT. 01 0 PIA FINISHED BASEMENT 1 ,651 SQ.FT. j S §_ il LL ilq UPPER FLOOR 543 SQ.FT. . 022 TOTAL LIVING AREA: 4,413 SQ.FT. 1{ GARAGE 680 SQ.FT. OWNER APPROVAL BASEMENT STORAGE / UTILITY 413 SQ.FT. ImmAL PAGE: COVERED DECKS 321 SQ.FT. SHOP 1 , 1c18 SOFT. OF: SHOP STUDIO 321 SQ.FT. J. SYKORA, GPBE 35'-61/2" . PLAN AREAS W432650 Wgg4050 W45a650 W462650 1-6441-4750 1.1482550 MAIN FLOOR 2,219 SQ.FT. O " o 0 4>� 096" 4%b ®9b" 4xb ~04 i FINISHED BASEMENT 1 ,651 SQ.FT. va" = 1' U.N.O. ♦ 111-5" ♦ Lam_, A GLG5ET �_ ♦ 12..1" ♦ 2150FT I UPPER FLOOR 543 SOFT. ao 6'.0" k, 9'GEILING in I _. , - 5-14-18 T CEILING 0 I TOTAL LIVING AREA: 4,413 SQ.FT. BATC in r Y 70 50 PT BEDROOM # 3 '— GARAGE 680 SO.FT. CD 1+ R 13950FT -- i BED OOM # 4 , Z 16950FT -- BASEMENT STORAGE / UTILITY 413 SQ.FT. per 0 1 COVERED DECKS 321 SQ,FT. (11) o O❑ 'bD0 1.11. 1 2380 ) /----- SHOP 1 ,1 q8 SO.FT. --0)2x6 POST I r / i D"" ; $ DN STAIRS zo ea lit 4 I ( 65 50 FT SHOP STUDIO 321 SQ.FT. iCloi HALL N 1 :-'ET 63 50 FT RGEILINGit. I I la-IL i... C 1. ♦ 1-0" 'Is 9oaG II CO 1 I 81'-0" I- PLYHOOD FLOOR I 4'-6" 33'-b" — ♦ 4'-0" J.r. '��.771c� N n 'k—a'•6" 2'-b' 4'•5' 2'•b" 21'-T 1- N122-�666 H21-2bb6lb O HDU2 ' , ;9- ..I L ,i G514-- 1Tr1 Ir I / ri - -- 46"REFER '� I HDU2 , , 2'0 yr- 7.6' ' 4'-r `, z.a"— r-0 vr-% I _ in '( � { r-- --- —( -�- '-. _ =' � J� COVERED � I I : . 0 116'. ABOVE - BOYE GARAGE — m Q 321SQFT Ir C i — ( ®DOOR R.O. 'V20.266c ris T&GGEILING m 9'GEILB* 1�-� O a' i axb I / ry co v R5 IT E iN G r- I m DIKING .1 - . _ __ -. , - 17GEILING axb ®%" L C ,_ 2, : . , 02 50 FT ® I I o 4; KITCHEN ,ter • axe GONG.PAYER PECKING Z_ 11 tTl s it Q 3 + d I 321 50 Fell o -- n R' C tL'. t' ' • • �, I. NOOK h L) c v HDU2 nl to Q �q i' �7{�i1� OVENS DIN 1 44 SQ cr .o o -1 Z al -< N •1 4• `_ m iL Q in 3333••••1111 _ HDU2 POST O in `-4 _ y� --� • I 14"OVERHANG I ; ®ab" ,' in Y ' -"I, -- CEILING TRANSITION — — J-� ! ,� al Ql wD 0 1 0 CI ti 23,112 Far G514 ,• S. 261-0" % 131-0" In ") 0 DOOR RO. — / Z 11-1 N a"� GEIUNG TRANSITION 1 O -� / 0 z CO N _ 14'GEILRIGLa ' 1 • 1 VAULT '• o i,;o gDoOoRxo T R -- . g .— ENTRY ui L.T6 x B.6 LVL cDNT. G514 �- �rn 1L ,�3 L` _ _ .. 1 A., ::� =T u=i �) - .- -.> BOTTOM PLATE ' ". Z Y • CI �1 -1 �I I b-r'�- �^� TO TOP PLATE �/ I ' 0'•3" 0'-3 �'�, O TYP.OF(4) u 1 , U.I al Si-2'-0 9'-0` 2'•0. q'0• 't 8'4' 2'•6' '+K 2'-6" a'b' `, axb 1 4%b •C7� (� POST goad 4080 I. �60 WO?-2660 W02-2eL 5080 5050 ! �0'•9• MID®46" W i ,,,,,, UPPER® 84 _ 4{ 70 ( -1--- - _ -T- CEILING TRANSITION L'�cc, _.._. r 5•0. --^u—�.- a _tt IX . tr— ®%' 4><b ><a ®46' BAZF E ' n h4�x•m 00305GFc.T ° ��^ O❑1 GREAT ROOM U.J tj -..1 O vin L. c HALL 46l 50 FT y) +xe !,1: `,A (�V O 17 Fz 50 F7 ENTRY `+� s'-11 ii ,T O "i FREEZER BEtO,Y MID•�A- Gu1nEb Move 32 5Q FT 2 0 = UPPER®184" 3050 AI': .a I 18 DN— Oe .,(-- -up_ 30� ❑ ,xb n MASTER WIG `4 ! 2 • �„ 8350 Ff MID®96' ij op k4D I STAI C' ,_ UPPER®184- to q `a' ®i L - _I ` - - - - � < 43" ♦ 1 6G2FT 4 I BATH cn --. !_-_ ti 23•b, 1 ®%' -...(3)2xb POST - I FTry a ❑ % 81-6- '� 6'!6' 8'-6' n-. i —J (�n ! ` —5%41/2'- STAc�ZS 4e_t._� I II I I G514 J , 11 m 1. 70 5 r FT o J;0 30' ._.. .__ rIREPLAG . -- I ..o.Y ry - I ` 5'•b• ♦ - BVILTINS ® �� to. ... . BUILT INS ® .. Z oa --in _ - I--CS1417 4— • i ry I ®%' CEILING OEAM (B)2xb POST_. til 4',�' Da O 1 is an 2 o MASTER SDRM di y (, 4. 5i-o• ikb ',, i....,.. 1 0— a s A 14lv GARAGE _ I"1- �1�, ! , aoo sa FT 'A tc, �# I w ` a n o . (V RLK oyWi I Q� OWA 4 ®' 15 680 50 FT (3)2xbP05T__\ 1/aryl LINEN l Si" ZP n. 9'GEILING < O 2 _. ' _. __ - - o (.-1 to ,n OI - 1 � 2E / Mil MASTER BATH O a o �a �; CEILING BEAM 18 i1j n -' 4xd IIL., Mil n 10 ry L 10 10950FT •1, N ®9b _�' `" ' pd.: / TOILE- o : 4'GEILING • ; in z -�. T._:r- trp GUR0LE55 V GEILING i m - in sS'G P D' o aGj2 if Sr-4'-6 va ♦ 4-3'•o v2'tea'• ,,..0. sb c� x �x tp'^ m EI.= rn:: v ,=R 9 1 ... 24'-2' ®96'AL !, 11 It 4Xb ®POOR R.O. < I ♦ b ®96r ♦. 4X8 ®qb" 4X6 ®%" _ 4%E ®%• �, ' — / / ONINER APPROVAL ''� 3'-2' '5050 l 9'-3" '� 5'0'LO +� 2 1' A W y-0 60 I �(24 RcIMMERS I W12-6" 4, 14'4' I Vt1�-66664 3 4" PAGE: ♦ 19'-5' l� .TlI� e� JA ♦ 301-b 1/2" — ♦ 40'-5 1/2" 101-0" — ♦ -- 811-0" 0F: J. SYKORA, CPBC 1/8" = 1' U.N.O. 5-14-18 01) S... 6 u) a) o In 1:-.3 , . _,_, -5 4T-0" PCC; 201-0" 21'-0" . Simi - 11 4026 1026 4026 L 4026 . — 4T-0" �_ _ ----, i J II L t` I 1 20l_0ll 27'-0" 1 lI-3" U)2X6 POST CI 0 156" $0 155" ax6 0 t56' 0 0 156" 1011)1 2 2X6 POST -._- -_ . -_ ._ _ _ _ _ - _-_____ _____ _-�_._ O f p�� 1 Y zo 1 1 U 50 FT I I 1 ' (5)2X6 POST -. :,I I ( I 1 - II. A I I I I I• I I I I FLOOR RECESS FOR PALLET RAGS: O "063 CONFIRM 51'_E AND CONFIGURATION - I I I I I I I I KITH OYiNER I L I I I I LI � "t __ S_ a%b �ip { I I ' b 1 I I FLOOR REGE55 FOR PALLET RACKS I o lc-`1 L S a'^ CONFIRM SIZE AND CONFIGURATION E 0M" :co x xo I r ' I WITH OWNER. 121 0 Q , I = I I I I J o • u, C v) % i4' ` BATH� I zx } i „ rz = Ig � 1 saos = EON ] 16'FLAT CEILING . 4'4'� IJ J mr- ill I m ul q �} 1 N * t •. OPEN BELOW SHOP AREA c) .�6 A to ka el . -(5)2X6 POST 5'-6' -(6)2X4 POST �� cs 1 013 5Q FT I N _ _ _ 511 50 FT I Q I GARAGE 5 a QQQ���JJ��� Sti"1'4 ;p j to b8T 50 FT [O 1)_ 1n K 1J I I 10'CEILING I ? I Q I 4xe c� Q -D a'-r'_- r — — I I --- 4'-1"— 1 --(3)2X4P05T I w I 16'FLAT CEILING I 0136' t N 1.L-1 STUDIO I 6"CONCRETE SLAB X 6"CONCRETE SLAB I �� `4 v- 251 SO -T 4 4s9 •71" j I II III I II I Z CZ - - - - O— U - - - - 7I !L zcJV @136'. I g I ? A STAIRS I I -!2'-2"-� I I I--Hvua tn Q 1 bb 5Q FT I I,—(2)2X6 POST 221-ON (2)2XEPOST1 Oax6 0 66 CI ®60' CI 0 60 CI®15B^ I w O O I I O CI 0 155- 4X6 0 155" 4X6 0 156• —1 f I p� f I_ �, aXb t„. I Zsi V U L - T k, '� ®los o— UP q I usi 3020 3020 '_'O20 4026 4026 4026 4026 �t J rt 1 (\16'-4 1/2" b' 1 112" �- 24'-S" I{[7— n 4X6 0 105• A I 4X6 @ POOR R.O. ra -(3)2x6 POST- Xt 0 DOOR RO. - ®i ®DOOR R.O. - HOU2 µ �} • ILI I3050 I 3GG0 1O0r0 10050 O (v 0-to') �(3)2X6 POST (11/ ice- �° SHOP UPPER FLOOR PLAN 9-0 a _ _ Lr- o_ V m Z B'-61/2' 3'-3`—.-4 10'-3112` 10'-0" ' 2-0' —10'-0" t~- 2'-6"-- `<� 471-0" --- V r -. 21 SHOP FLOOR PLAN 0 hL o— .0.8, F- 4 ggt, nq ag!i yQ 03 ate— ilolz (y 1ti 6 (F— ax6°` O ® gi o U— _.i J 2_ 0- R�VI0 � gin 8g01 a CANNER APPROVAL INITIAL: PAGE: OF: City of Anacortes Invoice/Permit#: BLD-2018-0318 904 6th Street 904 6t x Applied date: 05/22/2018 Issue date: O Anacortes, WA 98221-0547 Expire date: 11/18/2019 "'�) = (360) 293-1901 Job Address: 3810 LEEWARD LN Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Construct new single family residence per approved plans Owner: THOMAS GARRETT Contractor: STRANDBERG CONSTRUCTION Address: PO BOX 1289 Address: PO BOX 319 ANACORTES WA 98221-6289 ANACORTES WA 98221-0319 Phone: Phone: (360)293-7431 License#: General Information: Fees: Building Valuation 510000 Plan Review Deposit 200.00 Building Permit Fee 3,281.25 Plan Review Fee 1,932.81 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,597.48 Sewer GFC-Residential 9,482.66 Park Impact Fee 615.00 Traffic Impact Fee 2,641.40 Total Calculated: 19,805.10 Deposits/Receipts: 0.00 Total Due: 19,805.10 -4 `-1 CO _A ,_, -c h- i r , _ 4 ,z 'r7 : r , i f, —, t•:i y Ili IT: p.! •, CD I r.i -i- C") 1-, M. I." I Ii, —i CD ,a, 0 C, al * { 4 :s in ,i. 2.1 yr, o 7.3 CT) ;a ,;) CO T., i i rn THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS,:-.OR IP CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS:,COMMENCED!`. rja HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT:ALL PFf:OV1.SI0NSi OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR .NOT; THF' GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STAT--OR• LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. ca. CO 00 ,_1 it. CA Y••} C.n , SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY — r•r Cricchio, Kevin From: Cricchio, Kevin Sent: Thursday, July 5, 2018 10:49 AM To: jim@sykorahomedesign.com' Cc: Kramer, Steve; Frisinger, Rob Subject: 3810 Leeward Lane, BLD-2018-0318 7-5-18 RE:3810 Leeward Lane, BLD-2018-0318 Jim, Good morning to you. I just completed my review of the building permit application on behalf of the Planning Department to construct a residence at 3810 Leeward Lane. It doesn't look like roof overhangs were included in the impervious calculations for that area of the residence located within the shoreline jurisdiction as measured 200 feet from the ordinary high water mark. Also, covered porches, concrete pavers, patios, sidewalks, decks > 18 inches above grade, etc. are also included in impervious surface calculations. On your site plan (Sheet A2),you state that the maximum permitted impervious surface (30% based on a 15%or less of a slope as measured from top of bank per Shoreline regulations) is 2,044 SO' which you also happen to propose. You may need to revise the plans to decrease impervious surface area.Thanks. Kevin Cricchio, AICP, WPIT Associate Planner I Planning, Community& Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orq I www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 BUILDING PERMIT APPLICATION REVIEW: DATE: _ vt PERMIT#:U?....0\t — nl.z SITE ADDRESS: /3 \( UQ,C\ 1 PARCEL#: ev,3 ?0(:, V f SURVEYED SITE PLAN: --dyes ❑ o • Does site plan & dimensions match survey yes 0 no ZONING DISTRICT: C?..7,--. • Is the land use permitted in zone yes 0 no CRITICAL AREAS: Ak \f4 c4 --\--1 COQ,_, (1&- c.") 1, iL • Is any critical areas located either on the subject property or within 300 feet yes 0 no SHORELI E JURISDICTION: (23 (,) c e,� Ikersk-c.A- 1 • yes 0 no \C • li( Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment ces 0 no 433 IMPERVIOUS SURFACE MAXIMUM: 0 SETBACKS: MINIMUM 10 ) \, co9-0 \ 6\-- \( P 5 ) (6 ) MINIMUM LANDSCAPING' c l / '--2,LDMINIMUM #OF TREES: /... 5MAX LOT COVERAGE: 0 400' 64\MAX PERMITTED HEIGHT: ) I OFF-STREET PARKING: EASEMENTS: �.W .Ci _ �� \00‘\\Milc‘i)c)‘,0 cikoce4 Print Window Page 1 of 1 Details for Parcel: P133200 Jurisdiction: ANACORTES Zoning Designation: Please contact the city of ANACORTES for ANACORTES zoning information. Recorded Documents Excise Affidavits w Documents scanned and recorded by the Auditor's office Document scans of excise affidavits Parcel Number XreflD Quarter Section Township Range P133200 6036-000-004-0000 NW 23 35 01 Owner Information Site Address(es) Map Links GARRETT RESTATED REVOCABLE LIVING TRUST 3810 LEEWARD LANE Open in iMap GARRETT THOMAS M TRUSTEE Anacortes, WA (Jurisdiction, State) Assessor's Parcel Map: GARRETT LANA SUE TRUSTEE PDF I DWF Zip Code Lookup I Site Address Information PO BOX 1289 ANACORTES, WA 98221 Current Legal Description Abbreviation Definitions (0.4332 ac) LOT 4, LEEWARD LANDING PUD, A REPLAT OF BLOCKS 1201 AND 1301 OF NORTHERN PACIFIC ADDITION, RECORDED UNDER AF#201605120028, BEING LOCATED IN THE SOUTHWEST QUARTER OF THE NORTHWEST QUARTER OF SECTION 23, TOWNSHIP 35 NORTH; RANGE 1 EAST, W.M. 2017 Values for 20'18 Taxes* Sale Information 2018 Property Tax Summary Building Market Value $.00 Deed Type WARRANTY DEED 2018 Taxable Value $360,000.00 Land Market Value +$360,000.00 Sale Date 2016-09-21 General Taxes $3,773.34 Total Market Value $360,000.00 Sale Price $499,000.00 Special Assessments/Fees Assessed Value $360,000.00 Total Taxes $3,773.34 Taxable Value $360,000.00 * Effective date of value is January 1 of the assessment year(2017) Legal Description at time of Assessment "Land Use WAC 458-53-030 Neighborhood (21AVIEW) ANACORTES VIEW RESIDENTIAL Levy Code 0900 Fire District School District SD103 Exemptions Utilities *PWR, WTR-P Acres 0.43 Improvement 1 Attributes Summary Building Style RESIDENTIAL HOMESITE Year Built Foundation Above Grade Living Area Exterior Walls Finished Basement Roof Covering *Total Living Area Heat/Air Conditioning Unfinished Basement Fireplace *Total Garage Area Bedrooms Bathrooms For additional information on individual segments see Improvements tab * Land Use codes are for assessment administration purposes and do not represent jurisdictional zoning. Please contact the appropriate planning department in your jurisdiction for land use questions. * Total living area includes above grade living area and finished basement area. * Garage square footage includes all garage areas; basement garages, attached garages, detached garages, etc. Assessment data for improvements is based on exterior inspections. Please contact the Assessor's office if the information does not accurately reflect the interior characteristics. https://www.skagitcounty.net/Search/Property/ 7/5/2018 *" Anacortes Planning& Community Development Dept. Permit Center ioov. -in P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official,Planning Director FAX(360)293-1938 Tuesday, May 29, 2018 Jim Sykora Strandberg Const 2018 R Ave Anacortes, WA 98221 RE: Plan review letter for 3810 Leeward Ln Jim I have started your plan review, however there are a number of items that need to be addressed before we can approve the plans. Please see the following list of items. • Please specify the locations of all egress windows. • Please specify all locations for all Safety Glass • Please provide the engineered foundation details for the elevator being installed.Note- a permit from the Dept of L&I for the elevator will be needed. Please have a copy on site for the building inspector to review. • At the studio space above the shop space,the plans show the exit going through the shop space. This does not meet code as it must discharge directly to the exterior of the building. You can also add walls at the bottom of the stair system to create a separation. Please revise your plans. Please contact me if you have any questions about these notes. Sincerely, Steve Kramer Plans Examiner City of Anacortes 360-293-1901 b\b r2 / 0/"SVI • PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT RE29UENTIAL BUILDING PERMIT APPLICATION Mailing Address:P.O. Box 547,Anacortes, WA 98221 w Office Location: 904 6th Street,Anacortes WA 98821 Phone: (360)293-1901, Fax: (360)293-1938 tgATAVI PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BE '1 FOR SUBMITTAL ' IREMENTS MAYz22018 PROJECT ADDRESS(Street,Suite#): PARCEL(S) : 319iO LEEAAARo LANE 1 jAGolrzrES IAA (33 t•. Subdivision/Lot#: PROJECT V'WOW: mAGORTES LOT 4' Le-Ex/varlet) LAN p t r1 Col PV D $ — `740 L`+1 APPLICANT: Phone: To VA * LAW to 6,o%9-'RC Address(Street,City,State,Zip): E-Mail Address: PROPERTY OWNER: Phone: TO WI t LAtKpA & 42ETT Address(Street,City,State,Zip): E-Mail Address: Po Bo x t - ei litAtotErl s t�.W 4g221 CONTACT PERSON: Phone: .11IAA SYK..o 3(p0 4z 1-41d9 Address(Street,City,State,Zip): E-Mail Address: • t40k3 Ybu1tt4 IUD , wlvunrl•' vEE-,.wN tmsi 95245 .iiwl@SY Ito re-howue.d,tStvn•co01 LENDING AGENCY: Phone: �J [A Address(Street,City,State,Zip): E-Mail Address: CONTRACTOR:* Phone: 5rrowof3 2[l LoNsrI v -fl bN 3too -243 - 7431 Address(Street,City,State,Zip): E-Mail Address: AvE PriticolerS5 IM4 g8Z2.1 Professional License#: Exp.Date: *All Contractors&Subcontractors must have a valid City of Anacortes business license prior to doing work in the City. Contact the City's Business License#: Exp.Date: Finance Department at(360)299-1968. PROPOSED WORK: MC1N 3FR o N CLE W eE P to?- PROPOSED NEW SQUARE FOOTAGE: Basement SQ': 4454n-3 ® Finished Basement: ❑ Unfinished Basement Pt Floor SQ': � 21 di .202�2._ Garage/Carport SQ': p 1 r 7s— 2°a Floor SQ': 3- ICE Deck/Covered Porch/Patio SQ': 1 '7 w Fire Sprinkler: ® Yes ❑ No Lot Area SQ': L g i 970 I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: J 1 IAA SYK0r2W Owner ❑ Agent (specify): Signature: C .41f4-46% Date: S^20- I$ r\.e:-Frjg:r44=c- C 4e-5 el"--JL- 657F 5-/5///7- IMPERVIOUS SURFACE AREA: Existing Impervious SQ': 0 New Impervious SQ': cj,145 Total Disturbed Land/Soil SQ': i5, I 1 t +`.. Total Proposed: Cut: Fill: New hard surfaces(pervious&impervious) 5,4145 Land converted from native vegetation to lawn or landscaping SQ' Z, 2.33 Land converted from native vegetation to pasture SQ' 0 MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: I Elec#: Other#: I Gas Water #: 1 Location(s): V Tit.1'c`-1 (L-o owe 1 i4oP * 2 Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Boiler: Gas#: I Elec#: Other#: BTUs: Exhaust Fans: Bath#: 5 Laundry#: I Other: Q i g $moo v 6 7 Range Hood: #: I Location(s): 14iTc.14EN I Fireplace: Gas#: I Elec#: Other:#: Location(s): t Clothes Dryer:/Duct: Gas#: I Elec#: Other:#: Location(s): Lp vtrc i I Stove/Range/Oven: Gas#: I Elec#: Other:#: Location(s): KaTutst4 1 Gas Outlet(s): #: 6 I Location(s): g g GI 1 Other: #: Location(s): TOTAL OUTLETS: to PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): I 5 Refrigerator water supply(for water/ice dispenser): Kitchen Sink: I' Pressure Reduction Valve/Pressure Regulator: NA Utility Sink: I Water Service Line: 1JJA Tub: Z; Water Piping: Ni A Hand Sink: 7 Clothes Washer: I Shower: I Electric Water Heater: Tank-less? Yes D No 6 Dishwasher: I Backflow Prevention Device: f4 i A Hose Bib: 5 Other: TOTAL OUTLETS: 43 TOTAL OUTLETS: Z Page 2 of 3 1 _) - „ _ 7C: z vi N\ N ' 0 V — ,--.--_ V x A )cNks vi t\k.77 4gss ‘. 004 % :1 „ , \ Nwt ‘ kmpt1/41. ..b c ) :r. .\,N P cr O 2 Y -757 A di% \ i' p f% , k, • ' , \ \ „.•,:,,... ,_, ,,,,, Q•• P \ \ \ i 1 , toe y � • ^' a 1E1m a E r-' a 2 a n. °. �a m � �° - m fix' � �y 3 v = o 0' C O. w y io y . G' oC. 3 uv n i^ o '�' c",-J P. - NI\ � c c< f-14-) PID CIA 0 •-i CM P Crg " r:li Ca-i UP Cr 1 ct \ \6'; .zz 7; \\il •mmi C< CD CD -'-' p g \ )-t � a N aLD y y m � � P to o • o CAD . c v Di r. � e m e = 'o a CIQy � a c o 9 -1•1� 3 E �cip ).--t Ls ?Lc: p . c..) g- a: o C st P=h t \a a\ \ •\ � o CD ter- O R � G G ^p � �J r— 3 ,y � W � 4 !In>titj 2 . � � w is s �a• a w ^ rt .; X c o � a oi 1 0 6 C '3 'O ao m 'x — V) \ \ : „is A G O G L rj '6 � �. 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Anacortes,WA 98221 Phone: (360) 708-1865 Consulting Engineer TimG@TimKGarrison.com Structural Analysis: New Home and Detached Garage at 3810 Leeward Ln., Anacortes, WA Client: Thomas Garrett Job Number: T18045 Building Design: Strandberg Design, Jim Date:May 3, 2018 Sykora r4o , .'tee IPII E 1le.4, [ JMAY222O18 7 CITY OF ANACORTEF AL 5 3 e #IDOVIOS WWi.t'r 1 Sirie COp 1 A. INDEX: Design Sketches SK1 —SK8 Callouts and Tables CO1 —C08 Standard Specifications B—H Calculations. Cl —C41 Total No. of pages excluding cover sheet: 64 Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further,this report is valid only if it is stapled or otherwise bound as it originally left this office,and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). p 5�i SCALE Structural Plan: Upper and Main Level Walls, Mezz Floor Framing, and DATE 4-21-1 II b Roof Framing 1/8" - 1' 2o�i I - Roof is 11RD,typ. ' I -Trusses and layout are OPA,typ. L v4., - Roof overframing is 85 OF,typ. ^1 0 . Exterior dormer walls are 1PW,typ. �-____ L^y ® ,1 iiip �L - Ledgers at lower roof to upper shear wall are 80L,typ. N 72� � 308 - Fireplace and chimney framing per Arch and code min. 0.-- K.- -,L,_ Al, ii 1")12 I b qj 17�D i Pw �' oi ofA 6 ' w 1 AV .2.4' 4.3' 21.5' N ZDk 35.5' OA I : 1NP Za 33,0, 4 � ry el a i I Q b o �� z w R N /cx' w o� 0 n I N I al" '=� byc o m4 ?�'j{� N a� 1 11 T m a.4 al n" n I 4.5' Cr, i II Ill I 4°613 )will ' ZeN> Nib. — 3513 6� 1 u_ W Z z fi 2 Pw/ I r1E�� 20oF !�,t. - — fe4- 348 � ) SD w Lu p _�i J —1..„I__ ,,,,_1- )--F 0•3 ZD 9 , < ZDH gKS - 1— W 33B PI u()PE2 w ~ J 1, 1* '-"..:-',. o IX , m >c(.3 1--9: -- fi $ -- _ , 1V ig c , 6 23 4r. 1 1 pi . 1.4/16 F 9 esp 4,. ._ ., ,,, o z (203---r kla '32b \ n — / lD 135 Z re (-- �\ 26N 2�41 ' 0y,3' 1 11 9>I' 14.5' — I4 2 2 W 111) W ?O14 TRL�w�2� . AM IlL k=7 OWNER APPR r FdY `Z b°T IA&E PAGE: OF: SKI, SCALE 1/4"=1' U.I. DATE 4-27-1 Structural Plan: Lower Level Walls and Main Floor Framing 1/8 = 1 q o — a) -All floor sheathing is 12FD,typ. E > 6 /i. 2a(d . - ;\ g ID - Floor and deck joists are OPA except as noted. i. F IilIC -Stair framing per Arch and code min. /,- 06 syb,( S6 -(1,, (--- ,'ci . ,....,,i _ , - . 1.... 'Bo / <(1)1111-"I I / irt 5-4., , 4,, . ' . ric.r. --1 ic, • , rt--- mg iliR. s� Q— N Q 53a . )� Z°� 5S� o m0 1 K Pt ,I'C3 J� { a mQr>1 �2 m dQ r ,. : — ------ _13— �. a CI 1l 3 c W 6 gy ':� 204 �. 0 Z z 9a 1 33 C �) 2 i _ ® z Q J I ', L---)L u C 0 v rti Ir— Q 01_ v v 33 Ig 1 CD v F— w 33 a ti C l Z° th w 111 0 m , :' ii ..___,(3: 5 dr - 1 \,.. F,' k.D ZO I 59(3 -a- 20k'1 MI i O0 z z ZI1— z LUX zw _ to Zr w OWNER APPR IN RIAL: PACE: OF 53 Foundation and Retaining Walls 1/8 = 1 ° ✓ � — n 4 16._0 - Slabs, foundations, and retaining walls are OPA except as noted . � ,� � - - - - - - - - - - - - - r- - - - - - - - - - - - - - - - - - - - — 'ram - — Ad 1 - - 2 �^�+ r> .- - - - - - — , I L ( ZrA4 f I I I : I ' lI of k 1 ^A4J 4 1 1 'CONCRETE PAD ' '' I' Am I , 1 •r tr{ , 1 . I ' b J _ 10550.FT. •I : Iv ` "' k�" � k .I 'I :' 1 . I f . I . ' I I • 1. ' I . I f ` I!. . •k ' I of on •LONCRETE'PAD ' 'F �' ad go5 377 4 1 A, .FT of J . I o'. .� ' 4 `4 �} `'� - - r. : I " 4 4 11 U A4 : I : - ( - t . 1; I . ; J j:, . q i i �„ ( E . F : J" . . : . — --- _1. 1 r` I . ft I k k 1ID _ — — � . 1 • I : 1 :_. t : L J I' :] ' wJ __ , I . .. - If A 'I .: - . ... '.,. V . 6 6 — ' PER METER AT7• `CONCRETE PAD . ' , p • I• • - I' { ' - ' I, A , k F. - 12'-0" - � 11550.FT.go p `I ' :1 ' - .:I. . I.' r . � -��� f 39 I . . I • ' I I 25'-11 " 12'-5"' r.101 Y Aa. I. 1 I 4 ' _ _ I: I . 1.::`. • 1 •'-loin' . 4 S. do q, q.5. b — — _ r -. • ,— -,- . I: •. R-10 RIGID FOAM . 0 Is " I• UNDER SLAB RI6IDFOAMAT I I O j: : I ' I addition rom Amiga moo - PE (METER - — ' — — R I � � , , Vol :1 b 6 BUCKOUT FOR v .. , BUCKOUT FOR v - G GE DOOR A I I o I I • !�, v �� 'GARAGE DOOR - - _ - 4 4 0 I' J k I I . I' ow I — w e �{ . . '. . A4 4 t,. :l I 0 limits, l.:_` I I r I ( t 4 i I k I° . I . � { �/ ) p ° v _ - . _ ' . b ' 'L.`/.'Z - :MF ! 11r . SS . {! % * . I I POST FOOTING I I' I. :I r I ' . : (. �. (.. . O . T'P. OF 5 I I. •. .{ . .j• go logo :01 IF IJ 1 ' k • 7 - I IF 1� � : : I I ` - • 0 ' R-10 RIGID FOAM % IAFA r- I[ Is D v UNDER SLABI I vIF I I 4 4 4 mr2m(. . { k • . , I• _ J - l 1A to 1 1 : . , I I • SLOPE GARAGE FLOOR Iwwwwwwwo 1 • ' I -. •31 1' " I ' ;i. : I ': r , .r' . . : l k" ', ' • R161D FOAM AT ' '� k 'a. I : I L. .. r. .. J .. a . :. i. . a. i 1. — - - - - I +� v v '�' I :• 9 did ' PERIMETER r i I l I 1 I I I I •� ' IF A 1 " 1 I .; "f ( A , ,R-10 RIGID FOAM :' . •,. I. ' r. . I v . . °. . vl • °� • I . 'r,' of UNDER SLAB // I - ° 0 . 1 -0 J' .�a -k� I ELEVATOR PITCIA A [A r U. '. •. :L 'J •; 1 _ — I r 4 SIZE PER CLIENT .:, y1 C • • sCI SELECTED ELEVATOR I : !•1I•:�+.$, {+•- - _ I • 1 I I IV SUCKOUT FOR 1 I 1< — _ — _ 1 — — p • .D I I Aov MAN DOOR , . I AA I,: d . P 4 IT 'L :. Low. or; 0 it of w AlFF• — — - - "r v. _ 'o . A,,, Am,,,- - - - - - - - - J ` CbNCRET-7P" 0 — _ J I - - - I" : CONCRETE PAD - - - - �U 4 17 CON ol II co c-1 I I d � II N o N � II LL II O fo +� 00 m - � 3 � o L i a� a Q N Q C c m " o " - ez 3 o 10i a a ° L a N co E o -° o L. 3 r�l =C3 rqq L /dry'i v vo N p N ��z� La W J N Md 2 M r_ �P N , 1 - - - - - - - - p I I ONE mog N I I I I I I I I ! I � I I � I a-i I N I II I i I ' 00 — — — — — — r- I I � I I I I •� I I I I LL N L I G LLS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - CL � � o c m — N Iuf m a� > J Cpj L OJ CL O Boo oLim J N to — .1 t m dp d M li L N Q ro N C a) L s +, v) Ln O O ry O q:: O i L = O ++ Q � Ln Sk.6 I :I I e ° o � • � ' r I I 1 . I W LLo • I• � Ln o I r • I • • • . . ° • • i I c I I I be am I ; ° r . 00 `'i I I I I ® I I I I � N I " d • : ° ' • d • � ' , a I� r to ON ry e E I C I r ete a I I I 1' .Ia m °•i I a MINI a so a06 d . 06 o C � O um 1 S � 7 Simpson Wood Shear SIDS Ila" x 6% � $ Wall, wsw ,prided with - Simpson Strong T101,1 L'f P4 or A3� t1ex63W SDS I leavy-Duty ire> r7ing an gles Connector screws (provided) installed from top. rr See Detail 4/SWSB2 for spacing requirements i mo Mill length stu d each sicle 1 x. • Max TA" wood shim as 411 - - — Strong -Wall SB required. Rake Wall Applloatioll Alternate Ton Connection i w'Au, € � ` • i Asa CA i ,1 w i � ' If - `7TuG I k i � � i � iif GAS-� _ __ . _ s Deck X - Bracing . ® 15 Sx n � N gH --r TS P 6" Ty � th�p : �� - � cnsrc � � �° Y w � C� gLv TEGO � ,_ \ flAtl.S . 1Lpp ALL L - �'- t TV Ca)ib Y`! F LVL - i j I � i CO PEEK n v y vsPal °r .' eu �od ° c3 aU Ua �° Mama ' ., q 1on ,, sy�U ® _� q + ° ° U o a cc 65 U � wl PC � U am on Paul a al v wo C% p b w t � x Q 0 z N z -- U b Qm en en L7 U I ^O R0 a= �4 �+ X O y� Vi ea as N von .� 0 0 oo H a. o" 3 - 3 - U o . at d .d O 0 • N N '6 d 3 � H a N .�i N ..IPEEN PC eq �l ci cc act r� y M aaa� Pan %W rA Coo Cd Cd cd rA r. ....i U rn O OC ^ N d O k N �iC •� - ^ � v 3 = c po pp as L�/1 ►may r�+ M CC Q N �D \O �O PC rri .� g \C00 pmg o u kn 40 0f- a y � ct ct rs v In P :d o sd - o Cd • � ° N00 v] O ¢ 1 ' 0 .� a \0 oN rn CCD 0 0 '� ,� M N N U W ° a a+ C37 i Go z gYeaders Default header material is Doug Fir No . 2 or better 2x headers must be in tall orientation with flat 2x nailed at bottom in "L" configuration Default Trimmer, use 1 , 2x stud or Simpson LUC hanger, each end . Default King Stud , opening 6-feet wide and less use 1 , full height stud each end (plate to plate . ) Default King Stud , opening wider than 6-feet, use 2 , full height studs each end ( plate to plate . ) Trimmer, each end King Stud, each end Callout P RO nq use Alt 1 min. use Alt 2 nun . 9 Use (if blank use default (if blank use default above.) above.) 20H 2x6 , "L" config 4x6 21 H 2x10 , "L" config 2- 2x8 4x8 22H 2- 2x10 410 23H 6x12 3x9 glulam 5x7 . 5 glulam 2 , 2x 24H 6x10 3x9 glulam 5x7 . 5 glulam 25H 5x9 glulam 3x12 glulam 2 , 2x or HUCQ 26H 6x12 5x7 . 5 glulam 2- 1 . 75x5 . 5 LVL . cb� II Beams Default sawn material is Doug Fir No 2 or better. I Default glulam , LVL, PSL materials - see Standard Structural Specs herein . Default wall connection : 3" bearing in pocket or on plate with min . , 2 studs below. Default end post connection : LCE , ACE , EPCZ, ECCQ, or similar. Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44 . Default mid -post connection : LPCZ , PCZ, CCQ , or similar. Default beam to beam connection : HU , HUC , HUCQ or similar . cull ® ut I`V nn. 9 use Alt 1 min., use hilt 2 mn* nno9 useConnector (if blank use default, above) 30B 5x27 glulam 31 B 5x18 glulam 6 . 75x16 . 5 glulam 8x15 glulam 32B 5x18 glulam 6 . 75xl6 . 5 glulam 8x15 glulam 33B 1 . 75 x 11 .8 LVL 34B 5x9 glulam 3x12 glulam 35B 5x9 glulam 3x10 . 5 glulam 36B 6x10 3x9 glulam 5x7 . 5 glulam 37B 5x10 . 5 glulam 38B 6x10 5x7 . 5 glulam 39B 4x8 40B 4x10 3x7. 5 glulam 41 B 3- 2x12 i 42B 5x15 glulam 43B 5 .25xl1 .8 LVL HUCQ or HGUS 44B 5x21 glulam 6 . 75x18 glulam 51 B 5 . 25x11 . 8 LVL 52B 410 53B 3 . 5xl 108 LVL 2- 1 . 75xl 1 . 8 LVL 54B 2 . 6xl 1 . 8 LVL 2- 1 . 75xl 1 .8 LVL 55B 5x18 glulam 6 . 75xl5 glulam 56B 2 .6x1168 LVL 2- 1 . 75xl1 . 8 LVL 57B 7x11 . 8 PSL At backspan end , connect to post with CS18 x 30" long , vertical for uplift. 58B 5x12 PT glulam 59B 4xl0 EMMONS Gad Posts Default material is Doug Fir No 2 or better. Default bottom connection on plate : 29 FC or 2 , A34 with screws , or 4, 16d face nails . Default bottom connection on beam : Z . FC or 2 , A34 with screws , or PCZ. Default bottom connection on concrete: PB , or AB , or ABU , or ABW , or CBSQ Connector (if blank use Callout Min., use Alt 1 mu* n . 9 use Alt 2 min . , use default, above) 70P 2- 2x4 4x4 71 P 3- 2x4 2- 2x6 4 )(6 72P 3- 2x6 4x6 73P 6x6 PT 74P 3 , 2x4 . Connect at base with 17HD for uplift. 75P 6x8 PT co � Joists and Rafters Default rafter or deck joist to beam connection is con't or skip blocking and H2 . 5 , or H1 , or A34 with screws . Default sawn material is Doug Fir No 2 or better. Default sawn face mount hanger is U , LU , or LUS . Use sloped / skewed where appropriate . 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Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations . The calculations included herein are only those required to ensure compliance with code . We do not intend to compute every structural element nor every load combination. Much of our analysis is `BI" (By Inspection.) ABBREVIATIONS : A: Area IRC: International Residential Code REF: Reference, not actual AC: Asphalt Concrete K: Kip ( 1 ,000 lbs.) REQ or Reqd: Required BI: By Inspection KSI: Kips per Square Inch ROW: Right Of Way E: Elastic modulus or Electrical LVL: Laminated Veneer Lumber Rt: Right (E): Existing LSL: Laminated Strand Lumber S : Section modulus CCI: ConstructionCalc, Inc. Lt: Left SC: See Callout CMU: Concrete Masonry Unit NA: Not Applicable SD: Stone Diain CO: Callout or Cleanout NB : Not Bearing SIP : Structural Insulated Panel Conc: Concrete NIC: Not Included SK: Sketch Cont: Continuous OC : On Center spacing SOG: Slab On Grade DF: Douglas Fir OSB: Oriented Strand Board SPF: Spruce Pine Fir HF: Hem Fir PCF: Pounds per cubic foot SS : Sanitary Sewer HVAC : Heating, Ventilation, and Air PLF: Pounds per Lineal Foot STAG: Shear Transfer Around Opening Conditioning Ply: Plywood UNO: Unless Otherwise specified GW: Gypsum shear wall PSL: Parallel Strand Lumber elsewhere Gyp: Gypsum wall board PSF: Pounds per Square Foot V or v: Shear (lbs) or unit shear (plf) GLB : Ghdam Beam PSI: Pounds per Square Inch respectively 1: Moment of Inertia PT: Pressure Treated with preservative W: Wall, full length IBC: International Building Code PW: Plywood or OSB shear wall W WF: Welded Wire Fabric ICF: Insulated Concrete Form RC: Relative Compaction LIMITED SCOPE OF CONSULTANT ' S WORK: Consultant . The consultant in responsible charge of the work indicated herein is Tim K. Garrison, P .E. , doing business as ConstructionCalc, Inc . , hereafter indicated as "CCI." Scope of Consultant' s Work. The scope of work of CCI is limited to structural analysis of a new single- family residence and detached garage. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code . LOADS Following are the loads used for the subject design / analysis : 0 Roof live : 20 psf. O Deck dead, 2" concrete pavers : 32 psf. 0 Roof + ceiling dead: 15 psf O Exterior wall dead: 10 psf 0 Roof + ceiling dead, includes 3 psf for 0 Interior wall dead: 7 psf solar panels : 15 psf. O Seismic Factors : Ss= 1 .095 , S l = 0 .435 . 0 Roof snow: 25 psf O Seismic Des Category: "D" 0 Floor live : 40 psf O Wind Exposure ` D ' , 3 -sec gust: 120 mph. 0 Floor dead, standard flooring : 15 psf 0 Assumed allowable soil bearing pressure: 0 Floor dead, 1 . 5 " gyperete : 27 psf. 2 ,000 psf. 0 Deck live : 40 'psf C I SINGLE PROJECT : The calculations, drawings, notes, specifications, and / or tables prepared by CCI are valid only for the project indicated herein. These documents are not valid, are not applicable to, and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL / SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards . Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the fmished as-built condition of the structure and related systems . MATERIALS AND METHODS , Provide and install all materials in accordance with manufacturer' s requirements and recommendations . It is the contractor' s responsibility to ensure all field personnel understand and adhere to this . TEMPORARY SUPPORT AND BRACING. General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein. Contractor or owner should check all temporary. supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems . Retaining Walls . Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this) . For retaining walls that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS, FOUNDATIONS, SLABS ON GRADE , Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects . Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data, which includes but is not limited to : allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters, however, CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill : "Structural Fill" shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel . All structural fill must be compacted per the following section. Non-Structural Fill : "Non- Structural Fill" is soil (native or imported) without : organic materials ; rocks and lumps greater than 3" in any dimension; trash ; and the like . If used as compacted fill, it must be compacted per the following section. Compaction : Place all fill materials in lifts not exceeding 84nches . Compact using mechanical (vibratory or impact) methods . In paved areas and under structures, use structural backfill compacted to 95 % relative compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps, and organic matter, compacted to 92% relative compaction. i Where pipes enter and exit structures (distribution boxes, utility boxes, catch basins, manholes, etc .) use structural fill around the structure. Carefully place and compact to 95 % relative compaction under and around all pipes. When roots, rocks, or other undesirable materials cause over-excavation, fill over-excavation and compact per the above . 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 replaced with structural fill . Bottom of footings to be below locally prescribed frost zone, not less than 12 " . Foundations, Footings on Rock: Where footings bear on rock, clean the rock free of loose rock, dirt, moss, debris, or other deleterious substances . Pressure wash as necessary. Use bonding agent prior to pouring concrete on rock. Where rock is sloped less than 3 : 1 (1 &degrees), no dowels into rock are necessary. Where rock is sloped 3 : 1 ( I &degrees) or greater (up to 45 -degrees max), use #4 x 18 " long dowels rotohammered min. , 8 " into solid rock. Rotohammered holes to be %" diameter, perpendicular to face of rock. No epoxy is necessary. Dowels to be located as follows : O For continuous footings, use dowel within 6" of ends, corners, and intersections and at 36" OC max spacing. Dowels to be centered on stemwall . O For pad footings, use three dowels spaced 8" apart, centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2" cover at top and / or side(s) . Slabs on Grade . Subgrade below slabs shall be similar to the above. A layer of free draining material and a suitable vapor barrier (designed by others) are recommended for all interior slabs . Footing Drains . Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. STANDARD CONCRETE : Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc = 2 ,500 psi unless otherwise noted on Plans . Minimum cement content = 5 sacks per cubic yard. Maximum water/cement ratio shall be 0 .45 . All materials shall be in accordance with ACI 318 , latest edition. Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures . Industry recognized and approved admixtures affecting set time, flowability, and / or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment, Provide 5 % air entraining in all concrete exposed to the earth or weather. Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content . Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above . CONCRETE REINFORCING: Strength: Standard Footings, Stem walls, Slabs on Grade. Reinforcing bars (rebar) for standard footings, stem walls, and slabs on grade shall be grade 40 (Fy = 40 ksi) or better, unless otherwise specified in the Plans . Strength: Retaining_Walls and other Structural Elements . Reinforcing bars (rebar) for retaining walls retaining more than 44eet of soil and their footings, and for structural beams, structural columns and the like shall be grade 60 (Fy = 60 ksi) unless otherwise specified in the Plans . Splicing, Bending. All reinforcing shall be spliced, detailed, bent, and supported in accordance with the most recent ACI code adopted by the jurisdiction. Welded Wire Fabric . Unless otherwise specified, welded wire fabric (WWF) shall be W2 .9, 6"x6" (6 Ga.), ASTM A4 85 . Splice by lapping one mesh +2" all sides . Cover. Provide the following minimum cover: Footings and other unformed surfaces , distance from the bar to earth face . . . 3 " Formed surfaces in direct contact with earth . . . . . .2 " Surfaces exposed to weather. . . . . . . . . . . . . . . . . . . . . . . . 1 - 1 /2" Surfaces exposed to salt water. . . . . . . . . . . . . . . . . . . . . . . . . . . 3 " For slabs on grade, center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE : General . This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques . Minimum concrete embedment = 4-inches unless otherwise specified. Minimum distance to any edge or end of concrete = 3 " from hole centerline unless otherwise specified. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations . Location of existing reinforcing bars may be by non-destructive methods (pachometer, radar, or similar) . Washers . Use 3 "x3 "x.229" washers on all wood mud sill anchor bolts . Such washers may be slotted, with plate washer under the nut as allowed by the IBC . At non-mud sill locations , smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems . Use Simpson Titen HD where shown in the Plans . These anchors may be used to resist tension loads and shear loads . Install per manufacturer' s recommendations . Epoxy Systems . For bolts, use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated, A307 ` all-thread ' bolts as shown in the sketches . For dowels, use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts . Drilling of holes and installation shall be in strict accordance with epoxy manufacturer' s recommendation. CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. Where Structural Plans do not specifically address a structural element, construct said element per minimum building code . Framing Material . All sawn framing lumber, not including beams , posts, and columns, shall be Spruce Pine Fir, Hem Fir, or Douglas Fir - Larch, Number 2 or better, unless otherwise shown. All sawn wood shall have moisture content less than 25 %. Beams and Posts . All sawn structural beams, headers, and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT (Pressure Treated) may be Hem Fir No . 2 or better. Glulams , PSLs, LVLs, etc . shall be per Prefabricated Wood Products section below . Nails: Nails called out herein are "common" sizes, i .e . 16d, 12d, 10d, 8d. Smaller diameter, similar length nail gun nails may be substituted provided 50% more nails are used. For example if 8 , 16d are called out, the number of similar length . 131 diameter nail gun nails required is 8 * 1 . 5 = 12 . As another example if 16d nails are called out at 4" spacing, the spacing of similar length, narrower nail gun nails shall be 4/ 1 . 5 = 2 . 7" . Shear Walls : Walls called out as shear walls on the Plan shall be constructed per the Structural Shear Wall Table herein using materials designated for lateral load resistance by nationally-approved manufacturers . r All shear walls must be positively connected at top and bottom to diaphragms . Walls not specifically called out, or labled "NS " are not intended as shear walls and shall be built per minimum code. Sheathing. "PW" walls, use plywood or OSB , minimum thickness and nailing as indicated in Shear Wall Table, oriented either direction . "GW" walls are drywall shear walls, use per Shear Wall Table . Sheathing Joints. Use blocking behind joints if indicated in the Shear Wall Table. With "PW" and "GW" walls, no sheathing joints are allowed within 24eet in any direction of a door or window corner. Multiple Ply Members , Trimmers, King Studs, Headers. Where more than one 2x is placed against another and used as a multiple ply king stud, trimmer, or header, connect all plies with 16d at 4" OC, staggered . Beams, Columns . Where more than one 2x, or LVL, or LSL is placed against another and used as a multiple ply beam or column, connect all plies with glue and 2, 16d at 4" spacing. Glue. Where specified, wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days . Use Liquid Nails LN-940 or equivalent. Prep and apply per manufacturer' s recommendations . Window and Door Openings , Header. Use minimum size as called out on Plans . All headers shall be installed with their tall dimension vertical . If header is less than 3 inches wide (I.E . a single 2x or single LVL) use a flat 2x nailed to the bottom of header in an "L" configuration with 16d at 4" max spacing. If no header is specified, the wall is assumed non-load bearing and wall top plate may serve as the header. Multiple Adjacent Openings. Where adjacent do or or window openings occur in a wall, headers for each opening shall be individual members with full-height king studs between them. Each header shall use the number of king studs specified below or in the Structural Callouts . Trimmers, aka Jack Studs. Use size (or larger) per Structural Callouts . Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs. Unless otherwise shown on Plans use the following. These must be full-height, bottom plate to top plate, IE diaphragm to diaphragm. * Opening less than 6 ' wide — use min., one king stud each end of header. * Opening 6 . 1 ' wide to 9 ' wide — use min. , two king studs each end of header. * Opening 9 . V wide to 16 ' wide, use min. , three king studs each end of header. Discontinuous Top Plate . Where wall top plates are cut, omitted, or otherwise discontinuous at a header, the end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with minimum 12 " length on the header and 12" length on the top plate beyond . Strap may be on top, inside, or outside of wall . Anchor Bolts . Shear wall anchor bolts connecting mud sills, use 5/8" diameter x 8 " min embedment at the spacing shown in the Plans but never greater than 60" OC and within 12 " of ends and corners, with 3 " x 3 " x .229" steel washers, wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set - see specifications in previous section. An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 724nches and within 124nches of ends and corners and shall be fitted with 2" steel plate washers . Use either 1 /2" diameter x 8" min embedment wet- set, or 1 /2" Titen HD with 4" min embedment. Non-shear wall anchors may be 0 . 145 diameter powder-actuated pins with 1 - 1 /2" min concrete embedment, at 16 " OC , unless otherwise shown . Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil, and when directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors (including nails, bolts , framing connectors , etc .) or structural steel members . In certain cases non-pressure treated lumber may butt against concrete . In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking / Bridging. Provide continuous blocking at all bearing locations . Provide full depth bridging or blocking at 8 ' OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post, column, or other concentrated loads through the floor to the supports beneath. Bolts. Unless otherwise specified: Use washers on all bolts; tighten all bolts to a very snug wrench tight condition; use standard A307 bolts; for bolts in wood, drill the same diameter hole as the bolt; for bolts in steel drill holes 1 / 16" larger than the bolt diameter. Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts : 5/8 inch diameter bolts . . . . . . . . . . . . . . . . . . . 3 inches 3/4 inch diameter bolts . . . . . . . . . . . . . . . . . . . 3 .75 inches 1 inch diameter bolts . . . . . . . . . . . . . . . . . . . . . . 4 . 75 inches Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges, webs, etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts . All lag bolts greater in diameter than 1 /4" shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70% of the unthreaded shank diameter (or alternatively, 90% of the root diameter of the threaded portion) . Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PREFABRICATED FRAMING CONNECTORS : Manufacturer: Simpson brand is specified, however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations . Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements . The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to . Nails and screws which will be exposed to weather shall be galvanized or stainless steel. If installation risks cracking of wood, contact engineer for alternate nailing and / or alternate connector. 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 splitting. Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws . With most Simpson connectors, Contractor may use SD9 in lieu of 10d nails, and / or SD10 in lieu of 16d nails . These are provided in 1 - 1 /2" and 24 /2" lengths . Use the length necessary for full penetration into the member(s) connected. I H PREFABRICATED WOOD PRODUCTS , Prefabricated Trusses . Where shown on the plans , all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes, forces, installation procedures, blocking, bracing, etc . Engineered Wood — General. These products must be provided, stored, and installed in accordance with manufacturer' s recommendations. Failure to do this may void the warranty and diminish load carrying capacity. Any nationally-recognized brand that meets the below specifications is acceptable. I-beam Composite Web / Flange Joist Products . The contractor shall install the I-Joist products complete with web stiffeners and other blocking / bracing as shown on the Plans and / or as recommended by the manufacturer. PSL Parallel Strand Lumber) and Versa-Lam. Use minimum 2 .OE, 2 ,900 psi minimum allowable bending stress . LVL (Laminated Veneer Lumber). Use minimum 1 . 9E9 2,600 psi minimum allowable bending stress . LSL (Laminated Strand Lumber) . Use minimum 1 . 3E, 1 ,700 psi minimum allowable bending stress . Glue-Laminated Timbers . Unless otherwise noted, all glulam beams shall be 24F-V4 DF/DF . Any that span continuously over one or more interior supports or are cantilevered, use 24F-V8 DF/DF. Use industrial appearance grade, unless visually exposed to interior living space use architectural appearance grade . Pressure Treated (PT) glulams shall be not less than 10% weaker than the above in bending, shear, and modulus of elasticity, using suitable wood species for pressure treating. All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations . GI 2316 Antone Way Tim K . Garrison , P . E . Anacortes, WA 98221 Phone : ( 360 ) 708 - 1865 Consulting Engineer 3 � ( Vv � TimG@TimKGarrison . com 31 v -fflLA ❑ — €� lie i+ t � 14 �z _ - _ ❑ . C,t iv Fit - BEDROOM _ IT BEDROOM BI oaB - p 5 a G 17 2 SO Sce, Y 1 z5 ZA ERE ECK AIL Ila IF Jet 1w ME F 4 4 �, 3e ❑ 2� A74 (I Kir NOOKER S a Fr ° 2FERMI t t n I z - 1 •,, ;� q.. To IT 1 © M ! ,:,...,.. a .. .. . . ` 4 }r 6 _ ____ _ _ _ _ _ / t q fr;.all Air" ... _ w a HALL c is rt I u _.._ I BATH t - - -- - - 1 - - -- - -- - ,oMKI .,b - T m - a °- - - - - -- = ITT MERV IT; MAbjLKVVKX IF _ mR` e ,. �❑ twecrt y v - „ r . IF , v IF I. rIIII CRITIC IT ame I I I I I I I)DDD V {� a I 1 H9 I _ I i t�l :u✓ _Vtf EF 9 I I I I I ' I I I I I I - " I I Beunoa I I< Far ..emn, I I MERIT I �oO I �4n VV h kme v = l C�zl i5 q J I REFER u �oB. u s jg jl IF ob _ - ----- - wFIR It �rzl nxr FAMILY WON I I " 11 i= G 7� 6 6 - -- ----- i I -1- WENT Q o I ° � I st _ Il I 2 � �i Lew �asoR I /// H, .kk / II :Opt . .. -- I I .. II 1.,..... � l OFFNIF In BY " § �, sort 4 I R t A y - .- --- -.-- -- - 1 II� I: HwROOM 4r. ; rtt i :IT C . f I Lam. CZ P . E . 2316 Antone Way Tim K . Garrison , Anacortes, WA 98221 Phone : ( 360 ) 708 - 1865 Consulting Engineer TimG@TimKGarrison . com AVIa BATH It 03 STUDIO CA cal _ - r. ... l = _F H ee ;5s 2 HOPAHEA r xru. uu i i i r- C3 Structural Design Loads - IBC 2015 & ASCE 7= 10 Seismic Calculations - Per ASCE 7 - 10 Project Garrett Job No t18045 Date 5/1 /18 Location 3810 Leeward Ln . , Anacortes , WA USGS 0 . 2 Second Response SS = 1 1 . 095 % of gravity USGS 1 .0 Second Response S , = 0 .435 % of gravity No , of stories above ground lev . j Two Stories • Site Class ' Stiff Soil Profile, D (ryp,) • __ -- -- __ .. . Risk Factor LComm'I Industrial Residential Med Hazard II • '; Eguiv Lateral Force Method Seis importance , IE = 1 . 00 Structural System Bearing wall - wood or light steel shear wall • .2 sec response , Ss = 1 ,095 Ss use for Cs = 1 . 095 Is structure regular and 5 stories or less? I Yes • Use Ss= 1 . 5 max for Cs calc 1 sec response , St = 0 ,435 Site coef, Fa = 1 . 062 Redundancy factor, p = 1 Site coef, F = 1 . 565 Period , long-period ( Map , ASCE7- 10 , p . 224, fig 22- 12 ) , TL = 16 Response mod coef, R = 6 , 50 Height of top of building , hn = 34 ft O - Str factor, Q. = 3 .00 Defl Amplf, Cd = 4 , 00 EQUIVALENT FORCE METHOD, ASCE740, 12. 8 Ht Limit 65 . 0 fit Required Seismic Design Category D Spectral accel parameter, SMS = 1 , 163 Height Limit (feet) 65 Spectral accel parameter, SMt = 0 , 681 Max. Allowable Story Drift 0.015 hsx or L 167 Design spectral parameter, SDS = 0 , 775 O - Str factor, Do 3 .00 Design spectral parameter, SDI = 0 . 454 Seismic Base Shear, V 0 . 119 * W I Building period coef, CT, = 0 , 020 Horizontal Seismic Load Effect, Eh 0 . 119 * W Approx fundamental period , Ta = 0 .282 Vertical Seismic Load Effect, Ev 0 . 155 * W Upper limit period coef, Cu = 1 ,400 Seismic Load Effect E = Eh + - Ev 0 .274D & -0 . 036D Building period , use , T = 0 . 394 LRFD Comb 5 1 . 355D + Eh + . 5L + . 2S Csmax = 0 ,248 LRFD Comb 7 0 . 745D + Eh Csmin = 0 . 010 ASD Comb 5 1 . 109D + . 7Eh Seis response coef, CS = 0 . 119 ASD Comb 6b 1 . 078D + . 525Eh + . 75L + . 75S Min diaphragm force , Fpx min = 0 . 155D ASD Comb 8 0 .491 D + . 7Eh Max diaphragm force , Fpx max = 0 . 31 D Wind Loads Per ASCE 7= 10 = Analytical Procedure Wind Loads On Buildings - MWFRS , Directional Procedure - All Heights ASCE7- 10 , Chapter 27 Projecti Garrett Job No t18045 Date 5/1 /18 Building Wind Exposure ; Exp D - Up to 600' of B or C + flat, unobstructed or water. • Enclosure Classification Enclosed Building (Typical) • 3-Sec Gust, Basic 120 mph • ASCE7- 10 maps , Fig 26 . 5 , p247 ASD, Basic Combos. Stress increases allowed for wood only. Method Load Comb Factor 0 . 6 Roof Pitch 1 , max. 1 10 . 00 /12 Slope 1 0 = 39 . 8 deg Roof Pitch 2 , max. 1 3 . 00 /12 Slope 2 0 = 14. 0 deg A Mstr - 2012 1BC Loads Calcr 6-6- 17 5/1 /18 Hill Shape Topographic Factor Not Applicable • L/B 0 . 96 Building Width Perp . To Ridge B = 52 ft h/L 0 . 52 Building Length Parallel To Ridge L = 50 ft Gust Effect Factor G = 0 . 85 Mean Height Of Roof (ft) hip = 26.0 ft 3-Second Gust Power Law Exponent q, = 11 . 5 Eave Height (ft) heave = 18 . 0 ft Normal Ht, Of Atmosp. Bndry Layer zg = 700 ft Directionality Constant Kd = 0 . 85 Velocity Press, Exposure Coefficient Kh = 1 . 134 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = IBC Load Factor for ASD Wind - 1605.3.2 CO = 0 . 60 Narrowest Half-Width of Hill at Half-Height (ft) Lh = Topographic Factor Kzt = 1 . 000 Horiz, Distance From Crest To Bldg . Site (ft) x = Velocity Pressure @ mean roof ht. qh = 35 .52 psf Windward Wall Pressures Internal Pressure Intermed . Windward Elev K Value Q7 Wall Internal Pressure 0- 15 feet 1 . 030 19 . 37 psf 13 . 17 psf +/- 6 . 39 psf 15-20 feet 1 . 083 20 . 36 psf 13 . 85 psf 20-25 feet 1 . 126 21 . 17 psf 14. 39 psf Longitudinal ( Parallel To Ridge) 25-30 feet 1 . 162 21 . 85 psf 14. 86 psf 3040 feet 1 .222 22 . 97 psf 15 . 62 psf Leeward Wall Side Walls 40-50 feet 1 . 270 23 .88 psf 16 . 24 psf 406 psf - 12 . 68 psf 50-60 feet 1 . 311 24. 65 psf 16 . 76 psf (Outward ) (Outward ) 60-70 feet 1 . 347 25 . 32 psf 17 . 22 psf Roof Pressures - 70-80 feet 1 . 378 25 .91 psf 17 . 62 psf Based On Posn . Pressure Down Ridge 0 to h/2 - 16 . 59 psf Transverse ( Perp . To Ridge) h/2 to h . 16 . 16 psf h to 2h 420 psf Leeward Wall Side Walls > 2h -5 . 72 psf -8 . 91 psf .12 . 68 psf (Outward ) (Outward ) Horiz prof 15 . 62 psf Slope 1 - 24. 5 psf 10.00 / 12 . 1 .88 psf - 10.87 psf 6 .31 psf 14. 86 psf 23 .8 psf 14 .39 pif 000or 6.39 psf 23. 3 psf +/_ 6 .39 �sf i 13 .85 Rsf """ iti" +/_ 6. 39 psf 78 .91 psf 22. 8 psf t- --�� /- 6. 39 psf 13 . 17 psf 22. 1 psf 0r 52.00 ft i Roof 1 slope : 10 : 12 0 . 69 rads 39 . 81 deg Roof 2 slope : 3 : 12 0 . 24 rads 14 . 04 deg Press , slope 1 , roof, horiz proj : 11 .0 psf Press , slope 2 , roof, horiz proj : 5 .4 psf A Mstr - 2012 1BC Loads Calcr 6-6- 17 5/1 / 18 Gfi ConstructlonCalc , Inc Lateral . Load Calculator Job No. : t18045 Job Name: Garrett By: tkg Architect / Designer: Sykora Date: 5/1 /2018 Building: house + det gar R basic 6.5 rho basic 1 . 0 SEISMIC LOAD CALCULATOR Seismic Factor: 0. 119 (Basic. Ma Roof Snow 25 sf Fir Storage LL 0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up a-w up n-s 14-16 gar n-s gar a-w Dim 1 3984. 00 51 .00 a Dim 2 1 ,00 30,00 o Mul factor 1 . 30 1 ,30 1 , 30 1 , 30 1 ,30 1 ,30 1 .30 1 . 30 Trib Area 5186.0 0 .0 _ 0 .0 1991 .6 0 .0 0 .0 0.0 0.0 $ Dead weight, psf. 1 15 .0 -' 15.0 r 15.0 1 15.0 15.0 15 0 15.0 1 15.0 1 i - - F - ! -i Seismic factor. ) 0. 119 1 0, 119 I 0 . 119 1 0 , 119 1 0 . 119_ 0, 119 0 , 119 0 , 119 L------- -----L- y - ' Calc'd seis load 9257.0 0 .0 0.0 3555.0 0 . 0 0 . 0 0 . 0 0 . 0 Dim 11 393.00 1 1 69,00 150 .00 Dim 21 7.00 1 1 12.00 1 10,00 m Mul factorl 1 .00 1 1 .00 1 1 .00 1 1 .00 1 .00 1 .00 1 .00 1 .00 3: Trib Area 2751 .0 0.0 828.0 1500.0 0 .0 0.0 0 .0 0.0 w Dead weight, psf. 1040 10,0y 10,01 10.0 I 10 .0 10 .0 I 10 . 0 10.0 1 Seismic factor. ! 0 . 119 ! 0 . 119 i 0. 119 0. 119 ! 0119 ! 0 . 119 0. 119 0:119 % - - - - Calc'd seis load 3273.7 0.0 985.3 1785.0 0 .0 0.0 0 .0 0 .0 Dim 1 17.00 1 19.00 Dim 21 1 1 49.00 1 25,00 Mul factorl 1 .00 1 1 .00 1 1 .00 1 1 .00 1 1 .00 1 1 .00 1 1 .00 1 .00 °o Trib Area 0.0 0.0 833.0 475.0 0 .0 0 .0 0 .0 0 .0 LL _______________-__________v____________v____________._________________________________________.___________-. Dead weight, psf. 27.0 27.0 ! 27.0 ! 15.0 ! 27.0 ! 27.0 ! 27.0 ! 27.0 Seismic factor. ! 0, 119 ! 0, 119 ';' 0, 119 i 0. 119 i 0 .119 0 . 119 1 0 . 119 - 0. 119 - --------- -------- -------------- ------------ --------- --------- -------- -------- Calc'd seis load 0 .0 0.0 2676.4 847. 9 0.0 0 .0 0.0 0 .0 Dim 1 1 318.00 Dim 21 1 1 1 .00 Mul factorl 1 . 30 1 1 . 30 1 1 . 30 1 1 .30 1 1 .30 1 ,30 1 1 , 30 1 ,30 Trib Area 0 .0 0 .0 413A 0.0 0.0 0 .0 0.0 0.0 Dead weight, psf. i 32.0 32.0 _Y___ 32.032.0 32.0 i - 32-0 - 32.0 i 32.0 ' �- F ----- + - Seismic factor. ) 0 . 119 04119 i 0 . 119 1 0. 119 1 0, 119 1 0 . 119 1 0. 119 1 0 , 119 1 Calc'd seis load 0.0 0 .0 1574.2 0.0 0 .0 0.0 0 . 0 0 .0 Other GLs 12530 . 7 6265.4 6187.9 Seismic Applied V 1 12530 .7 1 12530 .7 11501 . 3 6187.9 1 6187.9 0 . 0 0 . 0 0 .0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline : Gridline: Gridline : Gridline : up a-w up n-s 14-16 gar n-s gar a-w 0 0 0 Dim 1 216,00 54.00 51 .00 Dim 2 1 .00 16.00 12.00 Mul factor 1 .00 1 ,00 1 .00 1 .00 1 ,00 1 ,00 1 ,00 1 ,00 Trib Area 216.0 864.0 0.0 612.0 0 ,0 0 .0 0.0 0 .0 - -• o r 11 .0 ! 11 .0 ! 11 . j LX Wind psf load ! 11 . -0 11 .0 11 .0 11 . 0 1 0 11 .0 = !- ------------'--- - -------------- - Calc'd wind load 2376.0 9504.0 0 . 0 6732.0 0 .0 0 .0 0 . 0 0 .0 Dim 1 81 .00 50.00 1 1 12,00 1 22,00 Dim 21 14.00 1 8.00 1 1 5,00 1 11 .00 Mul factorl 1 .00 1 1 ,00 1 ,00 1 1 ,00 1 .00 1 ,00 1 . 00 1 .00 X Trib Area 1134.0 400.0 0.0 60 .0 242.0 0.0 0.0 w Wind psf load 23 8 r - 23:8 23.8 23.8 23.8 - 1 23.8 r 23.8 - r 23.8 1 Calc'd wind load 26989 .2 9520.0 0.0 1428.0 5759.E 0 .0 0 .0 0 .0 Dim 1 24.00 47.00 26.00 Dim 2 12,00 1 7,00 1 8.00 Mul factor 1 .00 1 ,00 1 .00 1 .00 1 .00 1 . 00 1 .00 1 ,00 X Trib Area 0 .0 0. 0 288.0 329.0 208.0 0 .0 0 .0 0.0 r ___________ w r 2. 1 - - 1 1 1 : 22. 1- ' 22 -1 - 22. 1 1 Wind psf load 22.1 I 22. 1 22. 1 22. 1 22. 1 ' Calc'd wind load 0 .0 0 .0 6364.8 7270.9 4596 .8 0.0 0 .0 0 .0 Other GLs 5190.0 Wind Applied VI 2936502 1 19024.0 1 11554.8 1 15430 .9 1 1035604 1 0.0 1 0 .0 0.0 . Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up a-w up n-s 14-16 gar n-s gar a-w 0 0 0 Controlling V 29, 365 lb 19,024lb 11 ,555 lb 15,431 lb 10 ,356 lb 0 lb 0 lb 0 lb Controlling Force Type wind wind wind wind wind ConstructionCalc , ins Description : up e-w Distribution of Lateral Loads Seismic Adjustments per Grid Total V, unfactored 29 ,365 lb Building: house + det gar R adjust Grid Rho ad ' Grid Wind or Seis control? (w or e) wind Use18" WSW at 24, good for 2210 Total V, factored 17 ,619 lb Adjst'd multiplier Grids 21 22, 23 24, 25 Percentage V 15% 43% 42% 1 1 1 1 1 0% Leftover V / grid 2 , 643 lb 7,576 lb 5 , 190 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb Min . Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 6. 1f 7 6.7 1f 13. 41f 197 plf 2PW 17. 61f 11 ,0 If 2.5 If 2 .5 If 33. 6 If 225 plf 2PW 3. 1 If 4 .8 If 4 .0 If 11 .9 If 436 plf 2PW Description : up n-s Seismic Adjustments per Grid Total V, unfactored 19 ,024 lb R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 111414 lb Adjst'd multiplier Gridsl 2a I 2b - 2d 2e Percentage V 33% 33% 34% 0% Leftover V / grid 3 , 767 lb 3 , 767 lb 35881 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 11 ,414 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 2.41f 4.3 If 21 .5 If 28 . 2 If 134 plf 1PW 8.31f 4 .5 If 10 .0 If 22. 8 If 165 plf 1PW 19 .3 If 9A If 4.5 If 14.0 If 3 .3 If 50 . 2 If 77 plf 1PW Description : 1446 Seismic Adjustments per Grid Total V, unfactored 11 , 555 lb R adjust Grid Rho adj Grid Wind or Seis control ? (w or e) wind Total V, factored 6,933 lb Adjst'd multiplier Gr!ds 14-16 Percentage V1 100% 0% Leftover V / grid 6,933 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 6 ,933 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 5.2 If 3.3 If 4.0 If 4.5 If 17.0 If 408 plf 2PW Description: gar n-s Seismic Adjustments per Grid Total V, unfactored I '15 ,431 lbi R adjust IIII"IIIGrid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 9 ,259 lb Adjst'd multiplier Gridsl 1 1 3 Percentage V 50 % 1 50% 1 1 1 0% Leftover V / grid 4,629 lb 4,629 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 93259 lb Sum check OK Min . Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pni 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 21 .5 If 21 .5 If 215 plf 2PW 6.2 If 10 .6 If 16 .8 If 276 plf 2PW Description : gar e-w Seismic Adjustments per Grid Total V, unfactored 1101356 lb R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 6 , 214 lb Adjst'd multiplier Grids a I b Percentage V 50% 1 50% 1 0% Leftover V / grid 33107 lb 33107 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 6,214 lb Sum check OK Min . Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 47.0 If 47.0 If 66 plf 1PW 4.6 If 10 . 2 If 2 .5 If 17 .3 If 180 plf 2PW Uplift Caku/ator .................................................................................................................................................................,..........................,..........................,..........................1, Panel I. D. : 25 16 gar b i .......................... .........................;..........I..............;..........................;...................... .................. .................. .................. ................. Unit lateral load, factored , Eh, plf 436 plf i 408 i 180 plf € UpliftRange Panel horiz. length , ft, 4.0 ft 4.0 ft 4.6 ft Panel ht. (mom-arm), ft. 12 .0 ft 9.0 ft 8.0 ft Add'I uplift from upper story, Lt. end , lb 4,036 lb Add'I uplift from upper story, Rt. end , lb 3,940 lb Dead point load at Lt. end , lbs. 500 lb 1 ,000 lb 620 lb Dead point load at Rt. end , lbs . 660 lb 1 ,400 lb 620 lb No. AB's to help keep Lt, end down 1 .0 ea . 2 .0 ea. 2.0 ea. No. AB's to help keep Rt. end down 1 .0 ea . 2.0 ea. 1 .0 ea. Dead weight UDL, plf 330 plf 700 plf 310 plf Uplift Lt. end , ASD comb 7, 8 41036 lb 51268 lb -360 lb #DIV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/0! Uplift Rt. end, ASD , comb 7, 8 3,940 lb 4,932 lb 140 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/01 67 Tim Garrison, P.E. CCANSIRUCTIONCALC " eam Important: Notches and connectors not cosidered . Dynamic loading not considered . Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) slash- Member I .D. 20h Other Info, 5/1 /18Ulu 5 Type? Simple span, fully braced LV Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 4.00 It Allowable Deflection, Main Spans Live Only, LI Code Minimum - Normal: t/360 & Lf240 I 360.................. 0 . 13 in Total , L/ f..................240 N/A 0,00 in Total , U N/A ................, 0.20 in .................. ............ _ .................. ..... ....... _ 0.00 in Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 4.00 It Add Self Weight? yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? yes w Roof Pitch 10.0 : 12 ' , Live Dead Snow Trib, Width Live Dead Snow Uniform I.A. 1 - Roof 20 psf 15 psf 25 psf 14.00 ft 273 .4 Ib/ft 350.0 Ib/ft Uniform Ld. 5 10 psf 0.00 ft Tot Unif Load 273.4 Ib/ft 350.0 Ib/ft Loads Point loads are 1/10 scale 800 600 400 200 0 -200 5 4x And Smaller (Lumber) Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf 2 x 8 Load Duration Snow: 1. 15 V1 % Overdesign 2 x 8 (4) 2 x 4 Moisture Medium Dry - 18% Douglas Fir-Larch Repetitive Use? No Pos Bending 8.5% (2) 2 x 6 3 x 6 Press Treated? No, Not P.T. No. 2 Flat Use? No Neg Bending NA NINE (3) 2 x 5 4 x 5 Temp Cord . Loo deg F & less Fb Pos 1 ,241 psi Fv 207 psi Shear 19.8% Fb Neg 1 , 187 psi Fcp 625 psi Span(s) Defl 'n 322.6% Allow Pos Mom 1 ,359 ft-Ib 1 47,63 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -1 ,300 ft-lb E 1 ,600 ksi Calc'd member OK by: 8.5% Allow Shear 1 ,501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf Cond's Of Use: Load Duration : 1 .16-Snow For 2 x 8 1 .50 in 1 ,50 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1 ,252 lb 19252 lb - all 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 552 lb 552 lb IN IN 0 ft4b 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl has 0 .000 in has has - Allowed 0 .200 in 0. 200 in 0,200 in Max On Defl as -0.047 in has - Allowed 0.200 in 0,200 in 0,200 in ProBeam v7 WC 2-22-18 eg rm Tim Garrison, P.E. CCnrNS lRUCTIONCALC ProBeam t 2 v6.o Important: Notches and connectors not cosidered . Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I . D . 20h case 2 Other Info . 5/1 /18 .5 Type? Simple span, fully braced ; V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3 .00 ft 3 ,00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & L/240 360 ................i = 0. 10 in Total , L/ .................240 ................, 0 , 15 in _................ N/A ............ = 0.00 in Total , L/ i ..................N/A ............ = 0.00 in Pitch if Member Being Designed is Sloped : 0.0 : 12 Mem True Len: 3 ,00 ft Add Self Weight? Yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes qw Roof Pitch 10 .0 A 2 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 15 psf 25 psf 8,00 ft 156.2 lb/ft 200 .0 lb/ft 1 .5" gyperete Uniform Ld , 2 40 psf 27 psf 2" pavers Uniform Ld, 3 40 psf 32 psf std Uniform I.A . 4 40 psf . 15 psf 4,00 ft 160 .0 lb/ft 60.0lb/ft Uniform Ld , 5 10 psf 8.00 ft 80.0 lb/ft Tot Unif Load 160.0 lb/ft 296.2 lb/ft 200 .0 Iblft Loads Point loads are 1/10 scale 800 600 400 200 0 -200 5 4x And Smaller (Lumber) Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf z x a Load Duration snow: 1.1s % Overdesign 2 x 6 (4) 2 x 3 Moisture �edium Dry - is i �iougias Fir-Larch —��� Repetitive Use? No Pos Bending 112.3% (2) 2 x 4 3 x 4 Press Treated? No, No[ P.T. No, 2 Flat Use? No Neg Bending NA (3) 2 x 4 4 x 4 Temp Cond . ioo deg F & less Fb Pos 1 ,241 psi Fv 207 psi Shear 75.8% Fb Neg 1 ,207 psi Fcp 625 psi Span(s) Defl'n 1002.5% Allow Pos Mom 1 ,359 ft-lb 1 47.63 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -11322 ft-lb E 1 ,600 ksi Calc'd member OK by: 75.8% Allow Shear 1 ,501 lb El 76,216 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wit 2.78 plf Cond's Of Use: Load Duration :1 .15-Snow For 2 x 8 1 .50 in 1 ,50 in IN Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 853 Ib 853 Ib 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-lb Min Total 448 Ib 448 Ib 0 ft-lb 0 ft-lb 0 ft4b 0 ft4b Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0 ,000 in Allowed 0. 150 in 0. 150 in 0 . 150 in Max On Defl -0,014 in Allowed 0, 150 in 0 , 150 in 0 , 150 in ProBeam v7 WC 2-22-18 i c9 Tim Garrison, P.E. CA RUCTIONCALC v6.0 eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I .D. 20h case Other Info. 5/1 /18 .5 I Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3,00 ft 3 ,00 ft Allowable Deflection, Main Spans Live Only, LI Code Minimum - Normal: L/360 & U240 ........................................... — ............................................ ........................................... — ,........................................... 360 0,10 in Total, U` 240 , = 0,15 in NIA 0.00 in Total , L/ N/A ! = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 3,00 ft Add Self Weight? Yes - Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes v Roof Pitch 10.0 :12 I Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1 .5" gyperete Uniform Ld. 2 40 psf 27 psf 0,00 ft I 2" pavers Uniform Ld, 3 40 psf 32 psf 10.00 ft 400.0 Ib/ft 320.0 lb/ft std Uniform Ld. 4 40 psf 15 psf Uniform Ld. 5 10 psf Tot Unif Load 400.0 lb/ft 320.0 lb/fit - Loads Point loads are 1 /10 scale 1000 500 0 0 . 5 1 1 .5 2 2 .5 3 35 ' -500 4x And Smaller (Lumber) Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8, 2.8 pif 2 x 8 y Load Duration I Live: 1,00 % Overdesign 2 x 8 (4) 2 x 4 Moisture Medium Dry - 18% Douglas Fir-Larch v Repetitive Use? No Pos Bending 45.4% (2 ) 2 x 5 3 x 5 Press Treated? No, Not P.T. No. 2 V Flat Use? No Neg Bending NA (3) 2 x 4 4 x 5 Temp Cond. 100 deg F & less Fb Pos 1 ,079 psi Fv 180 psi Shear 20.4% Fb Neg 1 ,055 psi Fcp 625 psi Span(s) Defl'n 767 .9% Allow Pos Mom 1 , 182 ft-Ib 1 47.63 inA4 Cantilever(s) Defl'n NA Allow Neg Mom Aj55 ft4b E 1 ,600 ksi Calc'd member OK by: 20 .4% Allow Shear 1 ,305 lb El 76,216 ksi Controlling criteria is: Shear Req 'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2,78 plf Cond's Of Use: Load Duration : 1 .0-Live For 2 x 8 1 . 50 in 1 , 50 in - Reactions Support 1 Su000rt 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1 ,084 lb 110841b 0 ft-lb 0 ft-Ib 0 ft-lb 0 ft-lb Min Total 4841b 4841b 0 ft-lb 0 ft-Ib 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Sven 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0,150 in 0. 150 in 0 . 150 in Max On Defl -0,017 in - Allowed 0.150 in 0. 150 in 0,150 in ProBeam v7 WC 2-22-18 C� 16 Tim Garrison, P.E. CC911S RUCTIONCALC ProBeam tiil v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered . Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I . D. 22h case 2 Other Info, 5/1 /18 Type? 11 Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, U I Code Minimum - Normal: U360 & L/240 360 ................. 0.20 in Total , L/ '.................240 ................: 0 , 30 in N/A ............ _ 0 .00 in Total , U ..................NIA ............ _ 0 ,00 in ..........................................: ...................................4.......: .......................................... ......................4....................: Pitch if Member Being Designed is Sloped : 0 .0 : 12 Mem True Len: 6 . 00 ft Add Self Weight? Yes - Self weight will be added to applied DL qV Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? F No Increase Roof DL for pitch? Yes Roof Pitch 10 .012 Live Dead Snow . Trib. Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 15 psf 25 psf 1 . 5" gyperete Uniform Ld . 2 40 psf 27 psf 0,00 ft 2" pavers Uniform Ld , 3 40 psf 32 psf 10.00 ft 400.0 lb/ft 320 .0 lb/ft Sid Uniform Ld. 4 40 psf 15 psf Uniform Ld . 5 10 psf Tot Unif Load 400.0 lb/ft 320.0 lb/ft Loads Point loads are 1110 scale 1000 500 0 1 2 3 4 5 6 -500 4x And Smaller (Lumber) Calc'd Member Results For (2) 2 x 10 Solutions Using Self Weight of Sawn (2) 2 x 10, 7.1 plf (2) 2(2) 2 x� vj Load Duration Live: 1,00 % Overdesign (4) 2 x 8 Moisture Medium Dry - 18% Douglas Fir-Larch v I Repetitive Use? No Pos Bending 7.9% (2) 2 x 10 3 x 12 Press Treated? No. 2 4W Flat Use? No Neg Bending NA (3) 2 x 8 4 x 10 Temp Cond . ioo deg F & less Fb Pos 990 psi Fv 180 psi Shear 52.7% Fb Neg 979 psi Fcp 625 psi Span(s) Defl'n 347.9% Allow Pos Mom 3,529 ft-lb 1 197. 86 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -3,489 ft-lb E 1 ,600 ksi Calc'd member OK by: 7.9% Allow Shear 3 ,330 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7,09 plf Cond's Of Use: Load Duration : 1 .0-Live For (2) 2 x 10 1 ,50 in 1 . 50 in - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 21181 lb 2, 181 lb 0 ft4b 0 ft-Ib 0 ft-lb 0 ft-lb Min Total 981 Ib 981 Ib 0 ft-lb 0 ft-lb 0 ft-lb 0 ft4b Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell 0,000 in Allowed 0 . 300 in 0 .300 in 0 .300 in Max Dn Defl -0 .067 in Allowed 0 .300 in 0 .300 in 0 .300 in ProBeam v7 WC 2-22-18 MENNEN Tim Garrison, P.E. CAS RUCTIONCALC Froseam V8.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 1BC. All designs should be checked by a competent professional. Job t18045 Spans and Suppode (Note, pitch and thity, d any, not shown) Member I.D. 23h Other Info. 511/18 .5 LA Type? Simple span, fully braced Left Cantilever Span 1 San 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4,00 ft 4.00 ft Allowable Defection, Main Spans Live Only, L/ I Code Minimum - Normal: U360 & U240 Ivi :._.__._.._......................... r.....,.._.._....._...................; ,...............__........._...... : ` 360 - 0,13 in Total, L/ 240 I = 0,20 in 1 N/A ` = 0.00 In Total, U' N/A i = 0 00 in I.............. ........................: ......._._._..........................0 ;..........__...._.-..................� ' Pitch if Member Being Designed is Sloped: 0.0 :12 Mom Two Len: 4.00 ft Add Self Weight? yes - Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? rvo Increase Roof DL for pitch? Yes v Roof Pitch I 10.0 :12 ------------------- Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 3,00 it - 58.6 Wit 75.0 lb/ft 1 .5" gyperete Uniform Ld. 2 40 psf 27 psf - - 2" pavers Uniform Ld. 3 40 psf 32 Pat - std Uniform Ld. 4. 40 psf 15 psf 1 .00 ft 40.0 lb/ft - 15.0 Ib/fl Uniform Ld. 5 - 10 psf 8.00 ft - 80.0 Iblit Tot Unit Load 40.01Wft 153.6 lb/ft 75.0 lb/ft Point Loads Measured from left and of member. Member Total Length = 4 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 17.00 ft 13.00 (t - 33315 lb 51525 Ib 2.00 ft Loads Poinlloads am 1110 "a 600 400 200 0 -200 0.5 1 15 2 5 3 3.5 4 45 6x And Laraer (Timber) Calc'd Member Results For 6x12 Solutions Using Self Weight of Glulam 3 x 9, 6.9 pit 6 x ti Load Duration snow: t.ts % Overdesign 6x12 12 x 12 Moisture Medium Dry - t8% Douglas fir - Laren v Repetitive Use? No Pos Bending 4.5% 8 x 12 14 x 14 Press Treated? No, Nat P.7. P/QIB - No. 2 Flat Use? No Neg Bending NA 10 x 10 16 x 16 Temp Cond. tgD deg F & less Fb Pos 1 ,006 psi Fv 196 psi Shear 64.9% Fb Neg 1 ,003 psi Fcp 600 psi Span(s) Def'n 681 .0% Allow Pos Mom 9,728 ft-lb 1 652.59 in44 Cantilevers) Defl'n NA Allow Neg Mom -9,696 ft-lb E 1 ,300 ksi Calc'd member OK by: 4.5% Allow Shear 8,064 lb El 848,364 ksi Controlling criteria is: Pos Bending Req'd Beating Support 1 Support 2 Support 3 Support 4 Self Wt 15.82 pit For 6x12 Condos Of Use: Load Durafion:1.15-Snow 1 . 50 in 1 .50 in - - Glu Lam Called Member Results For 3 x 9 Solutions Using Self Weight of Glulam 3x9, 6.9 pit Misc manufacturers V Load Duration % Overdesign 2.5 x 10.5 5 x 7.5 0.75 x 9 Moisture Medium Dry - IB% 3 x 9 5rxrw: 1.15 Pos Bending 0.0% 3 x 9 5.125 x 7.5 Press Treated? No, Nar P.T. 24F-V4, DF/DF Neg Bending NA 3.125 x 9 6.75 x 7.5 Temp Cord. tDD deg F & less Fb Pos 2,759 psi Fv 305 psi Shear 12.2% Fb Neg 29099 psi Fcp 650 psi Spans) Defl'n 202.0% Allow Pos Mom 9,312 fl-lb 1 182.25 inA4 CanOlever(s) De0'n NA Allow Neg Mom -7,086 fl-lb E 1 .800 ksi Calc'd member OK by: 0.0% Allow Shear 5.486 lb El 328,050 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.90 pit Condos Of Use: Load Duration:1 .15-Snow For 3 x 9 2.51 In 2.51 in - Reactions Support1 Support Support3 Support Moments support1 Support , Support3 Support4 Max Total 40891 lb 49891 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,978 lb 11978 lb - - 0 ft-Ib 0 ft-lb 0 ft-Ib 0 ft-lb Min Load Case Deflections Ll Canlivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.200 in 0.200 in 0,200 In Max On Dell - -0.066 in - - - Allowed 0.200 In 0.200 in 0,200 in ProBeam v7 WC 2-22-18 c17, Tim Garrison, P.E. CCISSRUCTIONC.ALC ProBeam 1rs.o Important: Notches and connectors not cosidered. Dynamic loading not considered . Compliant with 2012 • 2003 IBC. All designs should be checked by a competent professional. Job 08045 sans and Supports Note, lch and fiw p ppo ( pi ty, if any, not shown) Member I.D. 24h Other Info. 5/1/18 Type? simple span, fully traced Left Cantilever Span 1 Span 2 Span 3 Riaht Cantilever Tot Member Length Lenth of Spans: 9.00 It 9.00 it Allowable Deflection, Main Spans Live Only, U Cade Minimum - Normal: L/360 & L/240 360 = 0.30 in Total, L/( 240 = 0.45 in N/A j = 0.00 in Total, U N/A { = 0.00 in ................... c.._._....................__......._., ._........................................ ............4 Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.00 ft Add Self Weight? yes - Self weight will be added ro applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? yes v Roof Pitch 1 ---- 10.0 :12- ---� Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 7,00It - 136.7lb/ft 175.0Ib/ft 1 .5" gyperete Uniform Ld. 2 40 psf 27 psf - - 2" pavers Uniform Ld. 3 40 psf 32 psf - - sld Uniform Ld. 4 40 psf 15 psf 5,00 It 200.0 lb/ft 75.0 Wit Uniform Ld. 5 - 10 psf 8.00 ft - - 80.0Ib/ft Tot Unif Load 200.0 lb/ft 291 .7lb/ft 175.0 lb/ft Loads Pointtoods are 1110 scale 1000 500 0 1 2 3 4 5 6 7 8 9 1 -500 6x And Larger (Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 6 x 10, 13 plf ex 10 Load Duration Snow: 1.15 % Overdesign 6 x 10 12 x 12 Moisture Medium Ory - 18% Douglas Fr - Larch Repetitive Use? No Pos Bending 10.9% 8 x 10 14 x 14 Press Treated? No, Not P.T. WCUB - No, 2 IVI Flat Use? No Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 tleg F & less Fla Pos 1 ,006 psi Fv 196 psi Shear 151.5% Fb Neg 1 ,000 psi Fcp 600 psi Span(s) Defl'n 145.3% Allow Pos Mom 6,576 ft-lb 1 362.75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -6,538 ft-Ib E 11300 ksi Calc'd member OK by: 10.9% Allow Shear 6,631 lb El 471 ,574 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Su000rt 2 Support 3 Support 4 Self Wt 13,01 pif Far 6 x 10 1.50 in 1 .50 in Cond's Of Use: Load Duration:1 .15-Snow - Glu Lam Calc'd Member Results For 3 x 9 Solutions Using Self Weight of Sawn 6 x 10, 13 plf Mix manufacturers Load Duration % Overdesign 2.5 x 9 1 5 x 7.5 1 8.75 x 9 Moisture Medum Dry - 18% 3 x 9 V Snow: 1.15 Pos Bending 57.0% 3 x 9 5,125 x 7.5 Press Treated? No, Not P.T. W1 124F-v4, DF/DF Neg Bending NA 3.125 x 7.5 6.75 x 7.5 Temp Cond. too deg F & less V Fb Pos 2,759 psi Fv 305 psi Shear 108.0% Fb Neg 2,040 psi Fcp 650 psi Span(s) Defl'n 70.7% Allow Pos Mom 9,312 ft-lb 1 182.25 iM4 Cantilever(s) Defl'n NA Allow Neg Mom -6,885 ft-lb E 1 ,800 ksi Calc'd member OK by: 57.0% Allow Shear 5,486lb El 328,050 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6,90 pif cond's of use: Load Duretion:1 .15-snow For 3 x 9 1,50 In 1.50 In - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,6371b 2,637 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 11371 lb 19371 lb - - 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-lb Min Load Case Deflections Lt Cantivr Spent Span 2 Span 3 Rt Cantivr Max Up Deft - 0.000 in - - Allowed 0.450 in OA50 in 0.450 in Max Dn Deft - -0.183 in - - Allowed 0.450 in 0.450 in 0.450 in ProBeam v7 WC 2-22-18 I � 13 TM Tim Garrison, P.E. CIS C RUCTIONALC ProBeam " J ll!0!E>�r�ia7 v0.0 It Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 25h Other Info. 5/1 /18 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.50 ft 4,50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: U360 @ L/240 ...................I...................;. r....................................... ........................................ ,.......................................t s.............. 360............... = 0 .15 in Total, L/ I 240............... = 0.23 in s...............N/A-.............1 = 0,00 in Total, U( N/A............... = 0 .00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len : 4.50 ft Add Self Weight? Yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? Nu Increase Roof DL for pitch? Yes Roof Pitch 10.0 :12 ---------- Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1 .5" gyperete Uniform Ld. 2 40 psf 27 psf 0,00 ft 2" pavers Uniform Ld. 3 40 psf 32 psf 14,00 ft 560.0 lb/ft 448.0 lb/ft std Uniform Ld. 4 40 psf 15 psf Uniform Ld. 5 10 psf Tot Unif Load 560.0 lb/ft 448.0 lb/ft Point Loads Measured from left end of member. Member Total Length = 4.5 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 4 51773 lb 21000 lb 2 .20 ft Loads Point loads are 1110 scale 1500 1000 500 I 0 -500 0 . 5 1 1 . 5 2 2. 5 3 3.5 4 4.5 Glu Lam Calc'd Member Results For 5 x 9 Solutions Using Self Weight of Glulam 5 x 9, 11 .5 plf Misc manufacturers Load Duration % Overdesign 2.5 x 15 5 x 9 8.75 x 9 Moisture Medmm pry - ts% 6 x s we: i.00 Pos Bending 21 .0% Exl 5,425 x 9 Press Treated? No, Not P.T. 24F-V4, DF/DF -TZV Neg Bending NA 3. 2 6.75 x 7.5 Temp Cond. ioo deg F a less Fb Pos 2,400 psi Fv 265 psi Shear 26.9% Fb Neg 1 ,842 psi Fcp 650 psi Span(s) Defl'n 240 .4 Allow Pos Mom 13,499 ft-lb 1 303.75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -101363 ft-lb E 1 ,800 ksi Calc'd member OK by: 21 .0% Allow Shear 7,950lb El 546,750 ksi Controlling criteria is : Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 11 .51 plf For 5 X 9 Cond's Of Use : Load Duration: l .0•Live 1 ,93 in 1 .88 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 61267 lb 6,094 lb 0 ft4b 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,056 lb 29012 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0,000 in Allowed 0,225 in 0.225 in 0.225 in Max Dn Defl -0.064 in Allowed 0,225 in 0,225 in 0.225 in ProBeam v7 WC 2-22-18 G � 4 Tim Garrison, P. E. CASIRUCTIONCALC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 IN 2003 IBC. All designs should be checked by a competent professional. Job t18045 Spans and Supports (Note, pitch and fipty, if any, not shown)) Member I . D. 26h Other Info. 5/1118 Type? simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9,00 it 9,00 ft Allowable Deflection, Main Spans Live Only, IN code Minimum IN Normal: IN & L/240 _.....................•................I ... .._ ;. . _...-I............................ , ,................IN.............-...... IN 360 - 0.30 in Total, IN 240 = 0,45 in i NIA = 0.00 in Total, IN N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.00 It Add Self Weight? yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous MembeR No Yes f Increase Roof DL for pitch . Roof Pitch I 10.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 15,00 It IN 292.9 Ib/ft 375.0lb/ft 1 .5" gyperete Uniform IN 2 40 psf 27 psf - - 2" pavers Uniform Ld. 3 40 psf 32 psf IN - aid Uniform Ld. 4 40 psf 15 psf - IIN N Ld. 5 - 10 psf 8.00 it - 80.0 Ib/ft Tot Unif Load IN 372.9 Wilt 375.0 Ib/ft Loads Poinlloads are 1110 scale 1000 500 0 1 2 3 4 5 6 7 8 9 1 -500 6x And Larger (Timber) Calc'd Member Results For 6x12 Solutions Using Self Weight of Glulam 5 x 7.5, 9.6 pIf sx12 Load Duration snow: 1.15 % Overdesign 6x12 12x12 Moisture Medium Dry - te% Douglas Fr - Larch Repetitive Use? No Pos Bending 26.8% 8 x 10 14 x 14 10 x 10 16 x 16 Press Treated? No, NOt P.T. Wa1B - No. z V Flat Use? No Neg Bending NA Temp Cond, too deg F & less Fb Pos 1 ,006 psi Fv 196 psi Shear 136.E Fb Neg 999 psi Fcp 600 psi Span(s) Defl'n 241 .4% Allow Pos Mom 9,728 ft-Ib 1 652.59 104 Cantilever(s) Defl'n NA Allow Neg Mom -9,657 ft-Ib E 1 ,300 ksi Calc'd member OK by: 261 Allow Shear 8,064 lb El 848,364 its[ Controlling criteria is: Pos Bending Reci d Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.82 ptf Cond's Of Use: Load Duration:1 .15-Snow For 6x12 1.50 In 1 , 50 in IN - Glu Lam Calc'd Member Results For 5 x 7.5 Solutions Using Self Weight of Glulam 5 x 7.5, 9 .6 plf Misc manufacturers Load Duration % Overdesign 2. 5 x 9 5 x 7.5 8.75 x 9 Moisture Medium Dry - Ss% s x 7.5 snow: 1.15 Pas Bending 40.6% 3 x 9 5. 125 x 7 . 5 Press Treated? No, Not P.T. 24FV4, DF/DF Neg Bending NA 3.125 x 9 6,75 x 7. 5 Temp Cond. 100 deg F & less Fb Pos 2,760 psi Fv 305 psi Shear 123.5% Fb Neg 2,110 psi Fcp 650 psi Span(s) Defl'n 27.3% Allow Pos Mom 10,780 ft-Ib 1 175,78 inM Cantilevers) Deftn NA Allow Neg Mom -8,242 ft-Ib E 11800 ksi Calc'd member ON by: 273 Allow Shear 7,619lb El 3161406 ksi Controlling criteria is: Deft IN Span IIIIIIIIIIIN Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self WIN 9.59 pif Cond's Of Use: Load Duration:1 .15-snow For 5 x 7.5 1.50 in 1 .50 in IN - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 31409 lb 31409 lb IN IN 0 ft-lb 0 ft4b 0 ft-Ib 0 ft-Ib Min Total 1,721 Ib 11721 lb IN - 0 ft-Ib 0 ft-Ib 0 IN 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 San 2 Spent 3 Rt Cantivr Max Up Dell IN 0.000 in IN - - Allowed 0.450 in 0.450 in 0.450 in Max Din Dell IN -0.353 in IN IN - Allowed 0.450 in 0.450 in 0.450 in ProBeam v7 WC 2-22-18 c �S Tim Garrison, P.E . CCMS RUCTIONCALC Prosearn ¢per v6.O Important: Notches and connectors not cosidered . Dynamic loading not considered . Compliant with 2012 - 2003 IBC . All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 30b Other Info. 5/1 /18 Type? Simple span, fully braced LVI Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 34.50 ft 34.50 ft Allowable Deflection, Main Spans Live Only, L/ '0ode Minimum - Normal: U360 & U240 ............................................ - ...........................................� ,..........................................., - ..........................6................, 360 1 . 15 in Total , L/ 240 = 1 . 73 in N/A 0 .00 in Total , L/ ` N/A = 0 .00 in Pitch if Member Being Designed is Sloped : 0 .0 : 12 Mem True Len: 34,50 ft Add Self Weight? Yes - Self weight will be added to applied Di. EVI Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? Increase Roof DL for pitch? Roof Pitch 10 .0 12 I Live Dead Snow Trib. Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 15 psf 25 psf 13.00 ft 253.8 lb/ft 325.0 lb/ft 1 .5" gyperete Uniform Ld . 2 40 psf 27 psf 2" pavers Uniform Ld. 3 40 psf 32 psf std Uniform Ld . 4 40 psf 15 psf Uniform Ld. 5 10 psf Tot Unif Load 253.8 lb/ft 325.0 lb/ft Loads Point loads are 1110 scale 800 600 400 200 0 -200 Glu Lam Calc'd Member Results For 5 x 25.5 Solutions Using Self Weight of Glulam 5 x 25.5, 32.6 plf Misc manufacturers Load Duration % Overdesign 5 x 25.5 8.75 x 21 Moisture Medium Dry - 18% 5 x 25.5 snow: i.ts Pos Bending 21 .4% 5.125 x 25.5 Press Treated? No, Not P.T. 24F-V4, DF/DF __ Neg Bending NA 6.75 x 22.5 Temp Cond . too d_eg F & less w Fb Pos 2,447 psi Fv 305 psi Shear 145.6% Fb Neg 1 ,076 psi Fcp 650 psi Span(s) Defl'n 10. 1 % Allow Pos Mom 110,479 ft-lb 1 6908.91 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -48,584 ft-lb E 1 ,800 ksi Calc'd member OK by: 10.1 Allow Shear 25,904 lb El 12,436,031 ksi Controlling criteria is: Deft - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 32 .60 plf For 5 x 25.5 Cond's Of Use: Load Duration : 1 .15-Snow 3,25 in 3.25 in - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 10,547 lb 109547 lb 0 ft-Ib 0 ft-lb 0 ft-lb 0 ft-Ib Min Total 49941 lb 4,941 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft4b Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0 .000 in Allowed 1 .725 in 1 . 725 in 1 .725 in Max On Defl -1 . 567 in - Allowed 1 .725 in 1 .725 in 1 ,725 in ProBeam v7 WC 2-22-18 G L� Tim Garrison, P. E. CCINS RUCTIONCALC v6.0 Prolilleam Important: Notches and connectors not cosidered . Dynamic loading not considered . Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I .D. 31b g Other Info, 5/1 /18 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 25.50 ft 25.50 It Allowable Deflection, Main Spans Live Only, LI Code Minimum - Normal : 1./360 & L/240 ........................"I................, ............................................, :..........................................., ,..........................................., 360 = 0 .85 in Total , L/ i 240 = 1 .28 in N/A = 0 .00 in Total , L/ N/A = 0 .00 in Pitch if Member Being Designed is Sloped : 0 .0 : 12 Mem True Len: 25.50 ft Add Self W eight? Yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? Increase Roof DL for pitch? Yes . Roof Pitch ------------ I 10.0 : 12 Live Dead Snow Trib. Width Live Dead Snow Uniform IN 1 - Roof 20 psf 15 psf 25 psf 1 .5" gyperete Uniform IN 2 40 psf 27 psf 2" pavers Uniform IN 3 40 psf 32 psf Sid Uniform Ld . 4 40 psf 15 psf 9.00 ft 360 .0 lb/ft 135.0 Ib/ft Uniform IN 5 10 psf Tot Unif Load 360 .0 lb/ft 135.0 lb/ft Loads Point loads are 1/10 scale 600 400 200 0 200 5 10 15 20 25 Glu Lam Calc'd Member Results For 5 x 18 Solutions Using Self Weight of Glulam 5 x 18, 23 pit Misc manufacturers Load Duration a/ Overdesign 5 x 18 8.75 x 15 Moisture Medium Dry - 18% V s x 18 Live: 1.ao Pos Bending 21 .3% E21 E6.75 5 x 18 Press Treated? No, Not P.T. 24F-V4, DF/DF Neg Bending NA x 21 x 16 .5 Temp Cond . 10o deg F & less Fb Pos 2,270 psi Fv 265 psi Shear 140.7% Fb Neg 1 , 614 psi Fcp 650 psi Span(s) Defl'n 8.6% Allow Pos Mom 51 ,086 ft-lb 12430.00 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -36,325 ft-lb E 1 ,800 ksi Calc'd member OK by: 8.6% Allow Shear 15,900 lb El 4,374,000 ksi Controlling criteria is: Deft - Span Req 'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 23 .01 plf Cond's Of Use: Load Duration:1 .0-Live For 5 x 18 2.03 in 2.03 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,605 lb 69605 lb 0 ft4b 0 ft-lb 0 ft-lb 0 ft-lb Min Total 29015 Ib 29015 lb 0 ft-lb 0 ft4b 0 ft-lb 0 ft•lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0 .000 in Allowed 1 .275 in 1 .275 in 1 .275 in Max On Dell 111 . 127 in Allowed 1 .275 in 1 .275 in 1 .275 in ProBeam v7 WC 2-22-18 C t7 Tim Garrison P.E. CAS5RUCTI0NCALC Prooeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered . Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I. D. 33b Other Info, 5/1 /18 Type? I Simple span, fully braced _ Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 10.00 ft 10.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & L/240 ........................................... - :......................................... ,......................................... ................................. 360 - 0.33 in Total, Lh 240 = 0 .50 in N/A = 0 .00 in Total, L/ '•. N/A = 0,00 in Pitch if Member Being Designed is Sloped : 0.0 : 12 Mem True Len : 10 .00 ft Add Self Weight? Yes - Self weight will be added to applied DL n Loads: Uniform Loads Over Full Length of Member Yes Roof Pitch 10 .0 : 12 Loads From Continuous MembeR No � Increase Roof DL for pitch . �� _ Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 3.00 ft 58.6 lb/ft 75.0 Wit 1 .5" gyperete Uniform Ld. 2 40 psf 27 psf 2" pavers Uniform Ld. 3 40 psf 32 psf std Uniform Ld. 4 40 psf 15 psf Uniform Ld. 5 10 psf 9.00 ft 90 .0 lb/ft Tot Unif Load 148,E Iblft 75.0 Iblft Loads Point loads are 1/10 scale 300 200 100 0 -100 2 4 6 8 10 1 Engineered Lumber Calc'd Brand lBolseCascade Results For 1 .75 x 11 .8752.0E Solutions Using Self Weight of Engrd 1 .75 x 11 .875 2.0E 2800 VersaLam, 5.3 plf Calc'd Member 1,75 x 11.8 2800 VersaLam 1 .3125 x 9.5 1 .4E VersaLam Rim Load Duration snow: 1.15 % Overdesign 1 .75 x 7.25 2.0E 2800 VersaLam Repetitive Use? No Pos Bending 285.40/a 2.625 x 7.25 2.0E 2800 VersaLam Fb Pos 3,217 psi Fv 328 psi Neg Bending NA 3.5 x 7.25 2.0E 3100 VersaLam Fb Neg 2, 134 psi Fcp 750 psi Shear 296.8% 5.25 x 5.25 2 .0E 3100 VersaLam Allow Pos Mom . 11 ,028 ft-lb E 2,000 ksi Span(s) Defl'n 374.2 Allow Neg Mom . -7,315 ft-lb El 488,413 ksi Cant(s) Defl'n NA Allow Shear 4,541 lb Calc'd member OK by: 285.4% 1 244.21 inA4 Controlling criteria is: Pos Bending Self Wt 5.31 pif Cond's Of Use: Load Duration : 1 .15-Snow Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1 .75 x 11 .875 2 .0E 2800 VersaLam 1 .50 in 1 .50 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1 ,144lb 11144 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 769 Ib 769 Ib 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell 0.000 in Allowed 0 .500 in 0 .500 in 0.500 in Max Dn Deft -0 . 105 in Allowed 0.500 in 0 .500 in 0.500 in ProBeam v7 WC 2-22-18 Tim Garrison, P.E. CAS RUCTIONCALC ProBeam v6.0 If Important: Notches and connectors not cosidered . Dynamic loading not considered . Compliant with 2012 - 2003 IBC . All designs should be checked by a competent professional. Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I. D. 33b case Other Info. 5/1 /18 Type? Simple span, fully braced n Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Lenqth Lenth of Spans: 10.00 ft 10 .00 It Allowable Deflection, Main Spans_ Live Only, L/ Code Minimum - Normal: L/360 & U240 .......................................... - .......................................... .......................................... ..... 360 - 0.33 in Total, L/I 240 = 0 .50 in N/A = 0,00 in Total, L/ N/A = 0 .00 in ......................................: .........................: ........................................: ......................................... : Pitch if Member Being Designed is Sloped : 0.0 : 12 Mem True Len: 10.00 ft Add Self Weight? Yes - Self weight will be added to applied DL Loads : Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch 10.0 : 12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1 .5" gyperete Uniform Ld. 2 40 psf 27 psf 9.00 It 360 .0 lb/ft 243.0 lb/ft 2" pavers Uniform Ld. 3 40 psf 32 psf Sid Uniform Ld. 4 40 psf 15 psf Uniform Ld. 5 10 psf Tot Unif Load 360.0 Ib/ft 243.0 lb/ft Loads Point loads are I110 scale 800 600 400 200 0 200 Engineered Lumber Calc'd Brand Boise Cascade Results For 1 ,75 x 11 .875 2.0E Solutions Using Self Weight of Engrd 1 .75 x 11 .875 2.0E 2800 VersaLam , 5.3 pit Calc'd Member 1.75 x 11.875 2.0E 2800 Veil V 2800 VersaLam 1 .3125 x 16 1 .4E VersaLam Rim Load Duration Live: 1.00 V % Overdesign 1 .75 x 11 .25 2 .0E 2800 VersaLam Repetitive Use? l No Pos Bending 26.1 % 2.625 x 9.25 2.0E 2800 VersaLam Fb Pos 2 ,798 psi Fv 285 psi Neg Bending NA 3.5 x 9.25 2.0E 3100 VersaLam Fb Neg 2 ,058 psi Fcp 750 psi Shear 29.8% 5.25 x 7,25 2.0E 3100 VersaLam Allow Pos Mom. 9,590 ft-lb E 2,000 ksi Span(s) Defl'n 78 .4% Allow Neg Mom. -7,055 ft-lb El 488,413 ksi Cant(s) DeRn NA Allow Shear 3,948 lb Calc'd member OK by: 26. 1 % 1 244.21 in^4 Controlling criteria is: Pos Bending Self Wt 5.31 pif Cond's Of Use: Load Duration: l .0-Live Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1 .75 x 11 .875 2 .0E 2800 VersaLam 2.32 in 2.32 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,042 lb 39042 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft•lb Min Total 1 ,242 lb III= lb 0 ft-lb 0 ft-lb 0 f1db 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 San 2 Span 3 Rt Canllvr Max Up Defl 0.000 in Allowed 0 .500 in 0 .500 in 0 .500 in Max Dn Deft -0 .280 in Allowed 0 .500 in 0.500 in 0.500 in ProBeam v7 WC 2-22-18 co Tim Garrison, P.E. CASIIRUCTIONCALC ProBeam vS.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. .lob 118045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I .D. 34b Other Info. 5/1 /18 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6,00 ft Allowable Deflection, Main Spans Live Only, LI I Code Minimum - Normal: U360 & U240 :............................................ - ..............................4............, .......................................... - .........................................., 360 0.20 in Total , L/ ' 240 = 0.30 in N/A 0.00 in Total , L/ N/A = 0.00 in €..........................................: l i..........................................: :..........................................i Pitch if Member Being Designed is Sloped: 2.0 : 12 Mann True Len: 6.08 ft Add Self Weight? Yes - Self weight will be added to applied DL 1W Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch I 10.012 I Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 13.00 ft 253.8 lb/ft 325.0 Ib/ft Uniform Ld , 5 10 psf 4.00 ft 40.0 lb/ft Tot Unif Load 293.8 lb/ft 325.0 Ib/ft Point Loads Measured from left end of member. Member Total Length = 6 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 13.00 ft 14.00 ft 21730 lb 4,550 Ib 4.00 ft Loads Point loads are 1/10 scale 800 600 400 200 0 -200 Glu Lam Calc'd Member Results For 5 x 9 Solutions Using Self Weight of Glulam 5 x 9, 11 .7 plf Misc manufacturers I WWI Load Duration % Overdesign 2.5 x 13. 5 5 x 9 8.75 x 9 Moisture Medium Dry - 18% 5 x 9 Snow: 1,15 V Pos Bending 27.7% 3 x 12 5.125 x 9 Press Treated? No, Not P.T. f 24F-V4, DF/DF Neg Bending NA 3. 125 x 12 6.75 x 7.5 Temp Cond . 10o deg F mess Fb Pos 2,760 psi Fv 305 psi Shear 35.5% Fb Neg 2, 114 psi Fcp 650 psi Span(s) Def'n 145. 1 % Allow Pos Mom 15,523 ft-lb 1 303.75 inA4 Cantilever(s) Defl'n NA Allow Neg Mom - 11 ,890 ft-lb E 1 ,800 ksi Calc'd member OK by: 27.7% Allow Shear 9, 143lb El 546,750 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 11 .66 plf Cond's Of Use: Load Duration:1 .15-Snow For 5 x 9 1 .50 in 2.08 in Reactions Support 1 .Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,318 lb 6,745 I 0 ft-lb 0 ft4b 0 ft-lb 0 ft-lb Min Total 1 ,826 lb 2,736 lb 0 ft-lb 0 ft-Ib 0 ft4b 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.300 in 0. 300 in 0.300 in Max Dn Defl -0. 122 in Allowed 0.300 in 0.300 in 0. 300 in ProBeam v7 WC 2-22-18 Tim Garrison P.E. CAS �� RUCTIdNCALC ProBeam im v6.0 Important: Notches and connectors not cosidered . Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I . D . 35b Other Info. 5/1 /18 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft 9.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal : L/360 & L/240 ........................................... : - :...........................................: _ ................................ ................................... 360 ' - 0.30 in Total , U : 240 - 0 ,45 in : N/A = 0.00 in Total , L/ : N/A - 0 .00 in ........................................... ...........................................; ...........................................: Pitch if Member Being Designed is Sloped : 2.0 : 12 Mem True Len: 9. 12 ft Add Self Weight? yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? yes Roof Pitch 10 .0 : 12 ' , , Live Dead Snow Trib, Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 15 psf 25 psf 21 .00 ft 410.0 lb/ft 525.0 lb/ft Uniform Ld . 5 10 psf 0 .00 ft Tot Unif Load 410.0 lb/ft 525.0 lb/ft Loads Point loads are 1110 scale 1000 500 0 1 2 3 4 5 6 7 8 9 1 -500 Glu Lam Calc'd Member Results For 5 x 7.5 Solutions Using Self Weight of Glulam 5 x 7.5, 9.7 plf Mist manufacturers V Load Duration % Overdesign 2.5 x 10.5 5 x 7.5 8.75 x 9 Moisture Medium Dry - to i V I s x 7.5 Snow: 1.15 Pos Bending 12.7% 3 x 10.5 5.125 x 7.5 Press Treated? No, Not P.T. 24F-V4, DF/DF Neg Bending NA 3,125 x 9 6.75 x 7.5 Temp Cond . 100 deg F & less Fb Pos 2,760 psi Fv 305 psi Shear 79.2% Fb Neg 2, 110 psi Fcp 650 psi Span(s) Defl'n 2 . 1 % Allow Pos Mom 10 ,780 ft-lb 1 175. 78 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -8,242 ft-lb E 1 ,800 ksi Calc'd member OK by: 2.1 Allow Shear 7,619 lb El 316,406 ksi Controlling criteria is: Defl - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 9.72 plf Cond's Of Use: Load Duration: 1 .15-Snow For 5 x 7.5 1 .50 in 1 .50 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,251 lb 4,251 lb 0 ft-Ib 0 ft-lb 0 ft4b 0 ft-Ib Min Total 11889 lb 11889 lb 0 ft-ib 0 ft-lb 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Deli 0 .000 in - Allowed 0.450 in 0 ,450 in 0.450 in Max On Deli -0 .441 in Allowed 0,450 in 0,450 in 0 .450 in ProBeam v7 WC 2-22-18 G 1,l ProBeam Tim Garrison, P.E. CAS IRUCTIONCALC Il 0.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D- 36b Other Info, 5/1 /18 LA Type? Simple span, fully braced - Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13,50 ft 13,50 it Allowable Deflection, Main Spans Live Only, U Cade Minimum - Nomial: L/360 & L/240 ............................................: - ,.............._.........I..............__.. . . . ....... _ .......... ...... [ 360 0.45 in Total, L/€ 240 = 0.681n ^N/A = 0.00 in Total, LP N/A = 0.00 in Pitch if Member Being Designed is Sloped: 2.0 :12 Mem True Len: 13.69It Add Self Weight? yg _ self weight will be added to applied DIL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? yes Roof Pitch I 110,012 _ Live Dead Snow Trlb. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 6.00 ft - 117.2 lb/ft 150.0 lb/ft still Uniform Ld. 4 40 psf 15 psf - Uniform Ld. 5 - 10 Tot Unif Load 117.21b/ft 150.0 Ib/ft Loads Poinlloods are 1/10 scale 300 200 100 0 -100 2 4 6 8 10 12 14 1 6x And Larger (Timber) Called Member Results For 6x12 Solutions Using Self Weight of Sawn 4 x 12, 10.2 plf 6x 12 Load Duration Snow: 1.15 % Overdesign 6 x 10 12 x 12 Moisture Medium Dry - 1E% Douglas Fir - Larch Repetitive Use? No Pos Bending 54.0% 8 x 10 14 x 14 Press Treated? No, No[ P.T. I WO-111 - No. 2 IV Flat Use? No Neg Bending NA 10 x 10 16 x 16 Temp Cond. 10o deg F & Tess Fb Pos 1 ,006 psi Fv 196 psi Shear 330.7% Fb Neg 994 psi Fcp 600 psi Span(s) Defl'n 176.3% Allow Pos Mom 9,728 ft-lb 1 652,59 104 Cantilever(s) Defl'n NA Allow Neg Mom -9,613 ft-lb E 1 ,300 ksi Calc'd member OK by: 54.0% Allow Shear 8,064lb El 848,364 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Su on 3 Su000rt 4 Self Wt 16,04 plf For 6x12 Cond's Of Use: Load Duration:1.15-Snow 1 .50 In 1 .50 in Glu Lam Calc'd Member Results For 5 x 18 Solutions Using Self Weight of Sawn 4 x 12, 10 .2 off Misc manufacturers V-1 Load Duration % Overdesign 2.5 x 10.5 5 x 7.5 8.75 x 9 Moisture Medium pry - 1S% 5 x 19 Snow: 1.15 y Pos Bending 882.6% 3 x 9 5. 125 x 7.5 Press Treated? FNo, Not P.T. 24FV4, DF/DF Neg Bending NA 3.125 x 9 6.75 x 7.5 Temp Cond. 10o deg F & less Fb Pos 2,759 psi Fv 305 psi Shear 876.7% Fb Neg 2,028 psi Fcp 650 psi Span(s) Defl'n 1324.4% Allow Pos Mom 62,087 ft-lb 12430.00 inA4 Cantilever(s) Defl'n NA Allow Neg Mom 45,630 ft4b E 11800 Its! Calc'd member OK by: 876.7% Allow Shear 18,285lb El 4,374,000 ksi Controlling criteria is: Shear Req'd Bearing Su000rt 1 Support 2 Su000rt 3 Support 4 Self Wl 23.33 plf Cond's of use: Load Duration:1 .15-Snow For 5 x 18 1 .50 in 1 .50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1 ,872lb 19872lb - - 0 ft4b 0 ft-lb 0 ft4b 0 ft-lb Min Total 860 Ib 860 Ib - - 0 ft-lb 0 ft-lb 0 ft4b 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.676 in 0.675 in 0.675 in Max Dn Defl -0.312 in - Allowed 0,675 in 0.675 in 0.675 in ProBeam v7 WC 2-22- 18 Tim Garrison, P.E. CCNSI�RUCTIONCALC v6.0 ProBearn Important: Notches and connectors not cosidered . Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I . D. 37b Other Info, 5/1 /18 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft Allowable Deflection, Main Spans Live Only, L/ Cade Minimum - Normal: U360 & U240 ............................................ ...........................I.I........., :..........................................., ............................................ 360 = 0.53 in Total , L/ I 240 = 0 .80 in N/A = 0 .00 in Total , L/ i N/A = 0.00 in Pitch if Member Being Designed is Sloped: 2.0 : 12 Mem True Len: 16.22 ft Add Self Weight? Yes - Self weight will be added to applied DL V Loads : Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes v Roof Pitch I 10 .012 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 8 .00 it 156.2 lb/ft 200.0 lb/ft Uniform Ld . 5 10 psf 0.00 ft Tot Unif Load 156.2 lb/ft 200.0 lb/ft Loads Point loads are 1/10 scale 400 200 0 2 4 6 8 10 12 14 16 1 -200 Glu Lam Calc'd Member Results For 5 x 10 .5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.6 pif Misc manufacturers V Load Duration % Overdesign 2.5 x 13.5 5 x 10.5 8,75 x 9 Moisture Medium D y - to i s x 1o.s snow: 1. 15 Pos Bending 78.5% 3 x 12 5.125 x 10. 5 Press Treated? No, Not P.T. �� 24F-V4, DF/DF . Neg Bending NA 3.125 x 12 6.75 x 9 Temp Cond , iop deg F & less Fb Pos 2,760 psi Fv 305 psi Shear 260 .5% Fb Neg 2 ,072 psi Fcp 650 psi Span(s) Defl 'n 27.4% Allow Pos Mom 21129 ft-lb 1 482 .34 inA4 Cantilever(s) Defl 'n NA Allow Neg Mom -151862 ft-lb E 1 ,800 ksi Calc'd member OK by: 27.4% Allow Shear 10,666 lb El 868,219 ksi Controlling criteria is: Deft - Span Req'd Bearing Support 1 Support 2 Support 3 ort47]4 Self Wt 13.61 plf For 5 x 10 . 5 Cond's Of Use: Load Duration : 1 .15-Snow 1 .50 in 1 .50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 29959 lb 29959 lb 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-lb Min Total 19359 lb 11359 lb 0 ft-Ib 0 ft-lb 0 ft-lb 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0 .000 in Allowed 0 .800 in 0.800 in 0.800 in Max Dn Defl -0.628 in - Allowed 0.800 in 0 .800 in 0.800 in ProBeam v7 WC 2-22-18 � 2.3 Tim Garrison, P.E. CAS RUCTIONCALC Prolaeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job 118045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 38b Other Info. 5/1 /18 Type? Simple span, fully braced I Left Cantilever Soan 1 Span 2 Span 3 Riaht Cantilever Tot Member Length Lenth of Spans: 9.50 ft 9.50 ft Allowable Deflection, Main Spans Live Only, U Cade Minimum - Normal: V360 & L/240 ..............360 .............i = 0.32 In Total, U ...............240......... = 0.48 in N/A.......... i = 0.00 in Total, Ui ...............N/A .......... = 0.00In Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.60 ft Add Self Weight? yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? yes TTI Roof Pitch 10.012 ? Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 12,00It 234.3 Wit 300.0 lb/fit Uniform Ld, 5 10 psf 0.00 ft - Tot Unif Load 234.31blift 300.0 lb/ft Loads Paint loads are 1/10 scale 600 400 200 0 =200 1 2 3 4 5 6 7 8 9 1 6x And Larger (Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 6 x 10, 13 pif 6x 10 Load Duration snow: 1.15 % Overdesign 6 x 10 12 x 12 Moisture Medium Dry - 1a% Douglas fir - Lards Repetitive Use? No t Pos Bending 6.5% Ili 10 14 x 14 Press Treated? No, Not P.T. WCUS - No. 2 Flat Use? No Neg Bending NA 10 x 10 16 x 16 Temp Cond. iap deg F & less Fb Pos 1 ,006 psi Fv 196 psi Shear 155.1% Fb Neg 1 ,000 psi Fcp 600 psi Span(s) Defl'n 123.3% Allow Pas Mom 6,576 ft-lb 1 362.75 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -6,535ft-Ib E 1 ,300 ksi Calc'd member OKby: 6.50/o Allow Shear 6,631 lb El 471 ,574 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13,01 plf For 6 x 10 - Cond's Of Use: Load Duration:1 .15-Snow 1 .50 In 1 .50 in MEN Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Sawn 6 x 10, 13 pif Misc manufacturers VVI Load Duration % Overdesign 2.5 x 9 5x7.5 8.75 x 9 Moisture Medium Dry - ie% Fsx to Snow: 1.15 y Pos Bending 242.2% 3 x 9 5,125 x 7.5 Press Treated? No, Not P.T. 24F-v4, DF/DF IVI Neg Bending NA 3.125 x 9 6.75 x 7.5 Temp Cond. ipp deg F & less Fb Pos 2,760 psi Fv 306 psi Shear 310.3% Fb Neg 2,100 psi Fcp 650 psi Span(s) Defl'n 311 .2% Allow Pos Mom 21 ,129 ft-lb 1482.34 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -16,074 ft-Ib E 1 .800 ksi Calc'd member OK by: 242.2% Allow Shear 10,666 lb El 868,219 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 pif For 5 x 10.5 Cond's Of Use: Load Duratlon:1 .15-Snow 1 .50 in 1 .50 in - - Reactions Support 1 Support 2 Support 3 Support4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,600Ib 23600 lb - O ft-Ib 0 ft-lb 0 ft-Ib O ft-lb Min Total 1 ,175lb 1 ,175lb - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Deft - 0.000 in - - Allowed 0.475 in 0.475 in 0.475 in Max Dn Deft -0.213 in - Allowed 0.475 in 0.475 in 0.475 in ProB@am v7 WC 2-22-18 c, z4- Tim Garrison, P.E. CASI; RUCTIONCALC "'*Beam v6.0 Important: Notches and connectors not cosidered . Dynamic loading not considered . Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I .D. 39b Other Info. 5/1118 5 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection, Main Spans Live Only, L/ l Code Minimum - Normal: L/360 & U240 ............................................ - ,........................................... - ................4.... ............. 360................ - 0 . 13 in Total , Lli.................240..............._: - 0.20 in i..............._NIA ............... .............- 0 .00 in Total , L/ ................_N/A ................., - 0.00 in Pitch if Member Being Designed is Sloped : 0 .0 : 12 Mem True Len: 4,00 ft Add Self Weight? Yes - Self weight will be added to applied DL VP Loads : Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes I Roof Pitch 10.0 : 12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 15 psf 25 psf 12.06 ft 235.5 lb/ft 301 .5 Ib/ft 1 .5" gyperete Uniform Ld . 2 40 psf 27 psf 13 ,00 ft 520.0Ib/ft 351 .0 lb/ft 2" pavers Uniform Ld . 3 40 psf 32 psf std Uniform Ld . 4 40 psf 15 psf Uniform Ld . 5 10 psf 6.00 ft 60.0lb/ft Tot Unif Load 520.0 lb/ft 646.5 lb/ft 301 .5 Ib/ft Loads Point loads are 1110 scale 2000 1500 1000 500 0 5002 2.6 a 3.6 4 4 .5 4x And Smaller (Lumber) Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8, 6.5 plf 14x8 Load Duration IS l.ls % Overdesign 2 x 14 (4) 2 x 6 Moisture Medium Dry - 18% V Douglas Fir-Larch y Repetitive Use? No Pos Bending 35.4 (2) 2 x 8 3 x 10 Press Treated? No, Not P.T. FNo. z Flat Use? No Neg Bending NA (3) 2 x 6 4 x 8 Temp Cond . 100 F & less =w Fb Pos 1 , 345 psi Fv 207 psi Shear 38.0°/ Fb Neg 1 ,338 psi Fcp 625 psi Span(s) Defl'n 386 .E Allow Pos Mom 3,437 ft-lb 1 111 , 15 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -3,419 ft-lb E 1 ,600 ksi Calc'd member OK by: 35.4°/ Allow Shear 3 ,502 lb El 177,836 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf Cond's Of Use: Load Duration :1 .15-Snow For 4 x 8 1 .50 in 1 ,50 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,538 lb 21538 lb 0 ft-lb 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 1 ,306 lb 1 ,306 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0 ,000 in Allowed 0 .200 in 0 .200 in 0.200 in Max Dn Defl -0.041 in Allowed 0 .200 in 0,200 in 0 ,200 in ProBeam v7 WC 2-22-18 c, z5 Tim Garrison, P.E. CA.S RUCTIONCALC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. .lob tl8045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 40b Otherinfo, 5/1118 Type? simple span, fully braced Left Cantilever Span 1 Span 2 Soan 3 Right Cantilever Tot Member Length Lenth of Spans: 11 .00 ft 11 ,00 ft Allowable Deflection , Main Spans Live Only, L/ [Code Minimum - Normal: L/360 & L/240 ............................................ - ;..........................................., 360 : - 0,37 in Total, Us 240 = 0.55 in ( N/A = 0.00 in Total, L/€ N/A = 0.00 in ......._. ' ...--................... 1........................ ......_.._..J .................. Pitch if Member Being Designed is Sloped: 0.0 :12 Main True Len: 11 ,00It Add Self Weight? yes - self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof OIL for pitch? ves Roof Pitch _ 110.012 -- Live Dead Snow Trib. Width Live Dead `Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 6.00 ft - 117.2 lb/ft 150.0 lb/ft 1 .5" gyperete Uniform Ld. 2 40 psf 27 psf - - 2" pavers Uniform Ld. 3 40 psf 32 psf - std Uniform Ld. 4 40 psf 15 psf - Uniform Ld. 5 W 10 psf - - Tot Unif Load - 117.2 lb/ft 150.0 lb/ft Loads Point loads are 1/10 scale 300 200 100 0 , A00 2 4 6 8 10 12 4x And Smaller (Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 pif 4x 10 Load Duration Snow: 1.35 % Overdesign (4) 2 x 8 Moisture Medium pry - 1S% Douglas Fr-Larch Repetitive Use? No Pos Bending 24.0 (2) 2 x 12 3 x 12 Press Treated? No, Not P.T. No. 2 Flat Use? No Neg Bending NA (3) 2 x 10 4 x 10 Temp Cond. 10o deg F & las Fb Pos 1 ,242 psi Fv 207 psi Shear 194.9 Fb Neg 1 ,214 psi Fcp 625 psi Span(s) Defl'n 1219 Allow Pos Mom 5, 165 ft-lb 1 230.84 in44 Cantilever(s) De0'n NA Allow Neg Mom -5,048 ft-lb E 1 ,600 ksi Calc'd member OK by: 24.0 Allow Shear 4,468 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Su000rt 4 Self Wt 8.28 pif cond'e of Use: Load Duration: 1 .15-snow For 4 x 10 1.50 in 1 .50 in - - Glu Lam Calc'd Member Results For 5 x 9 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf Mix manufacturers V Load Duration % Overdesign 2.5x9 5 x 7.5 8.75 x 9 Moisture Medium Dry - tS% s x g snow: 1.15 Pos Bending 272.E 3 X 7.5 5.125 x 6 Press Treated? No, Nat P.T. 24F-v4, DF/DF Neg Bending NA 3.125 x 7.5 6,75 x 7.5 Temp Cond. 10o deg F & less Fb Pos 2,760 psi Fv 305 psi Shear 503.5 Fb Neg 2,100 psi Fcp 650 psi Span(s) Defl'n 231 .4 Allow Pos Mom 15,523 ft-Ib 1 303,75 in"4 Cantlever(s) Defl'n NA Allow Neg Mom -11 ,811 ft lb E I r800 ksi Calc'd member OK by: 231.4°/, Allow Shear 9,143 lb El 546,750 ksi Controlling criteria is: Deft • Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 11 .51 plf Cond's of use: Load Duralion:1 .15-snow For 5 x 9 1.50 in 1 .50 in - - Reactions Support 1 Support 2 Support 3 Support4 Moments Support 1 Suoyort2 Su000rt 3 Support 4 Max Total 1,515 lb 1 ,515 lb - - 0 ft-lb 0 ft-lb 0 ft•lb 0 ft-lb Min Total 690 Ib 690 Ib - 0 ft-lb 0 ft-lb 0 ft•lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Fit Cantivr Max Up Del - 0.000 in - - Allowed 0.550 in 0.550 in 0.550 in Max On Defl - -0.246 in M - - Allowed 0.550 in 0.550 in 0.550 in ProBeam v7 WC 2-22.18 G 2.b Tim Garrison, P.E. CC&S RUCTIONCALC ProBeam 10II4@� v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job 118045 Spans end Supports (Note* pitch and fixily, If any, not shown) Member I.D. 41b Other Info. 511/18 4 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.00 (t 12,00 it Allowable Deflection, Main Spans Live Only, V I Code Minimum - Normal: l/360 & IJ240 ................................."..._. ;.........................................., ,...................................I........ ;.....1...I................_.._._. ., .......360 = 0.40 in Total, V€ 240 = 0,60 In € N/A = 0,00 in Total, L/€ N/A 1 = 0.00 in PIPE I) I'll,....... :.. ..... .... . . .................1 ...I..._... -....... .....-.._.J Pitch if Member Being Designed is Sloped: 10.0 :12 Main True Len: 15.62 it Add Self Weight? [yes - Self weight will be added to applied DIE Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roaf Pitch I 1 . .0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psi 15 psi 25 psi 3,00 it - 58.6 lb/ft 75.0 Ib/ft 1 ,61, gyperete Uniform Ld. 2 40 psi 27 psi E, - 2" pavers Uniform Ld. 3 40 psi 32 psi - - aid Uniform Ld. 4 40 psi 15 psi - - Uniform Let. 5 - 10 psi 2.00 it - 20.0 Wit WEEPWEEP Tot Unif Load - 78A Ib/ft 75.0lb/ft Point Loads Measured from left end of member. Member Total Length = 12 it, Live Dead Snow Trill. Width Trite Length Live Dead Snow Location Point Load 1 20 psf 15 psi 25 psi 6.00 R 6.00 ft WE 540 He 900 Ib 4.00 fl Loads Pant loads are 110 scale 200 150 100 50 0 -50 PEEP PEP 4x And Smaller (Lumber) Calc'd Member Results For (3) 2 x 12 WEEP Solutions Using Self Weight of Sawn (3) 2 x 12, 16.8 plf (3) 2 x l2 Load Duration snow: 1,15 V I % Overdeaign PIP (4) 2 x 10 Moisture I Douglas fir-Larch Repetitive Use? No Pas Bending 43.6% (2) 2 x 14 3 x 16 Press Treated? No, Not P.7. No. 2 Flat Use? xa Nag Bending NA (3) 2 x 10 4 x 12 Temp Cord. too deg F & less Fb Pos 1 ,190 psi Fv 207 psi Shear 252.4% Fb Neg 1 ,171 psi Fop 625 psi Spans) Defl'n 228.2% Allow Pas Mom 9,414 it-lb 1 633,94 in44 Cantilevers) Defl'n NA Allow Nag Mom -9,264 ft-lb E 1 ,600 list Calc'd member OK by: 43.6% Allow Shear 6,986 lb El 854,297 ksi Controlling cdteda is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 16.85 pif For (3) 2 x 12 1 .50 in 1.50 In Cond's Of Use: Load Duration:1.15•Snow Glu Lam Calc'd Member Results For 5 x 9 Solutions Using Self Weight of Sawn (3) 2 x 12, 16.8 pif Mlsc manufacturers V1 Load Duration % Overdesign 2.5 x 9 5 x 7.5 8.75 x 9 Moisture Medium pry - ie% 5 z s snow: 1.15 Pas Bending 136.8% 3 x 9 5.125 x PIPES Press Treated? No, Not P.T. 24F-P DF/OF IVI Nag Bending NA 7 3.125 x 9 6.75 x .5 Temp Cond. too deg F & less Fb Pas 2,760 psi Fv 305 psi Shear 361 .1 % Fb Nag 20097 psi Fop 650 psi Span(s) Defl'n 110.0% Allow Pas Mom 154523 it-lb 1 303.75 MA4 Cantilever(s) Defl'n NA Allow Nag Mom -111793 ft-lb E 1 ,800 ksi Calc'd member OK by: 110.0% Allow Shear 9,143 lb El 5469750 ksi Controlling criteria is: Deft - Span Req'd Bearing Support 1 Support2 Support 3 Support 4 Self Wt 14.98 pif Cond's Of Use: Load Ouration:1.15•Snow Fors x 9 1 .50 In 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,983 lb 195031b - - 0 ft-lb 0 Wits 0 ft-Ib 0 ft-ib Min Total 933 Ib 7531b - 0 ft-lb 0 ft-Ib 0 k-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Canllvr Max Up Deft - 0.000 in - - - Allowed 0.600 in 0.600 in 0.600 in Max On Dell - -0.183 in - - - Allowed 0.600 in 0,600 in 0.600 in ProBeam v7 WC 2-22-18 Tim Garrison, P. E. CdcNSI� RUCTIONCALC Pr U eam Important: Notches and connectors not cosidered. Dynamic loading not considered . Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job It 8045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I . D . 42b equiv analys Other Info. 5/1 /18 5 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 19,50 ft 19.50 ft Allowable Deflection, Main Spans Live Only, L/ [Code Minimum - Normal: L/360 & L/240 ........ ....... ........................................... ........................................... 360 . . 0 .65 in Total , U240 0.98 in . ............. ............................. N/A . 0.00 in Total . L/ i . N/A = 0 .00 in ................................: .............................: ;.......................................... ............................... Pitch if Member Being Designed is Sloped : 10.0 : 12 Mem True Len: 25.38 It Add Self Weight? Yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? Ne _ Increase Roof DL for pitch? Yes Roof Pitch 10.012 I Live Dead Snow Trib, Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 15 psf 25 psf 12.00 ft 234.3 lb/ft 300 .0 lb/ft 1 . 5" gyperete Uniform Ld . 2 40 psf 27 psf 2" pavers Uniform Ld . 3 40 psf 32 psf std Uniform Ld . 4 40 psf 15 psf Uniform Ld . 5 10 psf Tot Unif Load 234.3 lb/ft 300 .0 lb/ft Loads Point loads are 1110 scale 600 400 200 0 -200 5 10 15 20 25 Glu Lam Calc'd Member Results For 5 x 15 Solutions Using Self Weight of Glulam 5 x 15, 25 pif Misc manufacturers Load Duration % Overdesign 2. 5 x 18 5 x 15 8.75 x 12 Moisture Medium Dry - 18% V15 x 15 snow: i.ts Pos Bending 60 .5% 3 x 16.5 5,125 x 13. 5 Press Treated? No, Not P.T. 24F-V4, DF/DF Neg Bending NA 3. 125 x 16.5 6.75 x 13.5 Temp Cond. 100 deg F & less Fb Pos 21731 psi Fv 305 psi Shear 179.4% Fb Neg 1 ,988 psi Fcp 650 psi Span(s) Defl'n 35.6% Allow Pos Mom 42,678 ft-lb 1 1406.25 in14 Cantilever(s) Defl'n NA Allow Neg Mom -31 ,059 ft-lb E 1 ,800 ksi Calc'd member OK by: 35.6% Allow Shear 15,238 lb El 2,531 ,250 ksi Controlling criteria is: Defl - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 24.96 plf Cond's Of Use: Load Duration :1 .15-Snow For 5 x 15 1 .68 in 1 ,68 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 52453lb 5,453 lb 0 ft-lb 0 ft4b 0 ft-lb 0 ft-lb Min Total 21528 lb 2,528 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0 ,000 in Allowed 0 .975 in 0. 975 in 0.975 in Max Dn Defl -0. 719 in Allowed 0,975 in 0 .975 in 0,975 in ProBeam v7 WC 2-22-18 Gros Tim Garrison, P.E. CAORUCTIONCALC ProBeam v6.0 Important: Notches and connectors not cosidered . Dynamic loading not considered . Compliant with 2012 - 2003 IBC . All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 43b Other Info. 5/1 /18 Type? Simple span, fully braced qw Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.00 ft 15,00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & L/240 V .......................................... - ,........... . I I I..I..........I.....I. . . . .., r............ ......... .......... . 360 - 0 .50 in Total, L/ 240 = 0.76 in N/A = 0.00 in Total, L/ N/A = 0 .00 in Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 15.00 ft Add Self Weight? Yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No p' Roof Pitch 10.0 : 12 I Increase Roof DLfor Itch? Yes � ' Live Dead Snow Trib, Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 15 psf 25 psf 15' gyperete Uniform Ld. 2 40 psf 27 psf 2" pavers Uniform Ld. 3 40 psf 32 psf Sid Uniform Ld . 4 40 psf 15 psf 12.30 ft 492.0 lb/ft 184.5lb/ft Uniform Ld. 5 10 psf Tot Unit Load 492.0 lb/fit 184.5 lb/fit Loads Point loads are 1110 scale 1000 500 0 2 4 6 8 10 12 14 1 -500 Engineered Lumber Calc'd Brand Boise cascade Results For 5.25 x 11 A75 2.0E Solutions Using Self Weight of Engrd 5.25 x 11 .875 2.0E 3100 VersaLam, 15.9 pif Calc'd Member 5.25 x 11,875 2.0E 3100 ve y 3100 VersaLam Load Duration Snow: 1,15 % Overdesign 1 .75 x 18 2.0E 2800 VersaLam Repetitive Use? No Pos Bending 88.2% 2.625 x 14 2.0E 2800 VersaLam Fb Pos 31565 psi Fv 328 psi Neg Bending NA 3.5 x 14 2.0E 3100 VersaLam Fb Neg 3,514 psi Fcp 750 psi Shear 162.3% 5.25 x 11 .25 2.0E 3100 VersaLam Allow Pos Mom . 36,654 ft-lb E 2,000 ksi Span(s) Defl'n 30 .7% Allow Neg Mom . -36, 130 ft-lb El 1 ,465,240 ksi Cant(s) Defl'n NA Allow Shear 13,622 lb Calc'd member OK by: 30.7% 1 732.62 inA4 Controlling criteria is: Deft In Span Self Wt 15,94 pit Cord's Of Use: Load Duration : 1 .15-Snow Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 5,25 x 11 ,875 2.0E 3100 VersaLam 1 .50 in 1 .50 in If, If Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,193 lb 59193 lb If - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 12503 Ib 1 ,503 lb 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Clef 0.000 in Allowed 0.750 in 0. 750 in 0.750 in Max Din Dell -0.538 in Allowed 0 .750 in 0.750 in 0.750 in ProBeam v7 WC 2-22- 18 6 Z4 Tim Garrison, P.E. CASIRU[TIONCALC Prolseam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 NO 2003 IBC. All designs should be checked by a competent professional. Job t18045 sans and Sup ports pports (Note, Ditch and fixity, if any, not shown) Member I.D. 44b Other Info. 5/1/18 M 20 0Edam Type? Simple span, fully braced Left Cantilever Soan 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 24.50 ft 24,50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: 1-1360 & U240 ......................................: - t......................................., ...............,........................, _ ....... .......... ........ 360................ - 0.82 in Total, L/' 240............... = 1 .23 in .N/A..............! = 0,00 in Total, L/ ! ..........-. N/AOPE POPE,,............... = 0.00 in Pitch if Member Being Designed is Sloped: 10.0 : 12 Mem True Len: 31 .89 ft Add Self Weight? I Yg _ Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member --Loads From From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch I 10.0 : 12 Live Dead Snow Trib. Width Live Dead Snow PENNEEP Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 2,00 ft 39. 1 Ib/ft 50.0 Ib/ft 1 .5" gyperete Uniform Ld. 2 40 psf 27 psf . 2" pavers Uniform Ld. 3 40 psf 32 psf std Uniform Ld. 4 40 psf 15 psf 1 ,00 ft 40.0 lb/ft 15.0 lb/ft Uniform WE 5 NO 10 psf '10.00 ft 100.0 lb/ft Tot thi f Load 40.0 lb/ft 154A Ib/ft 50.0 lb/ft Point Loads Measured from left end of member. Member Total Length = 24. 5 ft. Live Dead Snow Trib, Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 12,00 ft 10,00ft NO 1 ; 800 lb 37000 Ib 12. 10 ft Point Load 2 40 psf 15 psf - 8,00 ft 12.00 ft 31840lb 11440 Ib - 12.20 ft Loads Point loads are 1110 scale 600 400 200 0 -- -200 5 10 15 20 25 Glu Lam Called Member Results For 5 x 21 Solutions Using Self Weight of Glulam 5 x 21 , 34.9 pif Mlsc manufacturers Load Duration % Overdesign 5 x 21 8.75 x 16.5 Moisture Medium Dry - Is% s x 2f Snow: 1,15 V Pos Bending 12.8 PON ON - 5.125 x 19.5 Press Treated? No, Not P.T. 24F-v4, DF/DF Neg Bending NA 6.75 x 18 Temp Cond. top deg F & less Fb Pos 2,581 psi Fv 305 psi Shear 189.8 Fb Neg 1 ,649 psi Fcp 650 psi Span(s) Defl'n 30.7 Allow Pos Mom 79,056 ft-lb 1 3858.75 in"4 Cantilever(s) Defl'n NA Allow Neg Mom -50,512 ft-lb E 1 ,800 ksi Calc'd member OK by: 12.8 Allow Shear 21 ,333 lb El 6,945,750 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 34.94 pif For 5 x 21 2.26 in 2.24 in Ed GOCond's Of Use: Load Duratign:1 .15-Snow Reactions Support 1 . Support 2 Support 3 Support Moments Support 1 Support 2 Suoport 3 Support 4 Max Total 7,361 lb 7,293 lb NO OR 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 3,949lb 3,921 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Canllvr Max Up Dell 0.000 in NO NO - Allowed 1 .225 in 1 .225 in 1 .225 in Max On Dell NO -0.937 in - Allowed 1 .225 in 1 .225 in 1 .225 in ProBeam v7 WC 2-22-18 Tim Garrison, P.E. CA511RUCTIONCALC ProBeam v6.0 Imoortant: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . .lob 118045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 51b Other Info. 5/1 /18 IV 4 to lz Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.00 ft 15,00 It Allowable Deflection, Main Spans Live Only, U Cade Minimum - Normal: U360 & L/240 .........................................i - .......................................... :........:..............................., ; 360 _ 0,50 in Total , U 240 = 0.75 in N/A = 0 .00 in Total, LA WA 0,00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Main True Len : 15.00 it Add Self Weight? Yes - Self weight will be added to applied DL qw Loads: Uniform Loads Over Full Length of Member ---- Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch 10.0 :12 Live Dead Snow Trfb. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 3.00It 68.6 lb/ft 75.0 lb/ft aid Uniform Ld , 4 40 psf 15 psf 1 .00 It 40 .0 lb/ft 15.0 lb/fit Uniform Ld. 5 10 psf 9,00 It - 90.0 lb/ft Tot Unif Load 40.0 lb/ft 163.6lb/ft 75.0 lb/ft Point Loads Measured from left end of member. Member Total Length = 15 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 13.00 it 18 .00 ft 31510 lb 51850 lb 3.00 ft Loads Point loads are 1110 scale 800 600 400 200 0 -200 Engineered Lumber Calc'd Brand lBolseCascade Results For 5.25 x 11 ,875 2.0E Solutions Using Self Weight of Engrd 5 .25 x 11 .875 2 .0E 3100 VersaLam, 15.9 plf Calc'd Member 5.25 x 11.875 2.0E 3100 ve 3100 VersaLam Load Duration Live: LOO I % Overdesign Repetitive Use? No Pos Bending 17.9% Fb Pos 3, 100 psi Fv 285 psi Neg Bending NA 3.5 x 162.0E 3100 VersaLam Fb Neg 3,063 psi Fop 750 psi Shear 26.1 % 5.25 x 11 .8752.0E 3100 VersaLam Allow Pos Mom . 310873ft-Ib E 2,000 ksi Span(s) Defl'n 16.4% Allow Neg Mom . -31 ,490 ft-lb El 1 ,465,240 ksi Cant(s) Defl'n NA Allow Shear 11 ,845lb Calc'd member OK by: %40/6 1732.62 inA4 Controlling criteria is: Deft - Span Self Wt 15.94 plf Cond's Of Use: Load Duration: l .0-Live Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 5,25 x 11 .875 2.0E 3100 VersaLam 2.39 in 1 .50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 91397 lb 3,781 lb 0 ft-Ib 0 ft-lb 0 ft-lb 0 ft-fb Min Total 4,154 lb 20048 lb 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-lb Min Load Case Deflections Lt Cantivr Soan 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0,750 in 0.750 in 0.750 in Max Dn Defl -0.645 in - - Allowed 0,750 in 0,750 in 0.750 in ProBeam v7 WC 2-22A8 GHQ TM Tim Garrison, P.E. CAS�RUCTIONCALC Proseam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job 1:18045 Sans and Supports Note, itch and fixity, f an not shown P PP ( P Y, i Y� ) Member I .D . 53b Otherinfo. 5/1 /18 a Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans : 12.00 ft 12, 00 ft Allowable Deflection, Main Spans Live Only, L/ Code Mini Minimum - Normal: U360 & L/240 ................ .................................. . 360 ...............: 0.40 in Total, L/ ............. 240 ............. 0.60 in N/A ............... 0.00 in Total, L/ _.. N/A . = 0 ,00 in .............I........................... ..........................................: ?.......,.................................; .........................................i Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 12.00 ft Add Self Weight? Yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? yes Roof Pitch 10.0 : 12 Live Dead Snow Trib, Width Live Dead Snow 1 ,51, gyperete Uniform Ld. 2 40 psf 27 psf 1 .30 ft 52.0Ib/ft 35. 1 lb/ft Tot Unif Load 52.0 lb/ft 35. 1 lb/ft Point Loads Measured from left end of member. Member Total Length = 12 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 4 41000 lb 21745 lb 6.50 ft Loads Point loads are 1/10 scale 600 400 200 0 " -200 2 4 6 8 10 12 1 Engineered Lumber Calc'd Brand Boise Cascade Results For 3.5 x 11 .875 2.0E Solutions Using Self Weight of Engrd 3.5 x 11 .875 2.0E 3100 VersaLam , 10.6 plf Calc'd Member 3.5 x 11.875 2.0E 3100 Versa 3100 VersaLam Load Duration Snow: 1.15 % Overdesign 1 .75 x 18 2.0E 2800 VersaLam Repetitive Use? No Pos Bending 12.2% 2.625 x 14 2 .0E 2800 VersaLam Fb Pos 3,564 psi Fv 328 psi Neg Bending NA 3. 5 x 11 .25 2.0E 3100 VersaLam Fb Neg 3,451 psi Fcp 750 psi Shear 114.2% 5.25 x 11 .25 2.0E 3100 VersaLam Allow Pos Mom . 24,433 ft-lb E 2, 000 ksi Span(s) Defl'n 27. 1 % Allow Neg Mom . -23,653 ft-lb El 976,827 ksi Cant(s) Defl'n NA Allow Shear 9,081 lb Calc'd member OK by: 12.2% 1 488.41 inA4 Controlling criteria is: Pos Bending Self Wt 10.63 plf Cond's Of Use: Load Duration : 1A5-Snow Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 3.5 x 11 .875 2.0E 3100 VersaLam 1 .50 in 1 .62 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,6781b 41240 Ib 0 ft-lb 0 ft4b 0 ft-Ib 0 ft-lb Min Total 19532 lb 1 ,761 lb 0 ft-Ib 0 ft-Ib 0 ft-lb 0 ft•lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0,000 in Allowed 0.600 in 0.600 in 0.600 in Max Dn Defl -0.472 in Allowed 0.600 in 0.600 in 0.600 in ProBeam v7 WC 2-22- 18 ��� IIRUCTIONCALC ProBeam Tim Garrison, P.E. C v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered . Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I . D. 54b Other Info. 5/1 /18 4 Type? Simple span, fully braced Left Cantilever Soan 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans : 12.00 ft 12.00 ft Allowable Deflection, Main Spans Live Only, L/ Cade Minimum - Normal : L/360 & U240 r.........................................: r.........................................., _........................................... ........................................., 360 = 0.40 in Total , L/ 240 = 0.60 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 12.00 ft Add Self Weight? [es - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No pi Roof Pitch 10.0 : 12 I Increase Roof DL for itch? Yes Live Dead Snow Trib. Width Live Dead Snow 1 .5" gyperete Uniform Ld. 2 40 psf 27 psf 1 .30 ft 52.0Ib/ft 35. 1 lb/ft Tot Unif Load 52.0 Ib/ft 35. 1 Ib/ft Point Loads Measured from left end of member. Member Total Length = 12 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 4 21500 lb 1 ,751 lb 7.50 ft Loads Point loads are 1/10 scale 300 200 100 0 -100 2 4 6 8 10 12 1 Engineered Lumber Calc'd Brand �ise cascade _ V Results For 2.625 x 11 .875 2.0E Solutions Using Self Weight of Engrd 2.625 x 11 .875 2 .0E 2800 VersaLam , 8 plf Calc'd Member z.625 x 11 .575 z.oe zapo ye 2800 VersaLam 1 .3125 x 20 1 .4E VersaLam Rim Load Duration Snow: 1.15 % Overdesign 1 .75 x 14 2.0E 2800 VersaLam Repetitive Use? No Pos Bending 22.8% 2.625 x 11 .25 2.0E 2800 VersaLam Fb Pos 31219 psi Fv 328 psi Neg Bending NA 3.5 x 9. 5 2.0E 3100 VersaLam Fb Neg 2,928 psi Fcp 750 psi Shear 111 .0 5.25 x 9.25 2.0E 3100 VersaLam Allow Pos Mom . 16, 549 ft-lb E 2,000 ksi Span(s) Defl'n 53.0% Allow Neg Mom . - 15,053 ft-lb El 732,620 ksi Cant(s) Defl'n NA Allow Shear 6,811 lb Calc'd member OK by: 22.8 1 366,31 in^4 Controlling criteria is: Pos Bending Self Wt 7.97 plf Cord's Of Use: Load Duration: 1 .15-Snow Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 2.625 x 11 .875 2.0E 2800 VersaLam 1 .50 in 1 .64 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2, 165 Ib 3,227 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft4b Min Total 915 Ib 19353 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.600 in 0,600 in 0.600 in Max Dn Defl -0. 392 in Allowed 0.600 in 0.600 in 0.600 in ProBeam v7 WC 2-22-18 Tim Garrison, P.E. CANRRUCTIONCALC ProBeam emu . . r v6.0 Important: Notches and connectors not cosidered . Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I .D. 55b Other Info. 5/1 /18 Type? Simple span, fully braced Left Cantilever S pan 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 19.00 ft 19. 00 it Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal : L/360 & L/240 -.......................................... _ _................... .........................................,..................................... "I' ll, 360 - 0.63 in Total, L/ 240 = 0.95 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0. 0 : 12 Mem True Len: 19.00 ft Add Self Weight? Yes - Self weight will be added to applied DL qV Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No p' Roof Pitch 10 0 12 Increase Roof DL for Itch? Yes Live Dead Snow Trib. Width Live Dead Snow 1 .5" gyperete Uniform Ld . 2 40 psf 27 psf 14 .00 ft 560.0lb/ft 378 .0 lb/ft Tot Unif Load 560.0 Ib/ft 378.0 lb/fit Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length = 19 ft. Start Start End End Live Dead Snow Trib. Width Location Trib, Width Location Roof 20 psf 25 psf 25 psf 5. 10 ft 7.00 ft 5. 10 ft 19.00 ft Loads Point loads are 1/10 scale 1000 500 0 2 4 6 8 10 12 14 16 18 -500 Glu Lam Calc'd Member Results For 6,75 x 15 Solutions Using Self Weight of Glulam 6.75 x 15, 25.9 plf Misc manufacturers Load Duration % Overdesign 5 x 18 8.75 x 15 Moisture I 6.75 x 15 Live: 1,00 Pos Bending 2.2% 3 x 22.5 5. 125 x 18 Press Treated? [No, Not P.T. 24F-V4, DF/DF Neg Bending NA 3. 125 x 22.5 6,75 x 15 Temp Cond. Soo deg F & less Fb Pos 2,311 psi Fv 265 psi Shear 75.3% Fb Neg 1 ,781 psi Fcp 650 psi Span(s) Defl'n 5.1 % Allow Pos Mom 48,746 ft-lb 1 1898.44 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -37,575 ft-lb E 1 ,800 ksi Calc'd member OK by: 2.2% Allow Shear 17 ,888 lb El 3,4171188 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 25 , 89 plf For 6. 75 x 15 2.20 in 2. 33 in Cond's Of Use: Load Duration : 1 .0-Live - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 9,640 lb 10,204 lb 0 ftdb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 41320 lb 4,884 lb 0 ft4b 0 ft-lb 0 ft-lb 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr '' IaoL'04 l Max Up DeFl 0.000 in I� 3� ft0 2 `Z Allowed 0.950 in 0.950 in 0.950 in Max Dn Deil -0.904 in - Allowed 0.950 in 0.950 in 0.950 in ProBeam v7 WC 2-22-18 Tim Garrison, P.E. \rA51IRUCTIONCALC vl3 o earn Important: Notches and connectors not cosidered . Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 56b Other Info. 5/1 /18 IV Iz Type? LSimple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length ddrd Lenth of Spans: 10 .00 ft 10 ,00 ft Allowable Deflection, Main Spans _ Live Only, L/ CI od�mum - Normal: U360 & L/240 :.......................................... - ;.........................................; ,..................................... % - ................................ 360 - 0.33 in Total, IA 240 = 0.50 in N/A = 0 ,00 in Total, Id N/A = 0 .00 in Pitch if Member Being Designed is Sloped: 0 .0 : 12 Mem True Len : 10.00 ft Add Self Weight? Yes - Self weight will be added to applied DL F Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? Increase Roof DL for pitch? Yes Roof Pitch 10 .012 I Live Dead Snow Trib. Width Live Dead Snow Uniform I.A . 1 - Roof 20 psf 15 psf 25 psf 8,00 it - 156.2 lb/ft 200.0Ib/ft 1 .5" gyperete Uniform Id 2 40 psf 27 psf 0 ,00 ft - 2" pavers Uniform Ld. 3 40 psf 32 psf 8,00 ft 320.0 lb/ft 256.0 lb/ft Sid Uniform Ld. 4 40 psf 15 psf - Uniform Ld. 5 - 10 psf 9.00 ft Ed90.0 lb/ft OrdTot Unif Load 320.0 lb/ft 502.2 lb/ft 200.0 Iblft Loads Point loads are 1110 scale 1500 1000 500 0 -500 2 4 6 8 10 1 Ord Engineered Lumber Calc'd Brand Boise Cascade Results For 2.625 x 11 .875 2 .0E Solutions Using Self Weight of Engrd 2.625 x 11 .875 2.0E 2800 VersaLam, 8 pit Calc'd Member 2.625 x 11.875 2.0E 280o ye 2800 VersaLam 1 .3125 x 20 1 .4E VersaLam Rim Load Duration Snow: 1.15 % Overdesign 1 .75 x 14 2.0E 2800 VersaLam Repetitive Use? No Pos Bending 47.1 % 2.625 x 11 .25 2.0E 2800 Versaid Fb Pos 3,219 psi Fv 328 psi Neg Bending NA 3.5 x 9.25 2.oE 3100 VersaLam Fb Neg 3,018 psi Fcp 750 psi Shear 51 .3% 5.25 x 9.25 2.0E 3100 VersaLam Allow Pos Mom . 169549 ft-lb E 22000 ksi Span(s) Deft'n 80.9% Allow Neg Mom. -15,517 ft-lb El 732,620 ksi Cants) Deffn NA Allow Shear 6 ,811 lb Calc'd member OK by : 47.1 % 1 366.31 ild Controlling criteria is: Pos Bending Self Wt 7.97 plf Cond's Of Use: Load Duration : 1 .15-Snow Support 1 Support 2 Support 3 Support 4 Reci d Bearing For 2.625 x 11 .875 2.0E 2800 VersaLam 2.29 in 2.29 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,501 lb 41501 lb - 0 ft-lb 0 ft-lb 0 ft-lb 0 id Min Total 2,551 lb 2,551 lb 0 ft-Ib 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl or 0 .000 in or - - Allowed 0 .500 in 0 .500 in 0.500 in Max Dn Dell -0.276 in - - - Allowed 0 .500 in 0.500 in 0.500 in ProBeam v7 WC 2-22- 18 c35 Tim Garrison, P.E. Chu RLICTIONCALC Prolleam ft�lflLpt n v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t18045 Spans and Support (Note, pitch and (dty, ti any, not shown) Member I.D. 57b Other Info. 5/1118 Type? Caniflever(s), multiple spans, futlty, ar not bramil V 2 4 0 8 10 12 14 1 Cantilevers? Leftczntilever Number of Main Spans one Main span Fix Left End of Main Span? NA - Left End Is Cantilever V Fix Right End of Main Span? No, Leave It Honed Left Cantilever San 1 San 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3,50 ft 12.50 ft 16,00 It Top of Beam Lateral Support Continuous Top of Beam, Max Unbraced Length 0,10 ft Bottom of Beam Lateral Support At supports only . Bottom of Beam, Max Unbraced Length 12.50 It Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, U Cow Minimum - Normal: L/360 & U240 Live Only, U Code Minimum - Normal: L/720 & L/480 ........................................... r........................................... ..................._......................, ................ 360 = 0.42 in Total, L/' 240.................a = 0.63 in 720 ,,.. = 0.06 in Total, L/f...............480 ....- = 0,09 in t 3........._........... . ....................................... :_.................4......................It Pitch if Member Being Designed is Sloped: 0.0 :12 Mom True Len: 16.00 ft Add Self Weight? yes _ 5Nf weight vAll be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member! No •----- ------------••) Increase Roof DL for pitch? Yes Roof Pitch 10.0 :12 ________________r Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1 ,5" gyperete Uniform Ld. 2 40 psf 27 psf 2,00 ft 80.0 Wit 54 .0 Wit 2" pavers Uniform Ld. 3 40 psf 32 psf - - aid Uniform Ld. 4 40 psf 15 psf - Uniform Ld. 5 - 10 psi - - Tot Unif Load 80.0 lb/ft 54.0 Wit Point Loads Measured from left end of member. Member Total Length = 16 ft. Live Dead Snow Trib, Width Trlb Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 3.00 ft 8.00 ft - 360 lb 600 Ib 0.10 ft Point Load 4 3,000 lb 1 ,501 lb 0.10 ft Loads Point loads are 1/10 scale 400 300 200 100 0 .100 Engineered Lumber Calc'd Brand Tms Joist lyl Results For 7 x 11 .875 2.0E PSL Solutions Using Self Weight of Engrd 7 x 11 .875 2.0E PSL, 21 .3 plf Calc'd Member 7x 31.8752.0E PSL Fy 3.5 x 24 2.2E PSL Load Duration snow: 1.t5 t % Overdesign 7 x 20 2.2E PSL Repetitive Use? No Pos Bending 7676.6% Fb Pos 3,335 psi Fv 334 psi Nag Bending 160.0% ft Fb Nag 3,315 psi Fels 750 psi Shear 242.0% Allow Pos Mom. 45,720 ft-Ib E 2,000 ksi Span(s) Defl'n 212.8% Allow Nag Mom. -45,451 R-lb El 1 ,95304 ksi Cant(s) Cairn 416.4% (4) 1 .75 x 20 2.0E LVL - Allow Shear 18,481 lb Calc'd member FAILS by: •316.4% 1 976.83 inA4 Controlling criteria is: Defl - Cantivr Seff Wt 21 .25 plf Cond's Of Use: Load Duration:1 .154now Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 7 x 11 .875 2.0E PSL 1.50 in 1 .50 in Reactions Supports Support2 Support3 Support Moments Support1 Support Support Support4 Max Total 7,773 lb 427 Ib - 0 ft•Ib 0 ft•Ib 0 ft ib 0 ft-lb Min Total 3,638 lb •928 lb - - 0 ft-lb 0 ft•lb 0 ft4b 0 ft4b Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in 0.134 in - - Allowed 0.625 in 0.625 in 0.625 in Max On Deft -0.268 in 0.000 in - - - Allowed 0.625 in 0.625 in 0.625 in ProBeam v7 WC 2-22-18 G 4� Tim Garrison, P.E . CCINSI; RUCTIQNCALC vs.o Prollileam Important: Notches and connectors not cosidered . Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . ,lob t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I . D. 58b Other Info. 5/1 /18 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.50 fit 16,50 ft Allowable Deflection, Main Spans Live Only, L/ � code Minimum - Normal : L/360 & L/240 ............................................ ,..........................................., ............................................, ,..........................................., 360 = 0.55 in Total , U 240 = 0.83 in N/A = 0, 00 in Total, L/ N/A = 0 ,00 in Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 16.50 ft Add Self Weight? F� - Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch 10. 0 : 12 I Live Dead Snow Trib. Width Live Dead Snow Uniform Ld . 1 - Roof 20 psf 15 psf 25 psf 1 . 5" gyperete Uniform Ld . 2 40 psf 27 psf 0,00 ft - 2" pavers Uniform Ld. 3 40 psf 32 psf 8.00 ft 320.0 Ib/ft 256.0 ib/ft std Uniform Ld. 4 40 psf 15 psf Uniform Ld . 5 10 psf Tot Unif Load 320.0 lb/ft 256.0 lb/ft Loads Point loads are 1110 scale 800 600 400 200 0 -200 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 13.2 plf Misc manufacturers Load Duration % Overdesign 2.5 x 16.5 5 x 12 8.75 x 10.5 Moisture li Medium Dry - 18% 5 x 12 Live: l.00 Pos Bending 19.7% 3 x 15 5. 125 x 12 Press Treated? I Yes, P.T. . 24F-Ell, HF/HF Neg Bending NA 3.125 x 15 6 .75 x 12 Temp Cond. 100 deg F & less Fib Pos 2 ,400 psi Fv 215 psi Shear 76.9% Fb Neg 2 ,335 psi Fcp 500 psi Span(s) Defl'n 8.8% Allow Pos Mom 23,997 ft-lb 1 720.00 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -23,349 ft-lb E 11800 ksi Calc'd member OK by: 8 .8% Allow Shear 8,600 lb El 1 ,296,000 ksi Controlling criteria is: Deft - Span Req 'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13 , 19 pif Cond's Of Use: Load Duration : l .0-Live For 5 x 12 1 .94 in 1 .94 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 49861 lb 4,861 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,221 lb 2,221 lb 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0 .000 in Allowed 0 .825 in 0 .825 in 0.825 in Max On Dell -0. 758 in Allowed 0.825 in 0 .825 in 0 .825 in ProBeam v7 WC 2-22-18 637 Tim Garrison, P.E. CC0JRUCTI0NCALC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job 118045 Spans and Supports (Note, pitch and fudly, if any, not shown) Member I.D. 59b Otherinfo. 5/1/18 Type? 5lmple span, fully braced t Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9,50 ft 9,50 ft Allowable Deflection, Main Spans Live Only, L/ Code Mlnlmum - Normal: U360 & V240 - .......................................-...... ............................."............. ..: ... ......................................, ...... ......._ ........ _ i ,360 ( = 0.32 In Total, U' 240 ( = 0.48 in ! N/A ` = 0.00 in Total, U? N/A = 0.00 in ._.....................................d !,...................._...................! :......................._..................i Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9,50 ft Add Self Weight? Yg - 5elfweight will be added to applied DL W Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ? Increase Roof DL for pitch . Yes Roof Pitch 10.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 3,00It - 58.6 Wit 75.0 lb/ft 1 .5" gyperete Uniform Ld. 2 40 psf 27 psf 1 ,00 It 40.0 lb/ft 27.0 Wit 2" pavers Uniform Ld, 3 40 psf 32 psf 0,00 ft - - std Uniform Ld. 4 40 psf 15 psf - - Uniform Ld. 5 - 10 psf 20,00 ft - 200.0 lb/ft Tot Unif Load 40.0 lb/ft 285.6lb/ft 75.0 lb/ft Loads 600 Point loads are 1110 scale 400 200 0 -200 1 2 3 4 5 6 7 8 9 1 4x And Smaller (Lumber) Calc'd Member Results For (2) 2 It 10 Solutions Using Self Weight of Sawn (2) 2 x 10, 7.1 pif (2) 2 x 10 Load Duration snow: 1,15 V % Overdesign (4) 2 x 8 Moisture Medium Dry - 1s% Douglas Fr-Larch Repetitive Use? FNo w Pos Bending. .5.3% (2) 2 x 12 3 x 12 Press Treated? No, No[ P.r. No. 2 Flat Use? No Neg Bending NA (3) 2 x 10 4 x 10 Temp Cond. too deg F less Fb Pos 1 ,138 psi Fv 207 psi Shear 112.8% Fb Neg 1 ,110 psi Fcp 625 psi Span(s) Defl'n 116.5% Allow Pos Mom 4,05E ft-lb 1 197.86 inM Cantilevers) Defl'n NA Allow Neg Mom -3.956 ft-Ib E 11600 ksi Calc'd member FAILS by: -5.3% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria Is: Pos Bending Req'd Bearing Support 1 Su000rt 2 Support 3 Support 4 Self Wt 7,09 pif Cond's of Use: Load Duration:1 .15-snow For (2) 2 x 10 1.50 in 1 .50 In - - 6x And Larger (Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn (2) 2 It 10, 7.1 pif 6 z 10 Load Duration Snow; 1.15 % Overdesign N10 10 12 x 12 Moisture Medum Dry - 1e Douglas Fir - Larch v RepetitiveUse? No Pos Bending 53.8% 8 14 x 14 Press Treated? No, No[ P.T. WCUB - No. 2 Flat Use? No Neg Bending NA 10 16 If 16 Temp Cond, lop deg F &Tess Fb Pos 1 ,006 psi Fv 196 psi Shear 268.4% Fb Neg 1 ,000 psi Fcp 600 psi Span(s) Defl'n 222.6% Allow Pos Mom 6,576 ft-lb 1 362,75 inM Cantilever(s) Defl'n NA Allow Neg Mom -6,535 ft-lb E 1 ,300 ksi Calc'd member OK by: 53.8% Allow Shear 6,631 lb El 4711574 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Su000rt 4 Self Wt 13.01 pif Cond's Of Use: Load Duration:1 .15-Snow For z 10 1 .50 in 1 .50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 10800 lb 11800 lb - 0 ft-lb 0 ff-Ib 0 ft-lb 0 ft-lb Min Total 10390 lb 1 ,390 lb - - 0 ft-Ib 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Deg - 0.000 in - - - Allowed 0.475 in 0.475 in 0.475 in Max Dn Deg - 4219 in - - - Allowed 0.475 in 0.475 in 0.475 in ProBeam_v7 WC 2-22.18 c 30 Tim Garrison, P.E. CANS LRUCTIONCALC Prop ProBeam Important: Notches and connectors not cosidered . Dynamic loading not considered. Compliant with 2012 IN 2003 IBC. All designs should be checked by a competent professional . Job t18045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I . D. fir joist w/ 1 .5" gyperete Other Info, 5/1 /18 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.00 ft 14,00 ft Allowable Deflection, Main Spans Live Only, U [EMra Stiff: L/600 & L/480 600 ................. 0.28 in Total , L/ ` 480 0 .35 in N/A ................. ................ ................, 0 .00 in Total , L/ ' N/A ................ ............ _ 0 .00 in Pitch if Member Being Designed is Sloped: 0.0 : 12 Mem True Len: 14.00 ft Add Self Weight? No ON Self weight is included In applied DL Loads : Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch . Yes . Roof Pitch 1 10.0 12 I Live Dead Snow Trib. Width Live Dead Snow Uniform I.A . 1 IN Roof 20 psf 15 psf 25 psf ON - 1 .5" gyperete Uniform Ld . 2 40 psf 27 psf 1 .30 ft 52.0 lb/ft 35. 1 lb/ft 2" pavers Uniform Ld . 3 40 psf 32 psf IN - std Uniform Ld. 4 40 psf 15 psf IN IN Uniform Ld. 5 IN 10 psf IN ON Tot Unif Load 52.0 lb/ft 35. 1 lb/ft Loads Point loads are 1 /10 scale 100 50 0 2 4 6 8 10 12 14 1 -50 I-Joist Calc'd Brand BCI - Boise Cascade V Results For 11 -7/8 " BCI 6000 1 .8 Calc'd Member 11-7/8" BCI 60001.8 1 V % Overdesign Acceptable Solutions Load Duration Live: 1.00 Pos Bending 90 .3% 11 .7/8 " BCI 5000 1 .7 11 -7/8" BCI 90 2.0 Bing @ Ends: Min 1,7511, w/o web stiffner Neg Bending NA 11 -7/8" BCI 6000 1 .8 Bing @ Mid-Supports: (No Mid support) Shear 174.7% 11 ,718" BCI 6500 1 .8 Allow Pos Mom, 4,060li Allow Shear 1 ,675Ib Span(s) Defl'n 32.7% 11 -7/8" BCI 60 2.0 Allow Neg Mom. 39 ft-lb El 320,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1 , 175lb Bearing 92.7% Allow Mid Rxn 20850 lb Calc'd member OK by: 32.7% Self Wt 2.50 plf Controlling criteria is: Defl - Span Cond's Of Use: Load Duration : 1 .0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 610 Ib 610 Ib NO NO 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 246 Ib 246 Ib NO ON 0 ft-Ib 0 ft-Ib 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in IN IN - Allowed 0.350 in 0. 350 in 0 ,350 in Max Dn Dell IN -0 .235 in IN - Allowed 0. 350 in 0.350 in 0 .350 in ProBeam v7 WC 2-22-18 Tim Garrison, P.E. C(CDNS RUCTIONCALIC ProBeam v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered . Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job t18045 Member I. D. 60r Spans and Sup ports (Note, pitch and fixity, if any, not shown) Other Info. 5l1 /18 Type? Simple span, fully braced ---� Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 7,00 ft 7.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & L/240 ................. .......................... ........._360................. = 0.23 in Total, Ll 240 = 0. 35 in N/A.................i = 0.00 in Total , L/ i ................. N/A ............ = 0.00 in ...........................................: 's Pitch if Member Being Designed is Sloped: 2.0 : 12 Mem True Len: 7. 10 ft Add Self Weight? No - Self weight is included In applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No r 1 Increase Roof DL for pitch? ve 10.0 : 12s � Roof Pitch 10.0 : 12 Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 2.00 ft 39. 1 lb/ft 50.0 lb/ft Sid Uniform Ld. 4 40 psf 15 psf Uniform Ld. 5 10 psf Tot Unif Load 39.1 lb/ft 50 .0 lb/ft Loads 100 Point loads are 1l10 scale 50 0 1 2 3 4-50 5 6 7 _ 4x And Smaller (Lumber) Calc'd Member Results For 2 x 6 Acceptable Solutions z x 6 Load Duration snow: ms y I % Overdesign 2 x 5 (4) 2 x 4 Moisture Emedium Dry - 18% Ty Douglas Fir-Larch v Repetitive Use? Yes Pos Bending 78.7% (2) 2 x 4 3 x 4 Press Treated? No, Not P.T. No. z Flat Use? No Neg Bending NA (3) 2 x 4 4 x 4 Temp Cond . 10o deg F & less Fb Pos 1 ,546 psi Fv 207 psi Shear 265.3% Fb Neg 1 ,361 psi Fcp 625 psi Span(s) Defl 'n 142. 1 % Allow Pos Mom 974 fiI4 1 20,80 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -857 ft-lb E 1 .600 ksi Calc'd member OK by: 78.7% Allow Shear 1 , 1391b El 33,275 ksi Controlling criteria is: Pos Bending Req 'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2. 14 pif For 2 x 6 1 .50 in 1 . 50 in Cond's Of Use: Load Duration : 1 .15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 312 lb 312 lb 0 ft-lb 0 ft-Ib 0 ft-Ib 0 ft4b Min Total 137 lb 137 Ito 0 ft-Ib 0 ft-Ib 0 ft4b 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0. 350 in 0.350 in 0.350 in Max Dn Defl -0. 145 in Allowed 0. 350 in 0.350 in 0 .350 in ProBeam v7 WC 2-22-18 G � I Tim Garrison, P.E. CAS'RUCTIONCALC Proseaim v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional . Job 08045 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 61r Other Info. 5/1/18 Type? simple span, fully braced t Left Cantilever San 1 San 2 SDan 3 Right Cantilever Tot Member Length Lenth of Spans: 13,50 ft 13.50 ft Allowable Deflection, Main Spans Live Only, U FNira stiff: L1600 & L/480 .......................................% ......................................., ;.............................. . ........................................ 600 = 0.27 in Total, U€ 480 = 0,34 in N/A 0.00 in Total, U N/A = 0.00 in 3 - Pitch if Member Being Designed is Sloped: 0.0 :1 Z Mem True Len: 13.50 ft Add Self Weight? No - Self weight is included In applled DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ; Increase Roof DL for pitch? ves Roof Pitch 10.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1 ,5" gyperete Uniform Ld, 2 40 psf 27 psf 1 ,30 ft 52.0 lb/ft 35. 1 lb/ft 2" pavers Uniform Ld, 3 40 psf 32 psf sld Uniform Ld. 4 40 psf 15 psf _ Uniform Ld. 5 10 psf 11 .00 ft 110 .0 lb/ft Tot Unif Load 52.0 Iblft 145.1 lb/ft - Point Loads Measured from left end of member. Member Total Length = 13.5 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 18 .00 ft 1 .30 ft 351 lb 585 lb 4 .50 ft Loads Point loads are 1/10 scale 300 200 100 0 -100 2 4 6 8 10 12 14 1 1-Joist Calc'd Brand BCI - Boise Cascade 1V1 Results For 1114/8" BCI 90 2 .0 Calc'd Member II-7/a" BClvoz.o % Overdesign Acceptable Solutions Load Duration snow: 1.15 Pos Bending 78.3% 11 -7/8" BCI 90 2 . 0 Bring @ Ends: Min 3°, with A­web stiffner V Neg Bending NA Brng @ Mid-Supports: (No Mid support) V Shear 39.8% 16" BCI 6500 1 .8 Allow Pos Mom. 10,983 ft-lb Allow Shear 2,473lb Span(s) Defl'n 10.3% 16" BCI 60 2.0 Allow Neg Mom. 283 ft4b El 645,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1 ,950lb Bearing 10.2% Allow Mid Rxn 3,700 lb Calc'd member OK by: 10.2 Self Wt 3.90 pit Controlling criteria is : Bearing Cond's Of Use: Load Duration: 1 . 15-Snow Reactions Support 1 Support 2 Support 3 Su000rt 4 Moments Support 1 Support 2 Su000rt 3 Su000rt 4 Max Total 1 ,769 lb 1 ,506 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft4b Min Total 1 ,213 lb 1 ,096 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Canllvr Span 1 Span 2 Span 3 Rt Cantivr Max Up Deft 0.000 in Allowed 0.338 in 0.338 in 0.338 in Max On Dell -0,306 in Allowed 0,338 in 0.338 in 0.338 in ProBeam v7 WC 2-22-18 5/2/18 Pg. Construction Ca lc, Inc . Tim Garrison, P. E . CIS RUCTIONCALC ColumnCalc v3.1 Disclaimer: All users of this software shall comply with State Engineering Law, which specifies who may perform engineering, and defines the practice of engineering . Job Name t18045 Member I .D . 75p P Other Info 5/2/2018 Post, Stud, or Column General Information : Column , Post, or Stud Length , ft. L = 12.00 ft I Getting Started. Hover Max. Live Deflection L / ` 75 = 1 .92 in Cursor Here """"".....' _ L Type Of Column , Post, or Stud Unbraced Column or Post Load Duration Factor ti Fwo Months now, Cd Off-Center ( Eccentric) Compression Loads or Add 'I Bending Loads (other than wind )? No D+.6W D+S+E/1 .4 Applied Gravity Loads "P" D+.6W+S/2 .9D+E/1 .4 Reduced Live Load, Live Load Dead Load Live sf Dead , psf x Length , ft x Width ft Ibs lbs. Ibs Roof Loads (not including snow) 15 psf 8.00 ft 10.00 ft 0 lb 0 lb 1 ,200 lb Roof Snow (only) 25 psf 8.00 ft 10,00 ft 23000 lb 23000 lb Floor 3 Loads 25 psf 15 psf 0 lb 0 lb 0 lb Floor 2 Loads 40 psf 32 psf 8,00 ft 8,00 ft 21560 lb 21560 lb 21048 lb Floor Loads 100 psf 15 psf 0 lb 0 lb 0 lb Wall Dead Load 25 psf 0 lb Other 'psf load and trib . widthE. 0 Ib 0 Ib Other point load : all Live, all Dead , or 0 lb some of each , Ibs. : Descrip'n , opt'l : Total Live and Dead Loads: 41560 lb 39248 lb Wind Load Over Full Length of Member Combined Total Load : 7,808 Ib (Assumes external sheathing of plywood, metal, etc. exists) Wind Applied To: Narrow Face Tributary Width of Wind Load: z Wind Pressure: q = EEJ 4x And Smaller ( Lumber) 5x And Larger (Timbers) Lumber Material teem-Fir Timber Material teem - Fir V Lumber Grade No 2 Timber Grade No. 2 � 12 x 12 - 4x14 6x8 - (3) 2x8 8x8 10 x 10 Glued Laminated Columns Glulam Combo. 5 - DF (visually Graded) n 1 . 8E Parallam PSL Columns 5. 125 x 5.125 - 5-1 /4" x 5-1 /4" 3 x 10.5 6.75 x 7.5 - 5-1 /4" x 7" 3. 125 x 9 8.75 x 9 3-1 /2 " x 7" 7" x 7" 5 x 6 Final Member: sawn wood Mem . Library: choose sizes Df Column Type Final Size : 6 x s Final member okay by: 48.2% Controlling Factor: Combined Bending / Compressive Final Member : 6 x 8 , Hem - Fir, No . 2 Stresses Horiz, Force At Bottom (Strong Axis): 0 lb Horiz. Force At Bottom (Weak Axis ): 0 lb ColumnCalc v3-1WC PROJECT DE56RIPTION PROJECT INFORMATION J. 5YKORA, GPBO DRAFTED BY: NEW SINGLE FAMILY PROJECT ADDRE55: RESIDENCE SCALE -- ZONING TYPE: R-2 3810 LEEWARD LANE 1/4" = 1' U.N.O. ANAGORTE5 !NA 98221 W 5-14-18 a CODE COMPLIANCE PARCEL # 133200 ALL CONSTRUCTION TO COMPLY WITH LOCAL CODES AND PLAN AREAS L z ORDINANCES AND THE FOLLOWING: - 2015 INTERNATIONAL RESIDENTIAL CODE W - 2015 ASHINGTON STATE ENERGY CODE MAIN FLOOR 2,219 5Q FT. '' p FINISHED BASEMENT 1 ,651 5Q.FT. - 2015 UNIFORM PLUMBING CODE - -- - - UPPER FLOOR 543 5Q.FT. - R DEFERRED 5UBMITTAL5 r TOTAL LIVING AREA: 4,413 SQ.FT. 1. MECHANICAL HVAG 5Y5TEM DRAWINGS GARAGE 680 SQ.FT. ' 3 2. ELECTRICAL POWER DISTRIBUTION DRA 41NG5 3. NATURAL GAS DISTRIBUTION DRAWINGS BASEMENT 5TORAGE / UTILITY 413 5Q.FT. y 4. PLUMBING DRAWINGS - - - -- - - - - - -- _ � s COVERED DECKS 321 5Q.FT. 5. ROOF TRU55 DRAWING5 / CALCULATIONS - b. FLOOR J015T DRAWIN65 / CALCULATIONS SHOP 1 ,195 SQ.FT. 1. LANDSCAPE PLANS 5HOP 'UPPER r-LOOR - 321 5Q.FT. 6. LIGHTING PLANS i V 9. CABINET SHOP DRAWINGS 10. CUSTOM HARDWARE / BRACKET SHOP DRAWING5 F 11. FIRE SPRINKLER (IF APPLICABLE) FIRE AREA: 4;7&b-5a.FT. g qQ cp 12. SOLAR PANELS (IF APPLICABLE) 13. ELEVATOR PERMIT (IF APPLICABLE) GPM REQUIRED:- G?yvlcli ry L 14. FIRE 5UPRRES51ON 5Y5TEM DESIGN (IF APPLICABLE) a FIRE 5UPRE55ION 5Y5TEM TO BE o u- 0 ' DE516N INFORMATION IN5TALLED IN HOUSE AND DETACHED X f w alb oo SHOP. a BUILDER: 5TRANDBERG CONSTRUCTION, INC. ��77 m d d m P.O. BOX 319 � ANAGORTES WA 98221 % MAY 2 201e �C� ]H[ ]E �G�A\]�.]�.]E�7[��7[� ]� ]E ][ ]D> ]E 1\ �C ]E M �► 3b0-293-�431 M - CITYOFANACORT_-" ® 3510 LEEWARD LANE , ANACORTE5 Y4A g8221 w DE5I6NER: JIM SYKORA GPBD - 5TRANDBERG CONSTRUCTION INC. MAY 2 2 2018 JIM@STRANDBERGGONSTRUGTION.GOM . . ' CITY OF ANACORTES O Lu Z t— Q i < LAYOUT PAGE TABLE REY1510N TABLE �k z PG# TITLE COMMENTS GONT. DATE PG# DATE DE5GR1 PTION v < Al COVER 5HEET w i— A2 51TE & LAN05CAPE PLAN - tu l~U O A3 FOUNDATION PLAN o < A4 FOUNDATION DETAIL5 m z A5 BASEMENT FLOOR PLAN Ab FLOOR FRAMING PLAN Al FLOOR FRAMING DETAIL5 Ab MAIN FLOOR PLAN A9 1NINDOIN 5CHEDULE W � U 4 omw K HR A10 ROOF FRAMING PLAN w ;kozi Al 1 ROOF FRAMING DETAILS 'rt W a=Ia Al2 ROOF OYERYIEIN a=�a � awa A13 BUILDING 5EGTION5 — W ter ' v ' w3a�� A14 BUILDING 5EGTION5 F'`P"5 = DpRE�S. �- PPpvEp S1pN' W a 2 o A15 EXTERIOR ELEYATION5 P vvy�H AP HpR17A Min ��3h� °zHH Alb EXTERIOR ELEYATION5 S�VL4 Sug)f.�' �H��c.cJ O o o� cZ v Mo All ENGINEERING INFO BA5E g MENT PLAN oz°2 W Alb ENGINEERING INFO MAIN FLOOR PLAN _ � =a 0 A19 5TRUCTURAL NOTE5 OWNER APPROVAL A20 SHOP FOUNDATION & FLOOR PLAN INITIAL: A21 5HOP FRAMING PLAN5 PAGE: A22 BUILDING 5EGTION5 � A23 EXTERIOR ELEYATION5 OF: A24 5HOP ENGINEERING A25 BMP'5 SMALL PARCEL STORM WATER PLAN LAN05CAPE LEGEND J. 5YKORA, CPBD DRAFTED BY: SP5P # 1 CONSTRUCTION AGGE55 ROUTE A) A STABILIZED CONSTRUCTION AGGE55 TO CONTROL THE Ll'l!' •N AREA TRACKING OF DIRT AND MUD ONTO THE CITY STREETS SHALL BE SCALE INSTALLED. AGGE55 TO BE CONSTRUCTED OF 4"- 5" QUARRY 20' U.N.O. 4 SPALL5 AND BE OF SUFFICIENT LENGTH TO CAPTURE DIRT AND ° LOT MUD PRIOR TO CONSTRUCTION VEHICLES ENTERING THE PUBLIC / \ ROADWAY. CONCRETE DRIVE -- - Z ,T 5-14-18 � ��°"� 5P5P # 2 5TABILIZATION OF DENUDED AREA5 \ O A) EXP05ED 501L SHALL BE STABILIZED USING MULCH, PLASTIC / \ \ COVERING, 500, SOIL BINDERS, OR HYDROSEEDING IN ORDER MULCH - PLANTING BED / Q TO ELIMINATE OR REDUCE SOIL EROSION DURING THE Z ( \ 10 PROCESS OF CONSTRUCTION AND REDUCE THE TRANSPORT OF 0 SEDIMENT AND POLLUTANTS BY STORM WATER. (n \ \ W /e, \ 3 5P5P # 3 PROTECTION OF ADJACENT PROPERTIES LAN D5CAPED \\ \ O A) ANY ADJACENT PROPERTIES TO THE CONSTRUCTION SITE SHALL ROCK SLOPE R NOR BE PROTECTED FROM SEDIMENT DEPOSITS THROUGH THE USE OF \ SILT FENCING, DRAINAGE BUFFERS, STRAW BALES, STAKED FIBER ROLLS, OR ANY OTHER APPROPRIATE BMP. DEPLOYED BMP'S SHALL A BE MAINTAINED, REPLACED, OR REPAIRED AS NECESSARY DURING THE COURSE OF THE CONSTRUCTIONPROJEGT. DEGIDUOU5 TREE \ 70P OF SLOPE V) .r \ \ a �- - i' 5PSP # 4 MAINTENANCE �3s AREA NORTH Or O<00 1,3 3 2 ��SLOPE p��/� \ A) MAINTENANCE OF EROSION AND SEDIMENT CONTROL BMP'S t / \ _ SHALL BE PERFORMED BY STRANDBERG CONSTRUCTION A5 LOW a \ \ \ \ �Gj NEEDED TO ENSURE THEY PERFORM OVER THE COURSE OF \ THE CONSTRUCTION PROJECT. § 20 23 SF 'AREA t CONIFER TREE \� �\ RTH of 2c �' \ 5 5P5P # 5 OTHER BMP'5 \ \ - ' O A) IF DURING REGULAR MAINTENANCE AND REPAIR OF ER05ION AND a \ -A- LOT \ \ 131 % 5LOPE— 've \ _- ..lC � SEDIMENT CONTROL BMP'S IT 15 DEEMED NECESSARY TO MODIFY OR '- �� ry -5, THEN A NE IMPLEMENT NEW BMPW STRATEGY SHALL BE ` 1 805 5 F ` ` f �'\ \ \ DETERMINED AND DEPLOYED AS REQUIRED. PERIODS OF HEAVY RAIN, \ \ y�QQ� E \ 30 0/a -� \ CHANGES TO SOIL STOCKPILES, INSTALLATION OF LANDSCAPING MATERIALS, INSTALLATION OF IMPERVIOUS MATERIALS, OR 51MILAR 5HRUB5 / PLANTING5 QP Q r�iy°� 10 � \ - \ MAX IMPERVIOlUS = 2,203 5F r v SITUATIONS SHALL BE MONITORED. p y<oR✓ r , �— — v pry �✓ �/.. \ \ _._ - \ (A c3.. f MINIMUM TREE DEN5ITY AREA NORTH ..''' 200 ...i-�'{� / :, -':- ` ��- — 18�K �^C ' \ s —'—'�— � JO �` _/ ANAGORTES MUNIGODE-16.50.070 lTJ \ .. ' MAX IMPERVOODU ) = 2,159 5F - Calculation of the Total Tree Units Required. The total number of tree units required O /� I� 12.1 i ��� m\ tiJ _ i \ ®\\ \ f��' to be provided by a regulated project or tree conservation permit approval listed in Z a m W \ — Section 1 b.50.100 shall be calculated by dividing gross site area, minus any public or Wr X ~ Jlw AREA NORTH OF 200' Llh: / �' Q private street rights-of-way, by one thousand Table 16.50.120(0). The result of the O O uuu. w U) i �' \'� a ti� - \ calculation will be the total number of tree units required for the project approval = O Q m my o � within the building site. m Q m 5FR w \ \ $4k MAN FLOOR \ LOT 51ZE :18,870 50.FT. TREES REQUIRED: 1cI ,044 5F IMPERVIOUSLU LOT INFORMATION v LOT SIZE 18,8'10 5G FT Q Z N - - $0 /� txh \ / \ �� \ \\ // ;^wt ;, - _ AREA NORTH OF 200' LINE: 6,816 SG.FT. Z A / 5HORELINE A NORTH OF 2OO' LINE = 4,502 5F \ \ a \ \\ \ _ / 30 % \ •NM / MAX IMPERV. ON SHORELINE AREA (30%) = 2,044 50.FT. z Q 13 ? % SLOPE MAX IMP LU ERVf0fU5 = 1,954 5 \ \ F"OMON \ \ / /V _ . (� Z V / / \ \ �°° \ \ \ r \ GARAGE — � /''/ \ ACTUAL IMPERV. ON 5HORELINE AREA (30%) = 2,044 50.FT W 90 o — J MAX LOT COVERAGE (35/o) - 6,604 50.FT. V w \ / / P 30 rot \ o Q Ny rM \ \ oRrvewm ma sa / MAX IMPERVIOIU5 = 1,350 5F \ . PR \A LU O \ FOOTPRINT OF HOUSE / GARAGE / SHOP : 4,631 SQ.FT. v W y _ rr 20 \ \ 1 W J ' �- sPw- IMPERVIOUS DRIVEYVAY AREAS : 1 ,308 5G.FT. w TOTAL IMPERVIOUS AREA 5,945 50 FT Z Y M \ K- )' �yyi -qa f k . : \\ ' o �% ' ` PARCEL # 133958 m ADDRE55: 3614 LEEWARD LANE OWNER: TOM AND LANA GARRETT // zy I025Q.Ff' � Ww2� --q0 \ �p OL W NUO _ w �,H SHOP �w �\ \ 102\ \ P // MMN FIDOR®�0°O I j/ � � awwn \ Oy26 ` T / � V / zw�oy =w \ / (L /-108 ib'HEIGHT RE5TRIGTION FOR SHOP/ gam= 112 ` a / MEASURED FROM OAKES AVE. O� �-.6z zu. w V m00<° \ 2U 6yU2 oM OWNER APPROVAL \ \ INITIAL: \ � PAGE: x., / e O BMP C105: STABILIZED CONSTRUCTION ENTRANCE / EXIT 0 BMP T5.13: POST-CONSTRUCTION SOIL QUALITY AND BMP G154: CONCRETE WASHOUT AREA 0 BMP G235: WATTLES PURPOSE PURPOSE PURPOSE DEPTH J. SYKORA, GPBD PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO 5TORMWATER FROM CONCRETE WASTE SY CONDUCTING WATTLE5 ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF 5TRA N,COMPOST,OR OTHER STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO WASHOUT OFF-SITE,OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM MATERIAL THAT 15 WRAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL.THEY REDUCE THE PAVED ROADS BY VEHICLES OR EQUIPMENT.THI5 I5 DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPALL5 AT PURPOSE AND DEFINITION m ENTRANCES AND EXITS FOR CONSTRUCTION SITES. NATURALLY OCCURRING(UNDISTURBED)501L AND VEGETATION PROVIDE IMPORTANT 5TORMWATER FUNCTIONS W ry ENTERING SURFACE ATER5 OR GROUND W W WATER. VELOCITY AND CAN SPREAD THE FLO OF RILL AND SHEET RUNOFF,AND CAN CAPTURE AND RETAIN SEDIMENT.WATTLES INCLUDING:WATER INFILTRATION; NUTRIENT,SEDIMENT,AND POLLUTANT ADSORPTION;SEDIMENT AND POLLUTANT ARE TYPICALLY 8 TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH.WATTLES ARE PLACED IN SHALLOW CONDITIONS OF USE CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION BIOFILTRATION;WATER INTERFLOW STORAGE AND TRANSMISSION;AND POLLUTANT DECOMPOSITION.THESE FUNCTIONS m TRENCHES AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY GONSTRUGTED SLOPES.SEE FIGURE II-4.2.14 CONDITIONS OF USE ARE LARGELY LOST WHEN DEVELOPMENT STRIPS AWAY NATIVE 501E AND VEGETATION AND REPLACES IT WITH MINIMAL - --- -- - - - CONCRETE WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE: WATTLE5(P.378)FOR TYPICAL CONSTRUCTION DETAILS.W500T STANDARD PLAN 1-30.30-00 AL50 PROVIDES INFORMATION SITE IF PAVED ROADS OR OTHER PAVED AREAS ARE WITHIN 1,000 FEET OF THE SITE. FOR RESIDENTIAL CONSTRUCTION PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE,RATHER THAN ONLY AT THE MAIN SUBDIVISION TOPSOIL AND 500.NOT ONLY ARE THESE IMPORTANT STORMWATER FUNCTIONS LOST,BUT SUCH LANDSCAPES 1/4" = 1' U.N.O. v ON WATTLES(HTTP://W W W.WSDOT.WA.GOV/DESIGN/STANDARDS/PLANS.HTM#SEGTIONI) o -CONCRETE 15 USED AS A GONSTRUGTION MATERIAL. THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SURFACES DUE TO INCREASED USE OF PESTICIDES, W W W � -IT 15 NOT POSSIBLE TO DISPOSE OF ALL CONCRETE ASTEATERAND WASHOUT OFF-SITE(READY MIX PLANT,ETC.). ENTRANCE.STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTH/WIDTH TO PROVIDE VEHICLE AGGE55/PARKING, -CONCRETE TRUCKS,PUMPERS,OR OTHER CONCRETE COATED EQUIPMENT ARE WASHED ON-51TE. NOTE: IF LE55 THAN CONDITIONS OF USE BASED ON LOT SIZE/CONFIGURATION.ON LARGE COMMERCIAL,HIGHWAY,AND ROAD PROJECTS,THE DESIGNER SHOULD FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLD/INDUSTRIAL CHEMICALS,THE CONCENTRATION OF PET 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-SITE,THE WASHWATER MAY BE DISPOSED OF IN A USE WATTLES: INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHOWN WASTES,AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER.ESTABLISHING 501E QUALITY AND DEPTH REGAINS o FORMED AREA AWAITING CONCRETE OR AN UPLAND 015POSAL SITE WHERE IT WILL NOT CONTAMINATE SURFACE OR -IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. IN THE INITIAL CONSTRUCTION SWPPP.IT 15 DIFFICULT TO DETERMINE EXACTLY WHERE AGGE55 TO THESE PROJECTS GREATER 5TORMWATER FUNCTIONS.IN THE POST DEVELOPMENT LAN050APE,PROVIDES INCREASED TREATMENT OF 5-14-18 W GROUND WATER.THE UPLAND DISPOSAL SITE SHALL BE AT LEAST 50 FEET FROM SENSITIVE AREAS SUCH AS STORM -ON EXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS,OR OVER WINTER MONTHS. WILL TAKE PLACE;ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALL THEM WHERE NEEDED. POLLUTANTS AND SEDIMENTS THAT RESULT FROM DEVELOPMENT AND HABITATION,AND MINIMIZES THE NEED FOR SOME a LANDSCAPING CHEMICALS,THUS REDUCING POLLUTION THROUGH PREVENTION. DRAINS,OPEN DITCHES,OR WATER BODIES,INCLUDING WETLANDS. -ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED. APPLICATIONS AND LIMITATIONS -THE MATERIAL USED DICTATES THE EFFECTIVENESS PERIOD OF THE WATTLE.GENERALLY,WATTLES ARE TYPICALLY NOT TO SCALE ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH 15 NOT THE SAME AS PRESERVATION OF NATURALLY OCCURRING - EFFECTIVE FOR ONE TO TWO SEASONS. SOIL AND VEGETATION.HOWEVER,ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH WILL PROVIDE IMPROVED ON-SITE -PREVENT RILLING BENEATH WATTLES BY PROPERLY ENTRENCHING AND ABUTTING WATTLES TOGETHER TO PREVENT 3m Mirmimum MANAGEMENT OF STORMWATER FLOW AND WATER QUALITY.501E ORGANIC MATTER CAN BE ATTAINED THROUGH � Z WATER FROM PASSING BETWEEN THEM. NUMEROUS MATERIALS SUCH AS COMPOST,COMPOSTED WOODY MATERIAL,BI050LID5,AND FOREST PRODUCT Z Lath and flagging RESIDUALS.IT 15 IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL QUALITY AND DEPTH BMP BE APPROPRIATE Cn 0 WISE,IT IS IMPORTANT THAT IMPORTED TOP50IL5 (1 j -INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. Q Sandbag IMPROVE SOIL CONDITIONS AND DO NOT HAVE AN EXCESSIVE PERCENT OF CLAY FINES.THIS BMP CAN BE CONSIDERED -NARROW TRENCHES SHOULD BE DUG ACROSS THE SLOPE ON CONTOUR TO A DEPTH OF 3-TO 5-INCHES ON CLAY SOILS INFEASIBLE ON TILL 501L 5LOPE5 GREATER THAN 33 PERCENT. AND SOILS WITH GRADUAL SLOPES.ON LOOSE SOILS,STEEP 5LOPE5,AND AREAS WITH HIGH RAINFALL,THE TRENCHES ..ii Berm Sandtrag Q'�V DESIGN GUIDELINES 10 mil plastic limn SHOULD BE DUG TO A DEPTH OF 5-TO 7-INCHES,OR 1/2 TO 2/5 OF THE THICKNESS OF THE WATTLE. ,,r� , P 9 r�1St11 501L RETENTION.RETAIN,IN AN UNDI5TURBED STATE,THE DUFF LAYER AND NATIVE TOP501L TO THE MAXIMUM EXTENT g ('� -START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP.SPREAD 4^ PRACTICABLE.IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON 517E IN A , Varies 1 I p 0 A EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED U51NG HAND TAMPING OR OTHER METHODS. 0 DESIGNATED,CONTROLLED AREA,NOT ADJACENT TO PUBLIC,RESOURCES AND CRITICAL AREAS,TO BE REAPPLIED TO a -CONSTRUCT TRENCHES AT INTERVALS OF 10-TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE,501L TYPE, ' _,.I x OTHER PORTIONS OF THE 51TE WHERE FEASIBLE. xi thin A AND RAINFALL.THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENGHE5. 70 501L QUALITY.ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS o ' -INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END.DO NOT OVERLAP THE ENDS. - ' • Berm { + •"'" SURFACE,INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED A5 STRUCTURAL FILL OR SLOPE SHALL,AT $"z -INSTALL STAKES AT EACH END OF THE WATTLE,AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE. - PROJECT COMPLETION,DEMONSTRATE THE FOLLOWING: 0 O 74 -IF REQUIRED, INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE 100'min. 1.A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10%DRY WEIGHT IN PLANTING BEDS,AND 5% s Section A-A AND INTO THE SOIL. ORGANIC MATTER CONTENT IN TURF AREAS,AND A PH FROM 5.0 TO 8.0 OR MATCHING THE PH OF THE UNDISTURBED BOIL. 5 10 mil plastic lining -WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INCHES MIN.WILLOW CUTTINGS OR 3/8-INGH REBAR CAN �� � a Plan THE TOP501L LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF Notes: AL50 BE USED FOR STAKES. E 1. Actual layout 1 r INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA.5UBSOIL5 BELOW THE TOPSOIL LAYER SHOULD BE determined in the field. -STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE,LEAVING 2 TO 3 INCHES OF THE STAKE e ., ., Install driveway 5CARIFIED AT LEAST 4 INCHES WITH 50ME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, s Type Below Grade 2. A Concrete washout PROTRUDING ABOVE THE WATTLE. sign daft be installed culvert if there is a WHERE FEASIBLE. b within 10 m of the roadside ditch present 4"-8"quarry - - 2.MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL. s MAINTENANCE STANDARDS temporary umrxele spells 4/ 3.USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS o 3m Minimum Washout facility. , -WATTLES MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH BOIL AND THOROUGHLY ENTRENCHED, I- "` j A.THE ORGANIC CONTENT FOR"PRE-APPROVED"AMENDMENT RATES CAN BE MET ONLY U51NG COMPOST MEETING ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. - THE COMPOST SPECIFICATION FOR BMP T7.30:SIORETENTION CELLS,5WALE5,AND PLANTER BOXES(P.g5q),WITH THE W1bod frenme t EXCEPTION THAT THE COMP05T MAY HAVE UP TO 35%5105OLIDS OR MANURE.THE COMPOST MUST ALSO HAVE AN B B securely fastened Geotex6le 1 ORGANIC MATTER CONTENT OF 40%TO 65%,AND A CARBON TO NITROGEN RATIO BELOW 25:1.THE CARBON TO NITROGEN ' around entire '} u RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMP05ED ENTIRELY OF PLANTS,NATIVE TO THE PUGET SOUND perimeter wdh two 3'-4' 4 stakes (12m) _ _ LOWLANDS REGION. u Venues 1 o mil ~� ' h B.CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING(A.)ABOVE;OR 4 plastic lining ,J� + OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS,AND NOT 13 .t, ,f �`EIDi` �'.. EXCEEDING THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-8,TESTING PARAMETERS, IN WAG 173-350-220. J IWI� 18 n at. \ �� ` Notes' THE RESULTING 501E SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. � Stake(to.) 1. Driveway shall meet O Straw rafts must be ' .. // 12'minimum thickness L IMPLEMENTATION OPTIONS:THE 501L QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE '+. Section B-B placed along slope / Arlyacert rots the equremernsofthe V permitting agency. METHODS LISTED BELOW: tY i 10 mil plastic lining Contours Jj shalltightly abut 1.LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL,AND PROTECT FROM COMPACTION DURING CONSTRUCTION. C4 Two-stacked 2. It is recommended that rance ProVlde full wWOrleg 2.AMEND EXISTING SITE TOPSOIL OR SUB501L EITHER AT DEFAULT"PRE-APPROVED"RATES,OR AT CUSTOM 2x12 rough Plan the entrance be of irgressress O area CALCULATED RATES BASED ON TESTS OF THE 501L AND AMENDMENT. Q V wood frame v 1, f�,/ :. crowned sn that runoff 3.STOCKPILE EXISTING TOPSOIL DURING GRADING,AND REPLACE IT PRIOR TO PLANTING.STOCKPILED TOPSOIL MUST dri #me pad drains off W. L Type "Above Grade" with Wood Planks ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS,EITHER AT A DEFAULT"PRE- Z a W co n NOT TO SCALE - APPROVED"RATE OR AT A CUSTOM CALCULATED RATE. (n H "t it 4.IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. x m 10'-25"(3,Brn) Q\ �/ MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE.BOIL THAT ALREADY MEETS THE ca 0 CA rA Figure 11-4.1 .7a ti Figure I1-4.1 .1 DEPTH AND ORGANIC MATTER QUALITY STANDARDS,AND 15 NOT COMPACTED,DOES NOT NEED TO BE AMENDED. J Z d Z O+ Concrete Was hout Area Stabilized Construction Entrance MAINTENANCE 1A d Co Revised June Zing Spacing��A DEPARTMENT Of s Revised June 2015 -ESTABLISH SOIL QUALITY AND DEPTH TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED,PROTECT DEPARTMENT OF C OO G 1 L 1 f+V `EllO FROM COMPACTION,SUCH A5 FROM LARGE MAGHINERY USE,AND FROM ERO510N. E Please see hftp1Avww.ecy.wa.goWcapyMjht.Mad for copyrght notice including pernxsftas, slope steepness Sediment-Organic matter. ECOLGY Pose see httpYAVww.ecy.wa.gov/copyrighr.Mml for copyright notice including permissions, -PLANT VEGETATION AND MULCH THE AMENDED SOIL AREA AFTER INSTALLATION. LU and native seeds are State of Washington limitation of liability.and disclaimer- captured behind the rolls. State of Washington limitation of liability.and disclaimer. -LEAVE PLANT DEOR15 OR ITS EQUIVALENT ON THE BOIL SURFACE TO REPLENISH ORGANIC MATTER. -REDUCE AND ADJUST,WHERE POSSIBLE,THE USE OF IRRIGATION,FERTILIZERS,HERBICIDES AND PESTICIDES, V _ V- RATHER THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES. O Z I.0 CN O BMP C1230: SURFACE ROUGHENING O STORM DRAIN INLET PROTECTION I-40.20-00 7 ,,,( Purpose: 1.SIZE THE BELOW INLET GRATE DEVICE(BIGD)FOR THE STORM WATER STRUCTURE IT WILL SERVICE $ 7 x Q BMP G233: SILT FENCE Y` Surface roughening aids in the establishment of vegetative cover,reduces runoff velocity,increases infiltration,and provides ftjl sediment trapping through the provision of a rough soil surface.Horizontal depressions are created by operating a tiller or other suitable uipment 3--5-(75-1P5�) 2.THE BIGD SHALL HAVE A BUILT IN HIGH-FLOW RELIEF SYSTEM(OVERFLOW BYPASS). PURPOSE on the contour or by leaving slopes in a roughened condition by not fine grading them.Use this BMP in conjunction with other BMPs such .;,` USE OF A SILT FENCE REDUCES THE TRANSPORT OF COARSE SEDIMENT FROM A CONSTRUCTION 517E BY PROVIDING A 1-- as seeding,mulching,or sodding. �� TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW.5EE FIGURE Ia \ ` ` 8'-10"Dia. 3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. CONDITIONS OF USE: / 1 �� (200-250mm) IIA.2.12 SILT FENCE(P.369)FOR DETAILS ON SILT FENCE CONSTRUCTION. w ■ . ■ -AIL slopes steeper than 3HA V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. 1.�', f 4.PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). w -Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. CONDITIONS OF USE Live �l J -Slopes with a stable rock face do not require roughening. Live SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. w -Slopes where mowing is planned should not be excessively roughened. V f SILT FENCE SHALL PREVENT SOIL CARRIED BY RUNOFF WATER FROM GOING BENEATH,THROUGH,OR OVER THE TOP OF ', 1 ter`-r^�� fd/1'x 1"Slake r THE SILT FENCE,BUT SHALL ALLOW THE WATER TO PASS THROUGH THE FENCE. fts.� (� (25 x 25mm) °�� Her SILT FENCE 15 NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR 15 IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS +F �yi OF OVERLAND FLOW.CONVEY ANY CONCENTRATED FLOW5 THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT POND. W O "`— �/`t \, NOTE: °M1E� DO NOT CONSTRUCT SILT FENCES 1N STREAMS OR USE IN V-SHAPED DITCHES.SILT FENCES DO NOT PROVIDE AN —� L , l A 1. Straw roll installation requires the placement and secure staking ^ ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW. t of the roll in a bench.3"-5"(75-125mm)deep,dug on co hour. RunoN must not be allayed to run under of around roll. NOT TO SCALE z o at Joints Use Staples m nsplicedg rm a Figure II-4.2.14 ,.� a�r,.�r�„E `w uivalent to attach fabric to posts Wattles 2"x2'by 14 Ga-wire or equivalent, a •O r� �a �- ; DEPARTMENT OF Revised November 2015 ,f standardstre-glh'atnc used a ECOLOGY Please see hRpJAvww.ecy-wa.gdwtrupynghLlttmr far copyright notice including permissions, " II p - State of Washington frtritation of liability.and disclaimer. TtaCking nth machinery up amd down 91� a as O BMP G123: PLASTIC COVERING a the slope provides grooves that will R o� catch seed,rainfall.and reduce rurkrft. ei a�' as PURPOSE: - Zs83' xcz. PLASTIC COVERING PROVIDES IMMEDIATE,SHORT-TERM ER05ION PROTECTION TO SLOPES AND DISTURBED AREAS. • 3wis ow is rarmrwre V / `/ `/� i gNsxm -_ _--_-- Tracking CONDITIONS OF USE: rr __- PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LE55 THAN 30 DAYS, Minimum I G rrrax 0I =w$ y EXCEPT AS STATED BELOW. 4"x4'trench PLASTIC 15 PARTICULARLY USEFUL FOR PROTECTING GUT AND FILL SLOPES AND STOCKPILES.NOTE:THE RELATIVELY RAPID BRFAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM(GREATER THAN 51X Post spacing may be increased to 8'if wire backing is used 2'x2'wood posts.steel MONTHS)APPLICATIONS. fence posts or equivalent a o 1260 1 -DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING,DO NOT USE THIS METHOD UP5LOPE OF AREAS THAT MIGHT BE _ + �m sr ov N, a f"� xsmNva srs�,trw.l o o$ ADVERSELY IMPACTED BY CONCENTRATED RUNOFF.SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES. /'�� r�(1 -PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIE5,REQUIRING ADDITIONAL ON-51TE poi MEASURES TO COUNTERACT THE INCREASES.CREATING A TROUGH WITH WATTLES OR OTHER MATERIAL CAN CONVEY 2"x2'by 14 Ga.wire or equivalent. w�� GLEAN WATER AWAY FROM THESE AREAS. — ---."� if standard strength fabric used ME 6 _ -TO PREVENT UNDERCUTTING,TRENCH AND BAGKFILL ROLLED PLASTIC COVERING PRODUCTS. E _ .� - og4zs 50 8 thin -WHILE PLASTIC 15 INEXPENSIVE TO PURCHASE,THE ADDED COST OF INSTALLATION,MAINTENANCE,REMOVAL,AND aM. (15m) (150mm) DISPOSAL MAKE THI5 AN EXPENSIVE MATERIAL,UP TO$1.50-2.00 PER SQUARE YARD. Filter fW,- - oo WHENEVER PLASTIC 15 USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEA5URE5 AT THE BASE OF THE - 2'min `w° / SLOPE.THESE MEASURES INCLUDE PLASTIC,-COVERED BERMS,CHANNELS,AND PIPES USED TO COVEY GLEAN sin ( 3 RAINWATER AWAY FROM BARE SOIL AND DISTURBED AREAS.DO NOT MIX GLEAN RUNOFF FROM A PLASTIC COVERED r \ � �1 Contour Furrows SLOPE WITH DIRTY RUNOFF FROMAPROJEGT. eslow+w.sr owwts oslves Ove�rovr avers trnl Maximum Badkfill trerrnYr with native soil or%*- ��� 1.5'washed gravel i2"iron tij tij\�j OWNER APPROVAL Grooves will catch seed,fertilizer, �U� �� Minimum mulch.rainfall, and decease runoff. G3 1W vencr INITIAL: I _ MARK W.MARE^ PAGE: NOTtO SCALE ISOMETRIC VIEW —�l�CHROWE No.mos 2"x2"wood posts.sW fence posts.or equivalent NOT TO SCALE Figure 11- 4. 1 .5 Surface Roughening by Tracking IN 111111111D1ET10111111 Figure II-4.2.12 and Contour Furrows ������ s„r£r,os,ra�v Silt Fence °F� �P°RO�rare ' Revised October 2014 DEPARTMENT OF Revised June 2015 PMrt:o Bakotich/ ;WW�tff DEPARTMENT OF ECOLOGY ECOLOGYPlease see MtplAvt�vw.ecy.Wa.gdmdCopyrigM.Mml for copyright Halite ntludsrg permissions. •�•...�+••"` "' Please see IYfpJWwwacy.wagwvMpYrighLMmfforcopyright notice Including permissions. State of Washington limitation of liability,and disclaimer. State of Washington limitation ofiabily.and disclaimer, FOUNDATION NOTES J. 5YKORA7, GPBD 1 . ALL FOUNDATION FOOTING5 TO BE 1 Y BELOW DRAFTED BY: 0 GRADE @ FR05T DEPTH. 2. JOISTS MAY RUN PERPENDICULAR TO DIRECTION SCALE 1/4" = 1' U.N.O. 5HOWN. f 0 3. FOUNDATION WALL HEIGHT5 MAY VARY DEPENDING 5_14_18 a ON FINAL GRADE. 4. FOUNDATION FOOTING MAY VERY DEPENDING ON 0) FINAL GRADE. z 5. FOUNDATION DETAIL MAY VERY DEPENDING ON W FINAL GRADE. b. VERTICAL HOOK-BAR 5TEEL TO BE TIED IN PLACE AT =0 s 42'-0" - -- -- - - -- -- 4'_b"-- - - - - 33'-b" - - - 4'-0" TIME OF FOOTING INSPECTION. 70 9 1 2 E A4 . . — — — — — — — — — — - - - - F"— — — - - - - - - - - - - - - - - HDU2 _F_ 5LAB5 — - —. —.— — — L— SUBGRADE: USE STRUCTURAL FILL OR NATIVE MATERIAL,COMPACTED TO 95%RELATIVE COMPACTION. IT 15 STRONGLY RECOMMENDED THAT I . . : f — •` 1 r�, T f' s _ . : 2 ALL STRUCTURAL FILL BE CHECKED BY A GEOTEGHNIGAL CONSULTANT. .. HDU2 , • ` : , . ; . • ': •: °• I : I .. .. A4 ,I '. , •• ,•' I ' I;' : 6 UNDERSLAB INSULATION: MAY USE XP5 OR EP5 RIGID FOAM WITH MIN,25 FBI GOMPRES51VE STRENGTH UNDER SLAB. IF USED,PROVIDE AND ' •I .I.•'. ;• -' I. ,• f „ , f I . • ,• •.• - I •I : • . . - . .. •• . A4 INSTALL PER MANUFACTURERS RECOMMENDATIONS. - SLAB THICKNESS: USE 4"MINIMUM. - CONCRETE PAD •" ,I ,. ' : _ 1'_-4' 5, -6 7I2 105 SQ.FT. .� . .• ,. ! •• . .. • . ' I E REINFORCEMENT: USE ANY OF THE FOLLOWING: .. , - o . -, N SLAB. .-. I . - .. . -MINIMUM#3 REBAR AT 24 O G EACH WAY CENTERED I � I' ., f •• : .- � • . 1 - •.I'. •• {I-'-�;I I -WELDED WIRE FABRIC,MINIMUM W2.9 X.b X b(b 6a.)CENTERED IN SLAB. SPLICES OVERLAY 8"MIN. "- •'• - •' > o ' ' HDU2 I • - G D ' CONCRETE PA -FIBERMESH PER MANUFACTURERS RECOMMENDATION. • - 4 �• I 4 - w -HELIX MICRO REBAR,MIN 5L85 PER GUBIG YARD. ; .. A4 •:I, I; : _ - :-•.�• _ , 4 : A4 = . . - '. ..' N .• 2lT SO FT _ CONTROL JOINTS: MAXIMUM RECOMMENDED SPACE=b'O.G. EACH WAY. TH15 I5 A NON STRUCTURAL ITEM AND MAY BE CHANGED OR OMITTED BY i I I . OWNER. . . . . . I •' I '• .• :`.. .; : 1 '. '.I 1 .,•` .' I. : `L :' .,,.' .. •'s: .. :' .r_" :. ,'. .••,'• . - -� . I ' .. o . .. '. . •- � : :. V VAPOR BARRIER: USE MINIMUM b MIL PLASTIC VAPOR BARRIER UNDER ANY INTERIOR 5LAB. . • . . .HDU2. ..,�• :• : --�F r"-- ,., r_4 HDU2 . ••I. ,I • a •�•, .- .. ... ,1 •• ' f . . . - " .. d+ FOUNDATION PLAN - I I .: 20 . L � . . f ��� � - I •: ' FOAM AT .. � Q X IY � t6 , 5GALE: 1/4" = 1' HDUb_ — - PERIMETER A CD O b : L b Tom' �I o- n HDus . , — - CONCRETE PAD p I . . .. . •I' s .{. •I s�_. ,• (L • 4 4 A4 ` 115 SQ.FT, . ., •••. f. - .1. . - -. . .. .. -. ��"i r �' POST FOO G I � �HDUb Lu 25 ^ .. „ .,. 7 —.-16 10.7/2 -- — —' --- ' ; L- . " R-10 RIGID FOAM - - - - - - - - - - - - - - �- - - - r e:' _ - - - - - - - - - - - I •" •• " ' '• • � L' I�• ' UNDER SLAB - __. ... „ U ' t ' RIGID FOAMT O FFi `_--� - - - - -- - - = - - - - - - - - -°- - . . .. . ' •• ;PERIMETER BUGKDUT FOR ' I � -- "� • . ' � . - . � —•-�_ —T--r- .. — J A4 •> BUGKOUT FOR •I• °I' _ Ck I I ° ° GARAGE DOOR' ,GARAGE DOOR • — — .—]AD4 — ^ - .I I. > - - • °> �_• ,• , . • . . .. ,• . . , • . . .. lu Lu '� to .I 1• 1 4 A4 V A4/ I >A4; All lu > p ° • - • +I -• ,. P05T FOOTING LU 24'X 24"X 8" • r ' , TYP.OF(5) I,. ° > ° ° o • v a I •I •. { . .I,•" -• d • .I•° W/(3)#4 REBAR '' 1 d ° • • v , R 10 RIGID FOAM EA.WAY. - •• s• WI(3)#4 REBAR '. I ' - r' l LU Lu —! O v e v ° 1 1 - UNDER SLAB �. .. I - • I •. '..�. - . . �.. -. —` EA.WAY— .I HDUB'r o ., " 9 4 A4 !� A4 I '°`4: . I I' - - - - L , L ^ 1. � � cn 5LOPE GARAGE FLOOR 1'4" 114�11 _ — — — — — . o ° I 3'-b' _'_.-' 1 11 - : '. s I I•': 0. k �,_8,:. 2 6 ••T. 3 2 IHDU@ > - - �D RIGID FOAM AT I .f:• _•� ^• r. ' PERIMETER I V � — v r v ° ° ° • • e o - ° ° of ,l' R-10 RIGID FOAM .. ., I f:' .. - J i 'I I Z wo0U UNDER SLAB .I . I- _ •• O a�oo n ° oyi4 v g • I I o > • v v` • _ ° I a {'. -•�• I I 4 " ' 1 I � 4 4 o L ; ELEVATOR PIT . . I" •J . ��� 4 — A4 — — — — s ' I I J ��z", > . A4 I I A4 51ZE PER CLIENT . D o• c ° ° o 5ELEGTED ELEVATOR .•` -H U2 zpwwJ o I k r - - - - - I: . I Oa�n V ° 7 = goo r - 4 a BUGKOUT FOR �.v�•,—, I � I I -EXTEND TO FOOTING BOTTOM REBAR I MAN DOOR A4 • •., azz _ — 7/8 ALL THREAD L - - —� —� 1 x I I E— '� ' J �nWoo — - - - - - - - - - - - - - - - - J-� G D H - - 8 ALL THREAD _. --- - f aw`z'"o''< DU2 T T/ " - - - - - - - - - - -' I- - - - - - ONGRETE PA - - - - - - - - J wo?ha - - - - - - - - 4 _ CONCRETE PAD - - - 1 995O.FT. 1250.FT. a U A4 w 25'-11" — — — - apzoo gmH�o zrza - O 000x F2UF EQOO o0w¢ Z Op GAR,p U— w OMERAPPROVAL .r INITIAL: i PAGE OF: l5 FaIL '1k'ei.tcZ'c. �TEMS �l tL4 J. SYKORA, CPBO DRAFTED BY gym- SIDING MATERIAL - SIDING MATERIAL N BRACED RETAINING WALL - TOP OF WALL 15 CONNECTED TO FLOOR DIAPHRAGM R-21 INSULATION ; BRACED RETAINING WALL - TOP OF WALL 15 CONNECTED TO FLOOR DIAPHRAGM R-21 INSULATION - _ -r/16 056 \ / "I/16 05B i - NAILS OR SCREWS _ 1!2 1/2 5HEETROGK 2" OG. 5T6GD __/ SHEETROGK „ 3/4" 5UBFLOOR 1/4" = 1' U.N.O. 3/4" SUBFLOOR O A B E Y W X Y Z (GARAGE, PATIO)D E F X Y Z LENGTH FLOOR JOISTS NAILS 1N BLOCKING LENGTH FLOOR JOISTS 5-14-1 b FOOTING FOOTING N (JOISTS PARRALLEL ONLY) RETAINED WALL FOOTING WALL ANCHOR BOLT BLOCK OF PERT. VERTICAL HORIZ. FOOTING FOOTING I RETAINED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. A35 TYP.ONLY G FOOTING HEIGHT P051TION WIDTH HEIGHT THIGKNE55 SPACING " 5PAGING REBAR @ REBAR REBAR 4, REQ IF>4 i I II OPTIONAL 4"SLAB HEIGHT P051TION WIDTH HEIGHT THICKNESS SPADING SPACING REBAR @ REBAR REBAR TRANSV. GONT. F --- _-- TRANSV. CONT. - _ BOT.LBEND -- � -V ��'� � (GARAGE, PATIO) BOT.L BEND 5IMP50N HANGER-- FZ II I - — , „ ,� u " NOT " „ _ 0 4 CENTERED REQUIRED E - �' (� ._...__. _ u u " " NOT 11 „ „ 0 - 4 CENTERED 1 $ b 6 12 REQUIRED #4 @ 24 #4 @ 24" N/A (2) # 4 . _.� _ . .. _ 18 b b 12 6 #4 @ 24 #4 @ 24 N/A (2) # 4 IF nISTc,PG"BLOCKING 0 IF iDf T5 PA Ai L L _ _ u u u n u u u „ „ „ -INSTALL"G"BLOCKING - u_ f " 24 u u u u Be �, „ „ • r EM CyHygT�li Z p p \ ~ J t " 1 -SCREWS OR NAILS Z 4 1 b 5 " b 6 56 4b b #4 @ 24 #4 @ 24 #4 @ 24 (2) # 4 IN(2)BAYS. W ---- ° O L5 ONLY p W 4 1 - 6 5 24 b 6 56 46 6 #4 @ 24 #4 @ 24 #4 @ 24 (2) # 4 IN(2)BAYS E A -5CREW5 OR NAILS ll.l Z o �1 Q, y�.� 3"O.G.THRU SUBFLODR �p 18"MIN. �- d , „ , „ „ „ " „ „ „ „ „ 3"O.G.THRU 5UBFLOOR Z 6' 1 " - be 6" 3 10" 6" 28" 28" #4 @ 16„ #4 @ 24„ #4 @ 1 b" (3) # 4 BELOW GRADE 6 1 - S 6 32" 10 6 2b 26 b #4 @ 16 #4 @ 24 #4 @ 16 (5) # 4 A � 0 V !- I a X �• W p X ___ 18"MIN. IL O 3 \ \ 4"TIGHTLINE d �� �� �� �� „ „ �� BELOW GRADE m 8' 1" - 10' b" 42" 10" b" 1 b° 1 b" b" #5 @ 14" #4 @ 24" #5 @ 14" (4) # 4 (✓ AWLSPAGE Eft` ` J EXT.WALLS ONLY Z b 1 10 b 42 10 b 18 18 b #5 14 #4 24' #5 @ 14" GRAWLSPAGE Ea z _ @ @ (4) # 4 70 m O ---MIN LAP SPLICE=24" y MIN LAP 5PLIGE=24" -4 Z Ylu Z Y� GENERAL NOTES: NOTE #1 - \ • B GENERAL NOTES: NOTE #1 \ B SLAB OR FILL-SEE NOTE#1', SLAB OR FILL-SEE NOTE#1 * COLUMNS G, D, E, W, X, Y, Z, ARE MINIMUM5. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSPAGE * COLUMNS G, D, E, W W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAL5PAGE WHEN NO 5LA13 15 NEEDED. D • • = DRAIN ROCK * WHEN NO SLAB IS NEEDED. • DRAIN ROCK G ARE MAXIMUMS. MAY LESS. T COLUMNS F, G, ARE MAXIMUMS. MAY LE55. D _J a * COLUMNS F, -3 4"PERF. * - b MILL VB 3" r 4"PERF. b - b MILL VB l._% A55UMED 501L BEARING PRE55URE: 2,000 P5F RETAINED HT.(A) FILL REQUIRED (EXT.WALLS ONLY) * ASSUMED 501L BEARING PRE55URE: 2,000 PSF RETAINED HT.(A) FILL REQUIRED V exr.YALLSONLY) IF NO SLAB § _--_ IF NO SLAB -- • MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 P5F MAX SNOW. 0' - 4' NONE G * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W!25 P5F MAX 5NOW. 0 4 NONE �E - HE g 5' - b' 12" TOE HEEL * REBAR MINIMUM GRADE 60. 5 - b' 12 EL • REBAR MINIMUM GRADE 60. __ - a • CONCRETE MINIMUM fc 2500 psi 7' - 8 _ 1B _ * A55UMED 501L BEARING PRE55URE: 2,000 P5F * CONCRETE MINIMUM fc 2500 psi 8 18 * A55UMED 501L BEARING PRE55URE: 2,000 P5F •• ANCHOR BOLT SPACING - USE LE55ER OF TH15 OR SHEAR ALL GALLOUT. q' 10' 24° ** ANCHOR BOLT SPACING W USE LE55ER OF THIS OR SHEAR ALL GALLOUT. 9' - 10' 24° W NOT TO SCALE --- -- - - NOT TO SCALE a \ 2 CANT. RETAINING WALL - TOP OF WALL 15 NOT CONNECTED TO FLOOR DIAPHRAGM 12 MIN. SIDING MATERIAL g 4, 1 RETAINING WALL - WALL HAS FILL ON INSIDE SIDING MATERIAL \ NO FLOOIN D PONY WALL I U16 05B 15 o \ N L \ I/16 05B +- 2 X b WALL CA 2 X b WALL A B G D E F G Y W X Y Z A B G D E F G V W X Y Z o 4"SLAB Is u- iL L LENGTH F --- LENGTH F _-- " Z Lu co RETAINED WALL b MIN. FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING UNBALANCED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING -- o FOOTING '�I X W m HEIGHT P051TION WIDTH HEIGHT THICKNESS SPACING SPACING REBAR@ REBAR REBAR TRANSV. CONT. HEIGHT F051TION WIDTH HEIGHT THICKNESS SPACING" SPACING REBAR REBAR REBAR TRANSY. CONT. Rl O0 BOT. L BEND (@ BASEMENTBOT.L BEND Q CO V ry N R-10 FOAM O z _ „ If �� SEE NOT 11 „ (2) # 4 E _ ' - ' 1 a" 6" 6" SEE L NO b° #4 @ 24" #4 @ 24" N/A (2) # 4 �� E t0 a d m SI #4 24' #4 24 N/A ABOVE GRADE AREAS) 0 4 CENTERED U SHEARWAL :REQUIRED '^' z 0' 4' CENTERED 1 b 6 6 5HEARWALL REQUIRED 6 @ @ Y Jn( A Z 24"MIN. g � d 4' 1 " b' 3u a 6u SEE NOT " " „ u - J 4"TIGHTLIINE _ ul _ 24 V 6 #4-@ 18 #4 @ 24 #4 @ 18 (3) # 4 W F REQUIRED b�� @ 18„ #4 @ 24" #4 @ 18" (3) #4 V' - o 4 1 6 5 24" S" 6" SEE NOT 5HEARWALL REQUIRED O SHEARWALL * do NOT u „ ,� �� tlJ d 6' 1 " - b' 6" 36" 10" b" SEE NOT b'� #5 @ 11" #4 @ 24" #5 @ 11" (4) # 4 6' 1 " - b' 1 36" 10° 6" sEe Pj #5 @ 11 #4 @ 24 #5 @ 11 (4) # 4 A ,1 ' ^ SHEARWALL REQUIRED �/ ,; Q w SHEARWALL REQUIRED �/ W O Z 1J-t ^; /� -- /N MIN. ,`{�, Lu 8, 1„ 10, bee 46u 1 Ou 0.0 SEE NOT 0.n #C, @ q" #4 @ 24" #5 @ 9" (4) # 5 �� � u , n" 5 u u SEE NOT u " „ „ 18" GRADE N < W C J V V 8 1 - 10 (J 4V 1 0 b SHEARWALL REQUIRED 8 #5 @ 9 #4 @ 24 #5 @ 9 (4) # 5 2 GLR.ELOW T SHEAR WALL REQUIRED z"aR. _ GRAWLSPAGE V MIN LAP SPLICE-24" SCREENED 2"PYG -` - , -_-MIN LAP SPLICE=24" � WEEP HOLES b'O.G. - - Z -- Y Z Z ���'TI>HTLINE 24' MIIN. F B w L Y- C � OR GENERAL NOTES: NOTE #1 ' ` J GENERAL NOTES: SLAB oR FILL-SEE NOTE#1 „ (�/ 10'WALL * COLUMNS G, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. __,� � * COLUMNS G, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSPAGE I1.I • COLUMNS F, 6, ARE MAXIMUM5. MAY LESS. D r - DRAIN ROCK * COLUMNS F, G, ARE MAXIMUMS. MAY LE55. WHEN No SLAB 15 NEEDED. D + 1 , \, •, DRAIN ROCK 9" -� 4,�PERF. / 4"PERF. LU • A55UMED 501E BEARING PRE55URE: 2,000 P5F • A55UMED 501E BEARING PRE55URE: 2,000 P5F RETAINED HT.(A) FILL REQUIRED bMILLvB v w I G V __ IFNO5LAB Ul Lu O * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W! 25 P5F MAX SNOW. �, * MAX LOAD = 2 RESIDENTIAL 5TORIE5 AND ROOF W! 25 P5F MAX 5NOW. o -4' NONE V - p v • REBAR MINIMUM GRADE 60. TOE HEEL * GONGRETE REBAR IM MINIMUM fc 2500 psi 7 8 18' A55UMED 501L HEEL OtY �I 501L BEARING PRE55URE: 2,000 P5F �/ cSJ Z • CONCRETE MINIMUM fc 2500 psi * A55UMED 501L BEARING PRE55URE: 2,000 P5F • p * (L !L *• ANCHOR BOLT SPACING - U5E LE55ER OF THIS OR SHEAR WALL GALLOUT. *• ANCHOR BOLT SPACING - USE LE55ER OF THIS OR SHEAR WALL CALLOUT. a' - 10, 24" CO < NOT TO SCALE - - - NOT To SCALE 1 1/2" GYPGRETE FOR RADIANT FLOOR HEATING 3/4" 056 , 2 X WALL LLz� 12" 50NO-TUBE b X 6 P.T. P05T J aNap O�HV 11 1/b" BGI J015T5 =g ABUbb POST BASE R-21 INSULATION GARAGE DOOR wwa (WHERE NEEDED) =raLu �� f p BUCK OUT FOR GARAGE DOOR �— 2 s R-36 INSULATION �, JJJ �_ 1/2" X 10" A.B. 48" 1/2" 5HEETROGK 4" 22 GONG. SLAB OVER b MIL =p �� GONTINUOU5 BLOCKING 1 (4) GRADE 40 #4 REBAR O.G. W/ 3" X 3" VAPOR BARRIER ON Q o€ oo 2 X b STUDS 16" 0.0. WITH VERT. HOOKS BEARING PLATE GRANULAR FILL GARS Z _` .o�.� DOUBLE TOP PLATE. _ w wwa d� 2 X TREATED PLATE � w�.s'y�Nc�i'O`Z 0 =wop LL1 1/2" X b" A.B. 46" O.G. Wl Cp (4) GRADE 40 #4 REBAR - • �oZwo 1 '-O° EACH WAY 3" X 3" BEARING PLATE Z =3ME � ' ZQQ2 `_ mil! • 1 �� OOp�V TREATED 50LE PLATE (2) GRADE 40 ,u �� I _ (2) GRADE 40 #4 REBAR sl D am"�° 6" X 16" GONG. FOOTING W/ (2) � _ - '--_ ml - - - - - - -- 16 #4 REBAR alrwot a�w�s oW - -- _ __ a GRADE 40 # 4 HORZ. REBAR <--- MAY VARY-PER PLAN, z ER.�ia.LSE2'S �_ 6 MILL VAPOR BARRIOR UND15TURBED BOIL OWNER APPROVAL INITIAL: PAGE: 1 STRIP FOOTING & PONY WALL P05T FOOTING � THICKENED FOOTING ! TYPICAL FOUNDATION WALL @GARAGE DOOR ; 5GALE. 1 - 1 \ \' 5GALE: 1" = 1' 5GALE. 1 - 1 ' 5GALE: 1 " = 1' OF: _ FLOOR PLAN NOTES J. 5YKORA, CFBD SMOKE DETECTOR. EVERY DY4ELLIN6 UNIT SHALL HAVE A SMOKE DETECTOR LOCATED -_--- ---- -__- 4'-6" 33'-b" 4'-0° - ( IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA GIVING ACCESS TO EACH SEPARATE SLEEPING AREA. IN NEW CONSTRUCTION, ry 0'•3" 0'-3" '-8 i!2" m REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE ? 1 22-3 10 3'-0" 3'-0" 3'-0" BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE - ---- ---- �' W21-3020 'I V428-3020_ -W29-3020 - � DETECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. SCALE f - - -- - 1' U.N.O. HDU2 . -.. . ., : - - - _ .._ _ `vim -- '6 - - SHELF AND HANGING ROD. 14X61®96" IXb ®%" I-_6X8 PT PG 2 w HD l2 • i { -- 12'-O° -- 4x6 _ - , �'; r •- BUILT IN SHELVES. 5-1 4-q 1 S a 4 m- I DECK LEDGER ' • ... .. `. SEE NOTE _ ✓ •' , a CABINET-OWNER/CONTRACTOR TO VERIFY. SHELVES BYOWNER I i E wi );BATH' (3)2X4PO5T CONNECTTOFOOTINGWITHHDU2 5X9 n NDERDECKAREA"14 FT DU2 • � ,� -.-. •U .e EGRE55 WINDOWS SHALL HAVE AN OPENABLE SECTION FOR EMERGENCY EGRE55 5.7 t t �__ _ ' 0) r' ®`�" a SQUARE FEET MIN. MINIMUM NET CLEAR OPENABLE SECTION TO BE 20"WIDE AND 24" BEDROOM # 2 '.� •'.• •• o. -_ C❑ HIGH. 5ILL HEI6HT MAXIMUM 44"OFF FLOOR. r i 70'CEILING - 6'-6"--. 1"16 5Q FT ,• .• - • ° " O 5 ', SEE,NOTE ER - DRYWALL CEILING `I �^ SEE NOTE b WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, W I I o I .,�, • p - ❑ SUCH A5 A CLOCK TIMER WITH A ZONE RATING OF 1.5 OR LE55. Q 5TORAGE 4X6 p 183 5Q FT I gu�O� n°� � _ F.A.U.ON 1B' HIGH PLATFORM.TOP OF PLATFORM TO BE t 1/8"T&G PLYWOOD. W CEILING 96• (N . 8" "X _ 3D80 __ � '� ' I • ,. • EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/ TYPE 'GYP.B0. NO FURNACE HDU2 ;HDUB. SHALL BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH 60 0 .� • ' e i ❑ BEDROOM,BATHROOM,OR CL05ET. PROVIDE AT LEAST 30"OF WORKING SPACE IN FRONT OF FURNACE. 70 I (2)2X6 P05T r-8'-0 - t • • _ ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICKACTING VALVES ARE Y • r CEILP ®DOOR R.O t;, _{'•- M - .: . '• INSTALLED,SHALL BE PROVIDED WITH DEVICES TO A1550R5 H16H PRESSURES 1� -J / I° - • , ' " " •. . RESULTING FROM THE QU CK CLOSING OF THESE VALVES. DRAIN OUT,NO TRAPPING, END OF PIPE LE55 THAN 2 FEET ABOVE GROUND,POINTING DOWN. TANKS SHALL BE I O ,;_ i7'jA J (3)2 X a P05T 'HDUB'0 ° .e ° .•• �`' );�� STRAPPED WITHIN UPPER 1/3 AND LOWER 113 TO PREVENT OVERTURNING IN AN o PRFFERr � (2)2 X6 POST HDUB EARTHQUAKE O �- �-' PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT 8 CALDSHUTOFFCONTROL VALVES&WASTE AT WA5HER. EXHAUST DUCTS SHALL NOT EXCEED A TOTALDOOR R.O. COMBINED HORIZONTAL AND VERTICAL LENGTH OF 25 FEET. THE MAXIMUM LENGTH OF A THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45.DEGREE BEND AND 5 FEET FOR I HDU8 EACH 90-DEGREE BEND. A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF It LAUNDRY I L / 71 1 1 I 'o I SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. g 1 b9 50 FT I o m o ° I n 1 vI mI MECHANICAL FAN. BATHROOM,LAUNDRY ROOMS AND POWDER ROOMS SHALL BE @ qb ^-) in PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 ry L.F.M.AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPENBLE WINDOW FRZER 1a CEILING p I I OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE 15 41NLHE5. DRYER,KITCHEN, 3 ° " A i o - 10 AND BATH FANS TO BE 5EPERATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK p I FAMILY b RO M ( O PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE -, WINE - I O ( I 12 50 FT � � CONSTRUCTED OF SMOOTHBORE,NONCOMBUSTIBLE MATERIALS. APPROVED FLEX d ° ` ,p _ CONNECTORS NOT EXCEEDING 6 FEET IN LENGTH MAY BE USED IN CONNECTION WITH ° • v °v ° • ° °. ° < .- -. 5'-0 -�N I o O DOMESTIC DRYER EXHAUST. O c v ° ° •° ° ° °° ° 7 i 4'-1 1/2" < axt ; iv I V ° I • ° ° 'i� m I 6080 /// qb" �'. I 22"x W"MIN.ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. 00 9'CEILING / t0'CEILING ? FRAME OUT ACE55 HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1P2" r I •° ° °° ° °; ° v w r I „_. I � I I � 11 PLYWOOD. ACCESS LOVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER- � i• °v • ° ° ° ° ° ® _ : GLOSET I I � STRIPPED OR SEALED TIGHT. I7 5O F? cz U) 1a'CEwNe 1 1 'I RAIL 36 A u- °, ° ° • 308° / ! I .. GUARD ROVE FIN FLR. INTERMEDIATE RAIL SPACING SHALL NOT O - DECKLEDGER I I° ° "° °• ° ° ° �° ° ° a ° ° •• . ••v ° °• • • ° 4xb' m 7 SEE NOTE 12 ALLOW A 4"DIAMETER SPHERE TO PA55 THROUGH PER I.R.G.SECTION 312.2. 0 p ®v' PRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR Z W m P v ° ° ° ° ° n • ° ° 4 CEILING vaT, 1 �,/ I b X 6 PT P05T--- I TRIM PACKAGE.CONTRACTOR SHALL A55UME ALL OPTIONS. REFER TO - m Tom" c O 9E I ° ° v o e ° • ° ° °o ORTW LL CEILING / O .-I--✓- --. - 13 MANUFACTURER'S 5PE65 FOR MINIMUM REQUIREMENTS OF NON-COM5U5TABLE x 1 ° `I ° ° v • .�� ,�i i (2)2X4PO5i- - ++ .° v " ° • ° ° °° ° ° o ° " b t. ° ° _ - - -- / __ -- _ �.(3)2 X 4 POST._ w O N N SUR I • ° ° ° v ___ 3980I ,EMI STAIR HANDRAIL HEARTH 6"ABOVE STAIR NOSING.INTERMEDIATE RAIL SPACING SHALL NOT Q Q O • v iv 4X6 @ 96" 4X6 @ 96' '^ ED Z I ° ALLOW A 4"DIAMETER SPHERE TO PASS THROUGH PER I.R.C.SECTION 8722. (L11 < B (h�.. I ° v 0 "(D _ � I I ° • °° . ,°• °°° ,a ^• , , \t � m �, 15 GARAGE FLOOR 5UFAGES SHALL 0E MIN 4"CONCRETE. SLOPE CONCRETE FLOOR MIN li �W3"I-3046 W36-3046 1/8"PER 12"TOWARDS MAIN VEHICLE ENTRY DOORWAYORTOWARD5 FLOOR DRAIN. Lu ° ° • Y _..a-0. 10'CEILING • 4Xb ry .D 31-0 I I ° • a . °" 3)2Xb PrT O 0-3 EMPERED GLASS I 'I °.° . . ° • •v b° • • • DOOR R.O. 10'CEILING 9b.. 1 bT- a ° • + UP :o }•IA�L `~ j mo 1 20 MIN.FIRE RATED DOOR. IRG R302.5.1 LL- z d3 ° i ^ 1,23 5Q FT OFFICE ' (� I` ° ° °• ° ° 244 5Q FT axb v O z �{ cI ° ° ° ° ° •w ° ° _ O. I SEPARATION REQUIRED BETWEEN THE RESIDENCE AND THE GARAGE. NOT LESS THAN ° '+° ° • ° ° ° • °" 30B0 I 4xb ®qb` ®qb. (n 1/2"GYPSUM WALL BOARD SHALL BE APPLIED TO THE GARAGE SIDE.WHERE THERE 15 '--. I ( ° ° ° • ° ° ° O I I 15 REQUIRED ON THE '/'� HABITABLE SPACE ABOVE THE GARAGE 5/8"TYPE X GYPSUM WALL BOARD IS 7 ■ I � • . ° ° ° • ° ° ° ° • ° I o REQUIREDON THE CEILING AND 1@"GYPSUM WALL BOARD � i�.�..� • ° ° ° °� v ° ° I I SUPPORTING COLUMNS,WALLS AND BEAMS. IRG R302.6 +'f"' MUDROOM -_HDuz-- I ( v° �' 0'CEILING 200 5Q FT 42-3054 N ° J1� • ° ° d ° v •° N x6 J !L° ° a , . • ° ° ELE.I/AT�iR m 5, 6 p_0, axb r . ` v V ° ° ° ° ° '" o _ .. _ _.. .- - -..._, - ._.._ -__- __ _ L o 3 ° { ® EXTEND TO FOOTING BOTTOM REBAR t, ' I I @ DOOR R O DOOR R.O. m 96" 1 4 i h 4X6 � •• GENER, L NOTES `� �- F- ° .` •° °s - _ _ I - I 96" 1/8"ALL THREAD 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. W " HDU2 T/8"ALL THREAD w �.0 J - - - - - - - - - -- -- -_ _ - - - - -.._ - _._. - �- - - -_. ..-... __.. _ .- - _ _. - ( -- _ - _ - - _ -1 2.ALL HEADER MATERIAL TO BE D.F.#2 UNLE55 NOTED OTHER 415E. O W47-3054 3.VERIFY HEADER HEI1-0 GHTS. r -- - - -- ---- " -- -_ 4.ALL EXTERIOR WALL5 ARE 2 x b- 16"O.G.STUDS,UNLE55 NOTED OTHERWISE. 10'-D" �, �l 81 -O t 5.ALL INTERIOR WALLS ARE 2 x 4- 16"O.G.STUDS,UNLESS NOTED OTHERWI5E. , n b.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER v /�-� 5ELEGTED ENERGY GREDIT5 HEADER 5GHEDULE DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR ✓`�, LOCATIONS. ENERGY CREDIT to TRIMMER KING STUD, EACH END EFFICIENT BUILDING ENVELOPE MARK 51ZE/TYPE EMARK s Z WINDOWS: U=.028 F 0 NK USE D FA T B O F BLANK USE DEFAULT BELOW a z$3 -FLOOR: = R-38 INSULATION -(2)2 X b OF#2 �3gLL �puZ SLAB ON GRADE- R-10 ENTIRE SLAB OR 20 H 2.0'. 4X6 OF#2 §ta=� ENERGY CREDIT 2a g a<w o AIR LEAKAGE CONTROL&EFFICIENT VENTILATION O �3ao n��rm -AIR LEAKAGE:3.0 AIR CHANGES PER HOUR -(2)2 X S OF#2 € -WHOLE HOUSE FAN PER SECTION M1501.3 4X8 OR 21 H O J=cnao ENERGY CREDIT 3a -4 X b OF#2 "� a H16H EFFGIENGYHVAG EQUIPMENT �� a ; -GA5 FIRED, PROPANE, OR OIL FIRED i.~ -(2)2X10DF#2 BOILER WITH MINIMUM AFUE OR 94%. 4X10 OR 22 H -" • s°' e"a'• t- <wZwe ENERGY CREDIT 5c "g 'F 4X10DF#2 `oa o8 EFFICIENT WATER HEATING �a az L' �7J -6A5 FIRED, PROPANE, - woi5w -bX12DF#2 / _ WITH MINIMUM EF OF 91%. bX12 OR (2) 2 X 23 H PLl'\N ,4RE 5 000UU i%06 dmb�O 5 X 9 GLB - ---- .00i - - bx10DF#2 MAIN FLOOR 2,219 50.FT. ��_H - - GAR�, bxlo OR 24 H FINISHED BASEMENT 1 ,b51 SQ.FT. �./' 90 € �OF WANfirO -3 X 9 GLB {� !: �t� 5 X 9 GLB UPPER FLOOR 543 SOFT. OWNER APPROVAL y .r SX9 OR (2) 2 X OR HUGO 25 H ---- - TOTAL LIVING AREA: 4,413 SQ.FT. INITIAL: -3 X 12 GLB SX7. 5XOR5 GLB (2) 1 .75 X 5.5 26 H GARAGE (W 50.FT. PAGE: brv,� -- S�4/aa -bx 12 DF#2 LVL BASEMENT STORAGE ! UTILITY 413 50.FT. 'DEFAULT HEADER MATERIAL 19DOUG FIR#2ORBETTER. COVERED DECKS 321 50.FT. 6&k U.I,>~F-Q'5 SEAL- "2 X HEADERS MUST BE IN TALL ORIENTATION WITH FLAT 2 X NAILED AT BOTTOM IN"L"CONFIGURATION. -- - - - --- --- - OF: 15 Fali Q LyC^t'L, DEFAULT TRIMMER,USE(1)2 X STUD OR SIMP50N LUG HANGER EACH END. SHOP 1 ,1 q8 50.FT. 'DEFAULT KING STUD,OPENING V WIDE AND LE55 USE(1)FULL HE16HT STUD EACH END PLATE TO PLATE. -- -- - - --- �,TEA4 `DEFAULT KING STUD,OPENING WIDER THAN b',USE(2)FULL HEIGHT STUDS EACH END,PLATE TO PLATE. SHOP STUDIO 321 50.FT. FRAMING NOTE5 DE51ONEDBY 2 16'-0" - -- J. SYKORA, CPBD 12 FD FLOOR DIAPHRAGM q4 e 3 1. REFER TO 5HEET A4 FOR FOUNDATION NOTES AND DETAILS. - ----- " SHEATHING: WITH JOISTS AT 24" OR 79.2" OG, USE MIN., 24 OG RATED, APA STURD-I-FLOOR; EITHER 3/4" SPECIES GROUP 1, — —A4 5 1/2"x 12"PT GLB AT DRAFTED BY: r -1 f - - - - - - - - - - - - I - - - - - — A7 - - - - - - - - - - - - —1 0 OR 1/5" SPECIES GROUP 4. MAY BE 05B OR PLYWOOD. I I ) I I I t ( _ 2. COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF a * SHEATHING: WITH J0I5T5 AT 16" OG, USE MIN., 16 OG RATED, APA STURD-I-FLOOR, MIN., lq/32"THICK. MAY BE 05B OR L_ - 1 - I - - - - - - - - FOUNDATION/5LAB/JOI5T5 BLOCKOUT5. - I 1 � 2� — 1 L I L— 6XBPPP05T SCALE PLYWOOD. I 4 I I I A4 I J 1 I 1 1 1/4° = 1' U.N.O.. _ * SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.1(1) I A7 A4 I i )_: I --I 3. FLOOR JOIST OR ROOF TRU55/RAFTER LAYOUT SHOWN HERE ORIENT SHEETS CONTINUOUS OVER TWO OR MORE SPANS, WITH THE LONG DIMENSION ACROSS SUPPORTS. I i I ? Ab 1 `( Ab 1 15 FOR SCHEMATIC DESIGN ONLY. MANUFACTURER o , K , r' DECKLE06ER _-__- ... - j` --51/rX 12"PT GLB -__--- NAILING: GLUE, AND CONNECT WITH 1OD RING SHANK NAILS OR#9 5GREW5, AT 6" EDGE5, 12" FIELD. a SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO THE 14'-3" } 6'-q 1/2" I L, W 12'-5 1/2" I >r SEE NOTE 5-14-18 IL * BLOCKING: NOT REQUIRED EXCEPT AT 5UPPORT5 (BEAMS)AND CONNECTIONS TO SHEAR WALLS BELOW. I z f^�— I in y __ JI BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE a -- — 1° CONNECT BEAM TO I (3)2 X 4 P05T GONNELT TO FOOTING WITH HDU2 r --- -- V , - - - o 1' I , a FABRIGATIONAND INSTALLATION. DECK DIAPHRAGM 1 1 m 30"YERTICAL STRAP - - DECKING - USE WOOD OR COMPOSITE DECKING PER PLAN. MIN. ACTUAL DIMENSIONS 3/4"X 3 1/2". A4 _A4 I I! I I 1 I 1"X 11 7/8"P5L i I ', ----- � _ j Q --- 4. ALL TRU55 TO TRU55 & TRU55 TO BEAM CONNECTORS TO B DECK- DECKING ATTACHMENT - USE DECKING 5GREW5, LENTH TO ENSURE 2" MIN EMBEDMENT INTO FRAMING BELOW. '' 1 I T SEENLEDGER N > !. HU,HUL,OR HUCO HANGER �- ! A7 / Ai J °TE � w � � �? DESIGNED BY MANUF. Z - USE 2 5GREW5 PER DECK BOARD PER FRAMING MEMBER. AT DECKING SPLICES, CENTER SPLICE OVER FRAMING MEMBER I —I AND USE 2 5GREW5 PER SPLICED END. I I I j 'I. I I I 2.6"X 11 7/8"LVL _ r — --- W w - o 0 5. FLOOR SHEATHING TO BE 3/4" GDX OR 05B 5TURDI-FLOOR (n - r ; - BLOCKING - NOT REQUIRED EXCEPT AT SUPPORT BEAMS. ! I � � 1 I 4 I AT � T&G, GLUE AND NAIL W/ RING SHANK 8d's @ b" EDGES & 12" IN x � FIDECK LEDGERI - THEFIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. r _-- - 2)sx6POsr - �- - I -- A? s'I ROOF SHEATHING TO BE 1/16" OSB OR EQUAL. LEDGER: USE MIN., 2X, PT LEDGER, AT LEAST AS TALL AS JOISTS. I I I I I 2.6 X 11 7/8 LVL = I I I I -- -r LEDGER GONNEGION: CONNECT TO RIM WITH 2- SD5 OR LEDGERLOK AT MAX., 6 OG AND WITHIN 3 OF ENDS AND SPLICES. I _ b. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL m 5D5 OR LEDGERLOK TO BE OF LENGTH NECESSARY FOR FULL PENETRATION IN RIM. I I i d� I ,�L I ! I I P05T LOCATIONS AND BETWEEN UPPER AND LOWER STUDS ___— r 5 1 a-x 12"PT GLB - b X B PT P05T Y J015T CONNECTION: CONNECT J015T TO LEDGER WITH U OR LU HANGER, ALL HOLES FILLED. I _ 6 I b L- J (3)2X4P05T I L_ - - - AT FLOOR TO FLOOR HOLDOWN LOCATIONS. A4 _:I i A4 , r (2)2 X b POST MAIN FLOOR FRAMING PLAN °o I 4 I �- I I — _ - I JI 3 1. PROVIDE BLOCKING BETWEENI-J015T5AT INTERIOR BEARING _ -- HU,HUG,OR A7 o I I I I --HUGOHANGER A7 LOCATIONS WHERE THERE 15 A LOAD BEARING WALL ABOVE. 0 13,_4.. 14' 0" �L SCALE: 1/4"= 1' J b. ALL CONNECTIONS TO BE 51MP50N OR EQUAL. a J n i "_-"-_' --. r -. s - 12'-b" 1 - H F Z 1115 I I b - - - - - - - - - -q4 4,— TO_ _ _ I I _� 9. INSTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP �� a -a - - - _ O m o PLATE CONNECTIONS AS WELL AS FROM TRU55 OR RAFTER- - T w� A7 BEAM CONNECTIONS. N _._—._. -_ - _- - - - ---- ,_ 5 lla"X 18"GLBco - - - - - - - ' - - - - ° �-- _ J L 1 _ XPOSED WOOD -ALL WOOD EXPOSED TO WEATHER MUST ` d 5 - _. ____-._ 1 1 _F I __� -l-I. O �� _. r EXTENDS BELOW CEILING �_ _ I ° 14'-2 1/2" 12'-2 1/2" a� -� ,qb Ab y --s,/2 x 1rPTGLs ;p BE PRE55URE TREATED OR OF NATURAL RESISTANCE TO A4 I - `�� L - L I V -� DECAY ACCORDINGLY. G W W Y AND BE LABELED A RDINGLY IR R31? 1 & R3 2 ° •I ° 8' 9 1/2 I O I I w m _ !� i 6 -� l m o - IL --- i I ry 11. FASTENERS - FA5TENER5 FOR PRESERVATIVE TREATEDI? l I - I b = _f ` x WOOD AND FIRE RETARDANT TREATED WOOD SHALL BE HOT o II v I _ o - - - ------ I a DIPPED GALVANIZED OR STAINLESS STEEL OR EQUIVALENT. b o f la LVL I I 1 a 'X 11 n A7 I I o ° 1 7 " L ED m _I �I I I ,' 2. WASHER PLATES - 3"X 3"X 1/4" SQUARE HOT DIPPED 13 v° v s ° ° ° o " ° o° o v ° ° • J _J I _ _ < _ —.- _ _ - -DECK LEDGER-- 1 V i'' r m 1 : m SEE NOTE 'I R5 ARE REQUIRED AT EACH ANCHOR L ° ° ° ° • ° ° - e v °I I I I J L J I I - m , L ( I dJ to ° ): • ° - ° ° ° " ° (( -_ r• SSy. I —. 1..' r' - r 1.75"X 11 7l8"LVL L 1 ,� BOLT. RG R602.11NIZED a I� I I Ill I I b x b PT POST - -,- (2) Q O a ° z I 1 =----- -_ - - -- 3 13. GUARDRAILS - GUARDRAILS SHALL BE A MINIMUM OF 36" IN y t } a I I DROPPED 4X8 OF 2 X4 POST- -, I — — ® I L I I w j m i I mg.— X<P°sT. l I Iry 1 L` Al - - HEIGHT WHERE THE ADJACENT SURFACE OR GRADE 15 30" OR z m v 1 1 A4 1 I m - - __._ - BEARw�wALL SHALL NOT ALLOW THE °° I - 4'-5" i 9'-1 12'-2 112" ( � I 10'-1 1/2" �8'-41/2 -IT I I IP 51n x1rPTGL6 X O _� -- MORE BELOW RAILING OPENINGS 9 - i I I J - - - - - - LL - - = Iiv PASSAGE OF A 4" SPHERE. IRG R312.1. Q u� ° a 10 o I 4. ENGINEERED FLOOR AND ROOF TRUSSES - SHOP _ I 1 PRE- � - - • II ° ° • c�V I . I I -h 8 J D INGS AND ENGINEERING MUST BE PROVIDED TO z I I I I I I 1.75"X 11 l/S"LVL I F AT ® - 5' 0.. _ -'1 011 _ [O f (L Q m • o -- - - - INSPECTOR AT TIME OF FRAMING INSPECTION. I o • v °° ° (3)2 X6 POSTY y Al Lu I _ _ I A4 A4 — Al 4 I 14 I I ° _ v 1.75 X 11 lib LVL 6 LVL - A4 A4 _ _ 1 -15"X 11 7/ 1 v ° • d v . ° . r m_ -- 1 15 X 11 -1/8 LVL v v • e ° v e ° v BEARING YW4LL L J L I 1 _ I I LU r _ - rl I I 11 I I m I Ii I � 4 � � 4 4 LIJ - ° a'-1 t v2" J L '111 ° i I ° ° ° o 12 2 1 ELEVATOR - ° i 8 - - Q SHAFT 4 X 10 DF L -- _ AT w LL P r v ° v 4 ° °° v v • 2X10 JOISTS I6"G.L. r 1 4 ° v v °° ° ° ° I � I W ° ° ° o I _ I L — -- — — — I � A4 ��- W 7 A4 ' A4 v �� J In i L — — — — — — — — _v_ —v— — — r — 1. _._—_..__ -_—- --_. .._.__.._ "" _- I I — — I _. ¢ •J ,_'.^^,.. +tTr.� -1.A ° . I V - - - - _ o - - - - - Ell ` � w — — — — — — — — — — — — — — H Y D R O N I C T U S I N G r — -DROPPED FLOOR AREA 1 4)(12 DF _ -- - r Lu L} d FOR CURBLE555HOWER TRANSITION ZONE * \ 111 1 A4 A4 LU 0 I O V - - 35'-2 3/1 b" - - � m Z - < -- --- -- - --r I - 8 A7 it - 14' MAX — 14' MAX --- v 1.75•X 11 7/b•LVL '" _. .._______.. _.___. 8 a 50ALE: 3/16" = 1' A7 j i _- II 6 NAILS PER END, MIN. �`ofwni��l,� g Fu bX BEAM TYP. TYP. MID P05T- z I -ON -- � 11l/8' BGI60001.6 "1"JOIST5 lb" O.C.-_. __. -1.7s"xnva•LVL - -- ♦"` �a81 c TYP. END -- I` BEARING WALL - li i L 2013 o3awo - - - - - -- -- - - - f - -J J (3)2xbP05T I ate- P05TK, 1141 moo C SIMPSON HANGERS sl/rXta"GLB (3)2xbvost 1 -W X 11 MV LVL I GM5TC 16 W/ GALV. TEGO NAILS. t F 4X JOISTS TYP. w3a== VK �a �a°°p o I I FILL ALL HOLES OVER- �i� lw��R's 5E�4� <�s = —,m -- _— - ►5 has. SToaac't'�. �o=wo (3)2 x 6 POST (V o I ! ALL WOOD, TYP. < 1-7s•X 11 7la••LVL I OTT2Z REQ'D @ CM5T - - =,TAMS �N LY . LL zz�gz STRAP ENDS ONLY FASTEN BLOCKING W/ TYP. MID r CONT. 2X TYP. END b - 16D GALV. NAILS DECK COND. DECK GON N AREAS W.0.�UU 510"X16"GLB (3)2x6POST I i' II FASTEN 2X PT LEDGER WITH z LK6 P. O -a`== D. (3) ROW5 OF 1/4" X 4 1/2" 5D5 PLIbIw "o I , L JL J - rt L J L J L J L J L Ali 11 _ _ _-.. O OZOF 5GREW5 @ 16 O.G. - MAIN FLOOR 2 21 q 5Q.FT. 51MP50NHANeeRS BEARING You FOR ALL DECKS UP TO 14', 1 X-BRAGIN� FINISHED BASEMENT 1 ,651 5Q.FT. LL =� _ - - 1.7s"x17 va LVL OTT2Z REQ'D CM5T --- - -- - RIM PER PLAN FOR DECKS 14' -28', 2 X-BRAGINGS @ FOR DECKS 26' -42', 3 X-BRAGINGS SOLID 2X BLOCKING STRAP ENDS R ONLY UPPER FLOOR ING AREA: 543 SQ.FT. OWNER APPROVAL ELEVATOR L-_ - AT LATERAL LOAD SHAFT II CONNECTION D 2 / 1_/2" 4,413 50.FT. INITIAL: 70 i TYP. HORIZ. CANTILEVER TYP. LVL, 2X, L5L J015T, GARAGE - W 5G.FT. PAGE: - I _ PAVER DECK BRACT N(5 OR 2* BAY BLO�G _ BASEMENT STORAGE / UTILITY 413 SQ.FT. AT8 SCALE: 3/4" = 1' ---- - - - --- GOVERED DECKS 321 5Q.FT. UPPER FLOOR FRAMING PLAN - - - - SHOP STUD SHOP --- -- 11 ,11% Sa.F T. IO 321 SQ.FT. 50ALE: 1/4"= 1' ___. J. 5YKORA, GPBD DRAFTED BY: „ N Floor Joist Blockingper IRG 502.'1 2"� FunnelFlange p — HARDI-PLANK5IDING - -- - (Seismic Design categories 01 & 02) lI° eil -- ---- TYVEK HOUSE WRAP t' BGI Joist 1i;,- 1/4" = 1' U.N.O. Blocking I ® �,. - 7/1605B5HEATHING i 0 Supports 11s to 1/z o thick flanges FLASHING ^ ADDED2XBLOCKING _ 5-�4-�5 ITS FOR DEPTH DECK PLANKING —_lam' t 2 X 12 PT.J015T 16 O.G. 1. 11 SIMP50N ZMAX LU5210 FASTEN 2X PT LEDGER WITH0) GP tents ( T114 d (3)ROWSOF1/4"X41/2"SDS\ ._. _ 5CREWSQI6"O.C. / z and Intermediate 4 �\ SIMPSON DTTIZ A5 REQUIRED (n ff - (4)LOCATIONS EVENLY 015TRIBUTED W Bearing I INSTALL(1)WITHIN 24"OF EACH END � <. -- 2 X 12 TREATED DECK LEDGER Q) (WALL OR BEAM) Nailing per local code provisions Typical ITS ' Installed on LVL DECK LEDGER CONNECTION INTERMEDIATE BLOCKING 4 TOP FLANGE HANGER SCALE: 1" = ,' C s Al L s e 1 for s 1'fb°for 3x's and 4x's 51 j+/f� � i e ► p �noa AC ° l (� Late(al �+ C �rvv Q V z Nail Boise Rimboard „" ` F r o Left v Q X w to BGI®joist with Sd Right r p m O a nail into each flange. / B Typical ACE 5 z m 4 UV� Installation m d z 8 RIM BOARD 5 J015T HAN G E R 2 ABC P05T CAP w Al >�7 � -- - - z Q J U_ 23/32" MIN. PLYWOOD/05B Funnel OR RIMBOARD 01-05URE. Flange"" VI locator 5� _W LU (� n Tab J NAIL WITH 8d NAI1_5 6GI®J015T BLOGKING fl I ` W INTO EACH FLANGE. REGx JIBED FOR CANTILEVER. N • o o H w ° W tu J ,O A H o �o O r cri Z \1/4'. s OZLUV OQWQ W N. q 6 3 �— �=oqw CANTILEVERED J015TS � I —JOIST HANGER ? A13U POST BASE Al Q a3�wo x Fw 0 x W ..g.s a z=�€e w�nzz FRAMING NOTES .� a yapVO K?r D �ZZ UNP 1 . REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. W=_= 03<00 2. COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF FOUNDATION/5LAB/J015T5 BLOCKOUTS. 3. FLOOR J015T OR ROOF TRU55/RAFTER LAYOUT 5HOWN HERE 15 FOR SCHEMATIC DESIGN ONLY. MANUFACTURER 5HALLPROVIDE AND SUBMIT ENGINEERED DESIGN aw wo TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE FABRIGATIONAND INSTALLATION. s_° m K0o =` 4. ALL TRU55 TO TRU55 & TRU55 TO BEAM CONNECTORS TO BE DESIGNED BY MANUF. J =z 5. FLOOR SHEATHING TO BE 3/4" COX OR 05B STURDI-FLOOR T&G, GLUE AND NAIL W/ RING SHANK Sd's @ 6" EDGES & 12" IN THEFIELD. FACE GRAIN PERPENDICULAR TO LL_ SUPPORTS. ROOF SHEATHING TO BE 1/16" 05B OR EQUAL. OMERAPPROVAL 6. PROVIDE 50LID BLOCKING IN THE JOIST CAVITY BENEATH ALL P05T LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLOOWN INITIAL: PAGE: LOGATION5. 1. PROVIDE BLOCKING BETWEEN I-JO15TS AT INTERIOR BEARING LOCATIONS WHERE THERE 15 A LOAD BEARING WALL ABOVE. 8. ALL CONNECTIONS TO BE 51MP50N OR EQUAL. OF: 9. INSTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP PLATE CONNECTIONS A5 WELL A5 FROM TRUSS OR RAFTER TO BEAM CONNECTIONS. FLOOR PLAN NOTE5 J. SYKORA, GPBD A13 A14 SMOKE DETECTOR, EVERY DWELLING UNIT SHALL HAVE ASMOKE DETECTOR LOCATED IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA - DRAFTED BY; m GIVING ACCE55 TO EACH SEPARATE SLEEPING AREA. IN NEW CONSTRUCTION, n 4'-6" 33'-6" 4'-011 a REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND SMALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE DETECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. 5GALE E 2'-b" 2'-6" 4'-5" 2'-b" 21'-7" _ _ .....----_ -2 W21-2666 1/4" 1' IN U.N.O. 22 666 SHELF AND HANGING ROD. . ... HDU2 -o 1n" - ❑ as -- - Y-012• ❑ - -. ... 48'REFER. — — — b ry q ®q 514 '�' BUILT IN SHELVES. 5-14-18 W. HDU2 6 2•-b" - -- - - - u. L,, _ - - - - - - - - - - G ERE ❑ EGK CABINET-OWNER I CONTRACTOR TO VERIFY. �44J a m - DOOR R.O. W20-266k 1._0.,1 -�&,, �Q-F --- --- --+ G CEILING EGRESS WINDOWS SHALL HAVE AN OPENABLE SECTION FOR EMERGENCY EGRE55 5.7 .o q'CEILING w °o i r 1 I SQUARE FEET MIN. MINIMUM NET CLEAR OPENABLE SECTION TO BE 20`WIDE AND 24" o sa O : �i = I 1 - _ - ❑ HIGH. SILL HEIGHT MAXIMUM 44"OFF FLOOR. i 0 O .0 4x6 in o DINING _ $ 4xb (A - _ - --I. 12'6EILING - o @ q6" 1 m I ® 1 (y ❑ WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, W 2025a F 0�96 —fie I � 4 6 SUCH A5AGLOCK TIMER WITH AZONE RATING OF 1.50R LESS. Q A 14 I 1 K I TGH E N 1 I 4X6 I r F.A.U.ON 16"HIGH PLATFORM.TOP OF PLATFORM TO Be 1 11W T&G PLYWOOD A14 .o c�i 4x6 1 321 5a FT P05ED FACE AND 5IDE5 TO HAVE 1 LAYER 518"TYPE'W'GYP BD NO FURNACE - EX O I � ( ®� GONG PAVER DECKING, $ • ' . - it "In ®96 -___L- 4,b„ ♦--- � � SHALL BE INSTALLED IN ANY LONFiNED SPADE WITH ACCE55 ONLY THROUGH A .3 ' --------- 1 NOOK - BEDROOM,BATHROOM,OR CLOSET PROVIDE AT LEAST 30"OF WORKING SPACE IN "? O FRONT OF FURNACE R HDU2' overvs DW 44 Sa FT ° b a • `o - •ll a- ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE x • ry HDU2 POST - --� I INSTALLED,SMALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES . ' 14"OVERHANG Y; P �o in 8 RESULTING FROM HE QUICK CLOSING OF THESE VALVES. DRAIN OUT,NO TRAPPING, axb L - - - - - - @ .> I END OF PIPE LESS THAN 2 FEET ABOVE GROUND,POINTING DOWN. TANKS SHALL BE 5 CEILING TRANSITION 6 "°, • - o'cov, ax6 -_2g..1 1rz•- __ ___-_ _.-. 5 STRAPPED VATHIN UPPER 1/3 AND LOWER 1/3 TO PREVENT OVERTURNING IN AN %" G 26'-0" 13'-01, voDRRO - — — I ® : I} PROVIDE DRYER VENT TO EXTERIOR PROVIDE RECESSED HOT 8 COLDSHUTOFF a b j CEILING TRANSITION 140 CONTROL VALVES&WA5TE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL COMBINED HORIZONTAL AND VERTICAL LENGTH OF 25 FEET. THE MAXIMUM LENGTH OF 14'CEILING i VAULT 9 9 > z - ----► THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR ;p ' m 0 ❑ EAGH 90-DEGREE BEND. A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF n ob "1m ®ORo ENTR LL w SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BALK-DRAFT DAMPER.4( a l BOTTOM PLATEG514em -- - -- - m J TOP PLATE --- - MECHANICAL FAN. BATHROOM,LAUNDRY ROOMS AND POWDER ROOMS SHALL BE PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUT5IDE CAPABLE OF 50 TO TYP.OF(4) _ . . A14 - 0'-3" L.F.M.AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY Of-ENABLE WINDOW 2 2'-0" 9'-0"- 2'-0" 9'-0" 8'-4" 2-b" 2'-b". 2'-b" ry ..POST 4x6 it OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE 15 OUTSIDE. INS DRYER,KITCHEN, @DOOR R.o. -- - _ MID�46° 10 AND BATH FANS TO BE 5EPERATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK 5080 3080 ui qOg.� 9080W03-2660 w02-2 0 ." UPPER®184" PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE A Ab - — - - - CEILING TRANSITION 0.05ET , _ - _ S'-O"� VAULT — — — — — — — — — — — — — — — — m nsO r. "�"- - b FEET LENGTH MAY USED IN CONNECTION WITH__. -- - ' HECTORS NOT- - - _ � ❑ 10 cV O CON ORE NONCOMBUSTIBLE MATERIALS APPROVED FLEX ®DOOR RO. I bx1 @DOOR R.O. I. 4X6 @96" 4xb @qb- 4X6 @qb" ` 2 RATH sno,cEue , CON 6 3 FT -ver. ❑� GREAT ROOM ,o o Q DOMESTIC DRYER EXHAUST. U " o HALL '^ 461 5a FT 4 ' `_' o N 22"x 50"MIN.ATTIC ACCESS TO BE ACCE5518LE WITH UNOBSTRUCTED HEADROOM. O o _ I I )1 62 5a FT 5 11 1 r2 m y �D r FRAME OUT ACESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1rr ENTRY MID _ V _a- FREEZER BELOW 1 w > PLYWOOD. ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER- I I I I 32 5a FT ❑ O 2 UPPER @ 184" I ry 3 m I i I I CABINETS ABOVE ' 2 ! - - STRIPPED OR SEALED TIGHT L j 3080 ,� _. _ g .-. . 63 U) I I I I UP m v iv j GUARDRAIL 36"ABOVE FIN.FLR. INTERMEDIATE RAIL SPACING SHALL NOT O 0 3080 axv ,9 12 ALLOW A4"DIAMETER SPHERE TO PASS THROUGH PER I.R.G.SECTION 312.2. j I I I I a, DN a,STER VIIG 2 1 c3 50= ❑ MID @ 96" T o U In 9 I I I UPPER® 84 m PRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR zILI (h TRIM PACKAGE. CTOR MALL UME ALL OPTIONS. 0 1 ?' _ __. _. .___ _ _ 23_(0" -- -- --- - - -- 13 MANUFACTURER'S SPERGS FORSMINIMUMSREQU REMENTS OF NONECO BUSTABLE W X Q� r' (6 O m ❑ 1 _I L - - - - - - - - -J I - - SURROUND&HEARTH MATERIAL. w O O N a o © 10 - 2 - -8,_b„ 6 b' - -- _- -8,_6„ -3 Z m V cV o s 6x1 i I BATH 3-9 1/2'_-_ I� � G514 J � O .. S - - - - - - _ (3)2.b P05T 0 Sa FT ¢t m ' '` _-_-- STAIR HANDRAIL 36"ABOVE STAIR NOSING.INTERMEDIATE RAIL SPACING SHALL NOT O - a1"- . 3030 - - - - - - - - - - - - 14 a . z m w 10 S FT o - � - - FIREPLACE - - - - - - - - - _ - - - o ❑ ALLOW A 4"DIAMETER SPHERE TO PASS THROUGH PER LR.G.SECTION 312.2. LU Q a- m (3)2 z 6 P05T LT N O o I I I 5 8 ry BUILT INS ® 15 BUILT 15 GARAGE FLOOR 5UFACES SHALL BE MIN.4"GONCRETE. 51-OPE CONCRETE FLOOR M n C5141 1W PER 12"TOWARD5 MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. Lu IN 15 (3)2 6 P05T .u!] ...._..-_.� (V @96 - CEILING BEAM = ® _ S,0„ I __ -. __ _.. -...._--- _—_-___ — __--. v 1F7 TEMPERED GLASS ❑J L—� ❑_ 0 A14 ❑ Z _ GARAGE �a 400 50 FT O c O w z.: 15 680 5a FT r cri o bx1 (3)2x6PO5r_ -3'-21/2" LINEN I o o j ®%" 17 20MIN.FIRERATEDDOOR. IRCR302.5.1 L 9'CEILING in z _ _ _ _ _ _ _ _ _ _ _ _ SEPARATION REQUIRED BETWEEN THE RESIDENCE AND THE GARAGE. NOT LE55 THAN 0 _ - - - - - - - - -- m I = 1rr GYPSUM WALL BOARD SHALL BE APPLIED TO THE GARAGE SIDE.WHERE THERE I5 �- e H CEIUNG BEAM 18 m `�, MASTER BATH ❑ `Q 18 HABITABLE SPACE ABOVE THE GARAGE,518'TYPE X GYPSUM WALL BOARD 15 ■ A 10 ry 10 109 5a FT iv @ `r ('n REQUIREDON THE CEILING AND 112"GYPSUM WALL BOARD 15 REQUIRED ON THE LuTOILET Q0EIUKG SUPPORTING COLUMNS,WALLS AND 5EAM5. IRC RW2.6 W 22SOFT If CEILING LURBLE55 4'-6 1/2" __ _ L, 6 in o in iV 4X6 N ,"p „ w - GENERAL NOTES LU �- m w 11 m n 8 'y _i �- 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. WLu WE ELEVATOR SHOWER '{ i550 FT 3`^ J - m ` 4X6 @DOOR R.O. axe @ qb" Ixb @ 96'\ v ax1 @ qb !� 2 ALL HEADER MATERIAL TO BE D.F.#2 UNLE55 NOTED OTHERWISE. O W08-5020 W09-5060 --- w10-2666 wt t-2666 3.VERIFY HEADER HEIGHTS. - - (2)TRIHMERS I N ..f\ Z _,,�,� -. h19,_5„ J Y-2". 9,_3„ 5._0" 2,_7" 5,_0,.- —4,_9„ 2,_6„ 14,_0. J 2,_6. A". ifs �7 3'-4" 4.ALL EXTERIOR WALLS ARE 2 x 6-16"O.G.STUDS,UNLE55 NOT OTHERWISE. (�(� 30'-6 1/2" 40'-5 1/2 4. 1 O'-01, 5.ALL INTERIOR WALL5 ARE 2 x 4-16"O.G.STUDS, UNLESS NOTED OTHERWISE. . n 6. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER v e 35'-6 1/2" �` 3 DISPENSERS, MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR W43-2650 w44-4050 w45 2650 w46-2650 W41-4050 W48-2650 LOCATIONS. u A13 � A14 4X5 @%" O @%" 4xb @ 96" 5 O z a ❑ O 4x6 @9b° 4X6 @%" 4X6 @%" (� oz � 3 CLOSET HEADER SCHEDULE q�Iq°° 12'-1" - ry z,sa FT Cf '/� 1 in TRIMMER KING STUD, EACH END 9'CEILING I MARK SIZE ITYPE MARK 3G'ozk --B-O"- IF K EOEFAUT IF BLANK USE DEFAULT BELOW) o; w� 9'CEILING �2 ❑ -(2)2XbOF#2 F.§ n BATH aXO6DF#2 20 H Ngy � 10 50 FT BEDROOM # 3 !L- zwm_ ry BEDROOM # 4 13q 5a FT — — — �~zWF yyyJ Q Z2 ~K I -(2)2X5OF#2 1b9 Sa FT 1 - - - 4X8 OR 21 Hgoop I o O� - - - ❑ -4X8OF#2 O o"-G= i sRo"s o I Pz-mrc 3 Der. 1 — — — 03 ao - -- 2880 -- 28c:> - - - 4X10 OR 22 H _- _ _.__- ___.._- --- -..___. ----_— o5i Fp (3)2 x b P05T w2�LL 6�80 " 0 4X,pDF#2 PLAN ACRES Z �� � I I SELECTED ENERGY CREDITS I — — p 88 ` o ON I I I STAIRS -bX120F#2 ___ __ _ ;�" 65 Sa FT ENERGY CREDIT 1a 6X12 OR (2)2 X 23 H ml HALL a I I I O MAIN FLOOR 2 219 50.FT. >po w 63 5a FT 40EILING EFFICIENT BUILDING ENVELOPE 3 X q GLB _ pew -WINDOWS: U=028 w` o bX10OF#2 p FINISHED BASEMENT 1 ,651 SQ.FT. _ .�_ l' 0" 3060 - FLOOR: = R-381NSULATION bX10 OR 24 H GAI? " -SLAB ON GRADE-R-10 ENTIRE SLAB F W� fir F PLrnooDFLooR ENERGY CREDIT2a -3X9GLB ` r�o 9iN��0� UPPER FLOOR - 543 SO.FT. oWNERAPPRovAL AIR LEAKAGE CONTROL&EFFICIENT VENTILATION -5 X q GLIB y Z -AIR LEAKAGE:3.0 AIR CHANGES PER HOUR 5X9 OR (2) 2 X OR HUGQ 25 H „r TOTAL LIVING AREA: 4,413 5Q.FT. INITIAL: ATTIC -WHOLE HOUSE FAN PER SECTION M1501.3 3 X 12 GL8 1 - - - 312 5 x FT ENERGY CREDIT 3a 5 X 7.5 GLB (2) 1,75 X 5.5 GARAGE - 680 5Q.FT. PAGE: HIGH EFFGIENGYHYAG EQUIPMENT 5X7.5 OR LVL 26 H �tolv�u BASEMENT 5TORAGE / UTILITY 413 5Q.FT. GAS FIRED, PROPANE,OR OIL FIRED ❑ 6 X 12 OF#2 <i�'f�jg BOILER WITH MINIMUM AFUE OR q4%. 'DEFAULT HEADER MATERIAL IS DOUG FIR#20R BETTER. �s , G COVERED DECKS 321 SQ.FT. ENERGY CREDIT 5G '2 X HEADERS MUST BE IN TALL ORIENTATION WITH FLAT 2 X NAILED AT BOTTOM IN"L'CONFIGURATION. __ .-_- -.__ -.-. -.-- OF: EFFICIENT WATER HEATING 'DEFAULT TRIMMER,USE(1)2 X STUD OR SIMP50S LUG HANGER EACH END. �� w,EER1S �` 5HOP 1,198 SG.FT. *DEFAULT KING STUD,OPENING 6HIDE AND LESS USE 1)FULL T STUD EACH END PLATE TO PLATE. - - - --- ' ---- - -G AS FIRED, PROPANE, 'DEFAULT KING STUD,OPENING W DER HAN 6'USE(2)(FULL HEIGHTHSTUDS EACH END,PLATE TO PLATE. �S c"e� '�'?,� _ _ _._ --- - WITH MINIMUMEFOFgi%. 4-P-4L..1( . SHOP STUDIO 321 50.FT. ABOVE G�RA�GE WINDOW SCHEDULE WINDOW 5CHEDULE WINDOW 5GHEDULE WINDOW SCHEDULE D'cSiGNED BY: NUMBER 30 EXTERIOR ELEVATION OTY ,.a s <E55 DESCRIPTION 74Xb)031/2' CODE COMMENTS QTY NUMBER 3D EXTERIOR ELEVATION QTY FLOOR SIZE EGRESS DESCRIPTION HEADER CODE COMMENTS OTY NUMBER 3D EXTERIOR ELEVATION OTY FLOOR SIZE EGRESS DE5CRIPTION HEADER CODE GOMMENT5 QTY NUMBER 3D EXTERIOR ELEVATION QTY FLOOR SIZE EGRESS DESCRIPTION HEADER CODE COMMENTS QTY -- - - --- J. 5YKORA, GPBD DRAFTED BY: „ -__ _ 1 2 2650 YES SINGLE CASEMENT-HR 1 W31 1 0 4654 FIXED GLASS bX9X571/T 1 Nib 1 1 4066 FIXED GLASS 4X6X31 1/2' 1 WO7 7 1 2066 FIXED GLASS 4X6X211/7 1 N a -- SCALE 1/4" = 1' U.N.O. 0 W47 1 2 4050 FIXED GLASS 4X6X511/2' 1 W32 1 0 2b54 YES 51NGLEGA5EMENT-HL 4X0031/7' 1 W7T 1 1 4066 FIXED GLASS 4XbX511/7' 1 W02 1 1 2660 51NGLEGA5EMENT-HL 4XbX331/7' 1 5_14-18 W48 1 2 2650 SINGLE CASEMENT-HL 4X6X331/7' 1 W33 1 0 3060 SINGLE CASEMENT-HR 4XbX391/7' i Nib 1 1 3b6b FIXED GLASS 4XbX451/7' 1 W03 1 1 26b0 FIXED GLA55 4XbX331/2, 1 w 70 W49 1 2 4060 FIXED 61-A55 4X6X51 1/7' GREAT ROOM DORMER 1 W34 1 0 bOb0 FIXED GLASS 4X10X75 1/2" 1 W19 1 1 3666 FIXED 6LA55 4XbX45 1/2' 7 W04 1 1 2660 511,161-E CASEMENT-HR 4XbX33 1/T i v 0 b W50 1 2 4060 FIXED GLA55 4XbX57 1!7' GREAT ROOM DORMER 1 W35 1 0 3060 SINGLE CASEMENT-HL 4XbX39 1/7' 1 W20 � 1 1 2666 SINGLE HUNG 4X6X33 117' 1 WOS 1 1 4020 FIXED GLA55 bX12X51 112" � § 1 E t V W _J W51 1 2 40bO FIXED GLA55 4XbX51 112' GREAT ROOM DORMER 1 W3b 1 0 3046 FD(ED GLASS 4X6X39 112, 1 W21 1 1 2666 51NGLE CASEMENT-HL 4XbX33 1/7' 1 WOb 1 1 4020 FIXED GLASS bX12X51 1/2" 1 0 a v 0 w (V W52 1 2 2620 FIXED GLASS 4XbX33 1/2' ENTRY DORMER 1 W3l 1 0 3046 FIXED GLA55 4XbX391/2' 1 W22 1 i 2666 SINGLE CASEMENT-HR 4X6X33 1/T 1 WOl 1 1 4020 FIXED GLASS bX12X51 V2" 1 O LL is IS) II z IY w `1) _ cn � ., X v ca L I Q Z [Q O N N I[/ Q in W53 i 2 2620 FIXED 6LA55 4X6X33 1l7 ENTRY 1TbRMER-... 1 W3b 1 0 2654 SINGLE CiA5EMENT-HR 4X6X331/7' 1 W23 1 1 2666 51NGLE CASEMENT-HL 4XbX33 1/7' 1 mb 1 1 5020 FIXED GLASS 4X1 OX63 1/7' 1 to' ' t —� -_ V .. r OzzCA z Q u- W54 1 2 2620 FIXED GLASS 4XbX33 1/7 ENTRY DORMER 1 1^L39 1 0 4654 FIXED GLA55 4XbX511/7' 1 V424 1 1 3666 FIXED GLASS 4XbX45 112' 1 W09 1 1 5060 FIXED GLASS 4XBX63 1/7' 1 JL - W TYPICAL HEADER FRAMING w w N~ W W/INDOW b" P05T HEADER LE55 THAN 5' W40 1 0 2654 SINGLE CASEMENT-HL 4XbX331/7' 1 W25 i 1 266b SINGLE CASEMENT-HR 4X6X331/2' 1 W10 1 1 2666 SINGLE CASEMENT-HL 4XbX331/7' 1 w Lu J O QOL j�/ < (L X m HEADER LESS THAN 5' ,441 1 0 3054 SINGLE GA5EMENT-HL 4X6X39 117 1 W2b 1 1 2066 FIXED OLA55 4XbX211/7' 1 W11 1 1 2666 SINGLE GA5EMENT-HR 4XbX33112' (1)KING STUD FROM (1)TRIMMER TOP PLATE TO BOTTOM PLATE (2)KING 5TUD5 (1)TRIMMER w F r FROM TOP PLATE TO -- � 000IW BOTTOM PLATE W42 1 0 3054 DOUBLE HUNG 4X6X39 112' 1 W27 1 0 3020 FIXED GLASS 4XbX39 112' t V412 1 1 2bbb 51N6LE GA5EMENT-HL 4XbX33 117' 1 ?� QWzUg ._... ._ ^Lu W V V W �rcawo YmV�o zawwn owxza Nam w�zxa �3rc� _ ^ wFnzz W43 1 2 2650 SINGLE CASEMENT-HR 4XbX331/T 1 W28 1 0 3020 FIXED GLASS 4XbX391/T 1 W13 1 1 4666 FIXED GLASS 4XbX571/T 1 U ' ircm _ �iwoo WINDOW W/ 3" P05T HEADER MORE THAN 5' oozuo Fl, — �w m< W= w� w < R a _ �W oo awp-LL W44 1 2 4050 FIXED GLASS 4X6X511/T 1 W29 1 0 3020 FIXED GLA55 4X6X39112' 1 W14 1 1 2666 YES 51NGLECA5EMENT-HR 4XbX331/7' 1 °pz° a a>zo ` HEADER MORE THAN 5' CONGEAL FLANGE i Ono r z HANGER EA.SIDE (2)KING STUDS FROM TOP PLATE TO "-- - ll OWNER APPROVAL BOTTOM PLATE (2)KING STUDS (1)TRIMMER INITIAL: FROM TOP PLATE TO W45 1 2 2650 YES 51N(5LE rA5EMENT-HL 4X6X33 1/T 1 W30 1 0 2b54 SINGLE GA5EMENT-HR 4X6>33 1/7' 1 W15 1 1 40bb FIXED GLASS 4X6X51 1/2' 1 BOTTOM PLATE PAGE: 1.VERIFY ALL WINDOW SIZES,LOCATIONS,OPERATION CONFIGURATION,HARDWAR AND GRID OPTIONS,GLASS COATINGS,U-VALUES,5TG RATINGS,AND OTHER DETAILS WITH CLIENT PRIOR TO WINDOW ORDER. OF: 2. VERIFY ALL HEADER HEIGHTS AND ROUGH OPENING SIZES. ROUGH OPENINGS MAY VARY DEPENDING ON WINDOW MANUFACTURER, 3.INSTALL WINDOW FLASHING SYSTEM PER MANUFACTURERS INSTRUCTIONS OR AAMA 2400/AAMA2410 METHOD"B"OR EQUIVELANT INSTALLATION INSTRUCTIONS. FRAMING NOTE5 J. SYKORA, GPBD 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. ry 2. COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & 51ZE5 OF o FOUNDATION/5LAB/J015T5 BLOCKOUTS. SCALE f x 74° - - - - -- 33'-6" - - ---- 16'-0" a 1 3. FLOOR J015T OR ROOF TRU55/RAFTER LAYOUT 5HOWN HERE 1/4" = 1' U.N.O. 5/4X6FACIA A9 5/4x8FACIA 15 FOR 50HEMATIC DE516N ONLY. MANUFACTURER ,:r: o 5HALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO THE ,1 b X b PT.P05T ( I b X b PT.POST 5-14-18 of X BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE d - - T FABRIGATIONAND INSTALLATION. D --5 1!8"X 12 GLB ` 5 1!8•X 12 G LB j { -_-- _-_- -_ - - _ -_ =- 4. ALL TRU55 TO TRU55 & TRU55 TO BEAM CONNECTORS TO BE 5 118•X 12'GLB TOP @ 109 1/8" 0) I I 1 10:12♦ �- DESIGNED BY MANUF. 3 3 z A9 -- , TOP @ 10a 1/8" _. 0 - - - - - - - is �' I 4 4 5. FLOOR SHEATHING TO BE 3/4" CDX OR 05B STURDI-FLOOR (n 2`0" ff 10 :12 i o ♦ l- - \ � - A9 A9 T&G, GLUE AND NAIL W/ RING SHANK 8d's Qa b" EDGES & 12" IN W� 0 - - - -_ p F Slier x 1a GLB I THEFIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. " I cV ROOF SHEATHIN TO BE 1/16" 055 OR EQUAL. IL .� ' >•- 1/2 .12 I 5 G TOP @ 11 T' - ..-. _. .. __. ►n 6. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL =0 x t- P05T LOCATIONS AND BETWEEN UPPER AND LOWER STUDS r I b x 10 DF --- 5 1/8"X 12"GLB ,L AT FLOOR TO FLOOR HOLDOWN LOCATIONS. W4X8FACIA TOPI - .. -. L-:: _ ° e _.. vb^X 12"GLB TOP®117" ( I TOP @ 144" _: N 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING s g LOCATIONS WHERE THERE 15 A LOAD BEARING WALL ABOVE. y y _ b. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. s '§> b X b PT.P05T I 5 1/8"X 12"GLB - - _:- _ TOP @ 109 1/8" G ` $. d= o s vb•x 12"GLB -� - DORMS DViAALTR TILT ON DORMER WALL BUILT ON - - - - r _1 9. INSTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP p TOP @ 117" GIRDER rRuss PLATE CONNECTIONS AS ELL AS FROM TRU55 OR RAFTER "` _ _-- b x b PT.POST TO BEAM CONNECTIONS. W 1/2 :12 - *2 :12 i --s 1/2"x 9"GLB I I - ry a ,� I __ _ I 10. EXPOSED WOOD -ALL WOOD EXPOSED TO WEATHER MUST - - -- _ _ m = o 5/4 X 8 FACIA BE PRE55URE TREATED OR OF NATURAL RESISTANCE TO STICK FRAME LOWER EYEBROW ROOF - \ '('-6° -- - - - - '- _ - -- t---=- --_- ---- - v I -- - � '-- --- -4) DECAY AND BE LABELED ACCORDINGLY. IRG R311.1 & R31 .2 5/4 X 8 FACIA a ° ` n= I O I 10:120111111 1 o p 11. FASTENERS - FASTENERS FOR PRESERVATIVE TREATED 51 o /2 x t2"GLB �� _ • In AND FIRE RETARDANT TREATED WOOD SHALL BE HOT 1 1 BOT @ l09 la. U ry DIPPED GALVANIZED OR STAINLE55 STEEL OR EQUIVALENT. o 12. WASHER PLATES 3"X 3"X 1/4" SQUARE HOT DIPPED 111 � v GALVANIZED WA5HER5 ARE REQUIRED AT EACH ANCHOR C y - �IC4 D ( ♦ o Q BOLT. IRG R602.11 CRICKET x,;. _--- ---_ - _ . ._ Q� In -._._. -v-:-:- < O In ' ' 1 I .0 13. GUARDRAILS - GUARDRAILS SHALL BE A MINIMUM OF 36" IN Okh rn p 1 HEIGHT WHERE THE ADJACENT SURFACE OR GRADE 15 30" OR IL I u- tu N MANUF. MONO TRUSSES 2 I I MORE BELOW. RAILING OPENINGS SHALL NOT ALLOW THE X r 1 tL� 4 O.G. ,. 10 :12 1 PA55A6E OF A 4" SPHERE. IRG R312.1. w O p 6 N I I 4 { I - - 14. PRE- ENGINEERED FLOOR AND ROOF TRUSSES - SHOP Q Z m n m o � CA CD f Q cn I < DRAWINGS AND ENGINEERING MUST BE PROVIDED TO 0 a Q z (3)2. Posy 1 ly 1 --- ---- I INSPECTOR AT TIME OF FRAMING INSPECTION. o n z Q 6. 51/2'X21' GLB -- , - (!JG Po.�Nam) \ N v r . Tx OO LS 1 . . _ . - 5TICK FRAMED �� CHIMNEY GHA5E = w,, r„ < f % w C F OVER BUILD AREA ,�� T-'� I W a " 'k� - - 514 X 8 FACIA ,i L w , X O (3)2xb P05T _a 1 N I -t - 10'-0" 121 _0 11 --_ - - , - .. N \ .. Z Ck Lu Lu tL w m p i1` to co uj uj x to v w o 2 X 12 OF RAFTERS 24 O.G. ^' '- --- _ - w w -- - - _- - , r- 1 o ♦ 10 12 10:12 v w II 1oW w -I O . 1 1 1 m 1 A9 ul A9 A9 A9 1L. -_ - - - 2 - - < A9 o / (2)TRIMMER5 W4 X 8 FAGIA 514 X 8 FACIA 2 5/4 X 8 FACIA A9 j GAR,? 35-5 1/2" - -- tt'�o�wAsyIcj'O ` X QOOU ROOF FRAMING PLAN h y1 zo0a r M; fin° 0-0 2MT3 3 k a g V �yaFo rol+UL p w w W �iiT/'P� 2wUU� LEDGER - ROOF DIAPHRAGM ROOF DIAPHRAGM ROOF OVERFRAMING Z. wry p LEDGER CONNECTION: WHERE A LEDGER 15 GALLED FOR BELOW, IF CONNECTING TO RIM OR HEADER, USE SD5, OR LEDGERLOK - GOOD FOR Eh= 230 PLF, WIND AND SEISMIC. MAX ASPECT RATIO 3:1. RIDGE: USE MIN., 2X6 SUPPORTED WITH VERTICAL KICKERS AT b-FT MAX SPACING. ONE END OF RIDGE MAY o?, AT MAX 12" OG, STAGGERED. IF CONNECTING TO STUDS, USE 2, 5D5 OR LEDGERLOK PER STUD. -TRU55E5 OR RAFTERS"2 X @ 24" O.G., MAX. BE SUPPORTED ON VALLEY BOARDS. a�o� 15 �a2 `1CQI bL't L <�.o..0 LENGTH OF 5D5 OR LEDGERLOK = FULL DEPTH PENETRATION INTO RIM, OR 2.5" MIN EMBEDMENT INTO SOLID FRAMING. - SHEATHING: 1/16" MIN, 056 OR GDX PLYWOOD. RIDGE SUPPORT KICKERS: MAX SPACING = 6 FT. IF BEARING ON ROOF SHEATHING BETWEEN TRUSSES OR °"9.mF°Z.°° - - - - SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.0) RAFTERS, BEAR ON MIN., 2X4 BLOCK CONNECTED TO AT LEAST TWO TRU55E5 OR RAFTERS. USE THE MIN D15TANCE OF GONNEGTOR TO END OF LEDGER OR SPLICE = 2". MIN EDGE DISTANCE TO TOP OR BOTTOM OF LEDGER =2" FRAMING CONNECTION TO WALL, GENERAL: USE ANY OF THE FOLLOWING, WHICHEVER 15 APPLICABLE. NAILING, USE Sd AT b" EDGE, 12" FIELD. FOLLOWING SIZE DEPENDING ON KICKER LENGTH: 1' °a� __ F� =Uz,�-r - - -- --- - BLOCKING - NOT REQUIRED EXCEPT AT SUPPORTS AND AT CONNECTIONS TO SHEAR WALL5 BELOW. LENGTH = 0 TO b FT., USE 2X4 RAFTERS PERPENDICULAR: USE 2X OR LVL LEDGER, MIN HEIGHT TO MATCH RAFTERS. APPLY LEDGER OVER WALL SHEATHING. -__ __- PLAN *1 A �� /� a z� USE HANGERS TO HANG RAFTERS ON LEDGER. CONNECTION AT LEDGER TO SHEAR WALL LENGTH = 6.1 TO 12 FT, U5E 2-2X4 OR 4X4. r l'll`1 l'l l'l J J_ - - -- - LEDGER (EITHER RAFTER OR TRU55 TOP CHORD)TO BE PLACED AGAINST SHEAR WALL SHEATHING. am0-° PARALLEL RAFTER OR TRU55 TOP CHORD: LEDGER MAY BE TOP CHORD OF TRU55 OR LAST RAFTER OR SIMILAR. LEDGER TO BE RAFTERS: MAX SPACING =2 FT. CONNECT TO RIDGE WITH FACE NAILS, OR A34 CLIP, OR HANGER. CONNECT -- -- -- 000z -_- .� PLACED OVER WALL SHEATHING. CONNECT LEDGER TO EACH STUD WITH (3) 16d (NAILED THROUGH LEDGER AND SHEAR WALL SHEATHING). TO VALLEY BOARD WITH A34 GLIP. USE THE FOLLOWING 51ZE DEPENDING ON TRUE LENGTH RAFTER SPAN: =w° --- - - - - CONNECT ROOF DIAPHRAGM TO LEDGER WITH Sd @ 4" O.G. SPAN = 0 TO l FT., USE 2X4. - - ----- _ - -- MAIN FLOOR 2,21 9 SQ.FT. MONO TRUSS TOP CHORD PERPENDICULAR: USE CONTINUOUS 2X BLOCKING BETWEEN TRUSSES NAILED THROUGH WALL FINISHED BASEMENT 1 ,651 SQ.FT. � � „a SHEATHING WITH 16D @ b" OG TO SOLID WOOD BACKING (CONTINUOUS RIM, PLATE, LEDGER, OR BLOCKING.) SPAN = 1.1 TO 10 FT, USE 2X6. - -- MONO TRUSS BOTTOM CHORD PERPENDICULAR: SPAN = 10.1 TO 13 FT, USE 2X&. UPPER FLOOR 543 5Q.FT. OWNER APPROVAL ALTERNATE 1: HANG BOTTOM CHORD WITH HANGER MOUNTED OVER WALL SHEATHING TO SOLID WOOD BACKING (RIM, PLATE, SPAN = 13.1 TO 15 FT, USE 2X10.LEDGER, OR BLOCKING.) VALLEY: USE MIN., 2X8 FLAT. CONNECT TO EACH TRU55 OR RAFTER WITH MIN., 3- 16D. TOTAL LIVING AREA: 4,413 5Q•FT. INITIAL: ALTERNATE 2: USE MIN., 2X4 LEDGER LET IN TO TRU55 BOTTOM CHORD. LEDGER TO BE PLACED OVER WALL 5HEATHING AND ROOF 5HEATING. USE 11RD. GARAGE 6SO SQ.FT. PAGE: CONNECTED WITH MIN., 3- 16D @ 24" MAX SPACING. - - - -- - -- ROOF DIAPHRAGM: CON NECT ROOF DIAPHRAGM TO LEDGER WITH 8D RING SHANK OR SCREWS AT 3" oG. BASEMENT STORAGE / UTILITY 413 Si COVERED DECKS 321 SO.FT. '. OF: j 5HOP 1 ,198 SQ.FT. SHOP STUDIO 321 50.FT. J. 5YKORA, GPBD 0 N V MANUF. TRU55 VENTILATION NOTCH - - - AIR BAFFLE W/ 1 " 6AP '5GALE STANDING SEAM METAL ROOF 1/4" = 1' U.N.O. 7/16" SHEATHING STANDING SEAM METAL ROOF - 2 X 12 RAFTER ?/16" 5HEATHING R-38 HD INSULATION Z AIR BAFFLE W 5-14-15/ 1 " GAP 1 LL 12 r - — _ ---_ 5/4 X S FASCIA z _ _- — - - _—_—_ c� GUTTER �__ —_— — — STRIP VENT—- 5/4 X 8 FASCIA ENCL05ED SOFFIT --- ------- 21-011 - 5/8" 5HEETROGK ---VENTED BLOCK - 1/2" 5HEETROGK STRIP VENT 2 X 6 WALL ENCL05ED SOFFIT EXP05ED GLB R-2 1 INSULATION ja ' J ja 4 TYPICAL SAVE DETAIL @PORCH BEAM 1 TYPICAL SAVE DETAIL @ RAFTER 1'tq 56ALE: 1" = 1' Aq 5GALE: 1" = 1' w J LL 12 - AIR BAFFLE W/ 1" 6AP 5TANDING 5EAM METAL ROOF - l/16" 5HEATHING 10 5TANDIN6 5EAM METAL ROOF - MANU. TRU55 7/16" SHEATHING --- -- R-4q INSULATION AIR BAFFLE W/ 1 " GAP ry Q ° MANUF. TRU55 K Z w -- - - - - R-4q INSULATION , m � ' - 5/4 X 8 FA5GIA - a w d o o Ll zca U BLOCKING BETWEEN a 4 z TRU55E5 (VENTED) % STRIP VENT T - ENCLOSED SOFFIT - v W CV 5/8" SHEETROGK % Lu Z LL ALUM. DRIP EDGE 2 _011 - -- _ - z a J GUTTER _ �aN 1/2" 5HEETROCK �- f— — Q < 5/8" SHEETROGK - z (� 5/4 X 8 PRIMED FASCIA - ' a 2 X 6 WALL 1/2" SHEETROCK v Lu � STRIP VENT - R-21 INSULATION 2 X 6 WALL _ W R-21 INSULATION LU ENGL05ED SOFFIT 11 v w 2 -� w LLu J O S TYPICAL EAVE DETAIL 2 TYPICAL SAVE DETAIL @ DROP TRU55 a csj Z SCALE: 1" = 1' l'lq 5GALE: 1" = 1' . V 5TANDING SEAM ° �` 19/16" METAL ROOF Its) / o o f o 7/16" 5HEATHING =wa Lu "Al- Y - \ N: / 2KW o a AIR BAFFLE ow= ,•.�; , m a � � Zvi O m ® ° ► � i � w��w° St,MaS ® f Ri9ht o . o a Leff 3p giro " a 1 2 Z w3aa o • SNn3 ¢gouo °n9.°ti. Typical ACE 7 X 7 aoawo F, o R Installation 112 m AC 1 �2 , ' MANUF. TRU55 03 00 \ 2 ° 2 X 10 RAFTER � a a =30< w z z-= z --- W�`''�� — -- - --- _-- � =woo R-4q INSULATION LL oioF H 1 - oa�o owa o- o HURRICANE TIE AG P05T GAP OWNERAPPROVAL qq EXPOSED GLB 5/8 5HEETROGK INITIAL: PAGE: 2 X 12 FASCIA LENCLOSE05OFFIT 1/2" 5HEETROCK W/ STRIP VENT -2 X 6 WALL 3 TYPICAL SAVE DETAIL @ PORCH -,A °F l'lq 56ALE: 1" = 1' Ji _ r,l J. 5YKORA, GP5D DRAFTED By: - o 5GALE f 1/4" = 1' U.N.O. 4 a f 5-14-18 a W 10:12.� �. 10 :12 ♦.1/2 :12 � o 2 :12♦ TOP DOWN VIEW #� 5 U J LL V 4.1/2 :12 4.2 :12 _ o v N � cv � o 10:12.01� O K zLU X } A zm (3 N n c4 al d m SI in 7it vi LU GR10 :12wO `�" <tV Cl LU � i f I I f !I { I � WE Lu ~ � N N LU —1 7 i < � Q� Z + 1012 m < II i I I i a as o luIwo w 3Gg�� � �a'mawo N3 > tixm rw��m zam - oxxza Z" om i�'aawo w moaW� wXwwo } w�a00 aoo �z~o-<rc -z =ozwo w= M-§ =w a< O pOODU .1 Z.. O omOSO 2UF Q�p2 Dzo 0 z<Po 0 OWNER APPROVAL N ;�. INITIAL: 1 PAGE: } Y v Sw OF: BUILDING SECTION DETAIL5 J. 5YKORA, CPBD � DRAFTED BY: _ I 1 1 1 RI06E VENT n -- _---- — - 5CALE STANDING SEAM METAL ROOFING 1/4„ m V U.N.O. 4 DATE 2 12 5/4"X b" FASCIA -- W 4 2.5 a ENCL05ED SOFFIT(VENTED) 5-14-18 R 2 2 n 5 ® MANUFACTURED TRUSSES 24" O.G. 12 - L11L]IL] - ❑ 4 4 { 4 4 ==- 10 5 R-49 IN5ULATION L z ❑ ❑ { ❑ LI 5 5 5 Q R-211NSULATION 7 GUEST BEDROOM Q ATTIG 5/b"SHEETROGK-1 F 70 DINING ,� 14 14 g a __ _ __ _ ® 1/2"SHEETROGK WALK IN CLOSET ENTRY --- ---- --- ---- -- -- - - - -_----- �— - ---- MASTER BEDROOM �' f 13 12 12 —13 T 6 B $ ® GABLE RAILING ON DECK b b s 14 15 14 15 14 = 1 Q R-Bb HIGH DENSITY INSULATION �� s 12 12 8 10 12 T GARAGE 11 4 X 12 PT. J015T 24" O.G. co N e j b 16 _ 12 11 l/b" BGI 6000 1.6"I" JOISTS 16" O.G. J STORAGE a LL tt MUDROOM E 9 LAUNDRY 13 �-�- R-30 INSULATION � v FFL�i 16 16 16 14 5/4" 5UBFLOOR7L N L i A w � c 1 Q o 11 1� �c13 BUILDING 5EGTION� 15 11/2" 6YPGRETE O >sN z r- W m � ❑ 4"GONG. SLAB LU Q XO O m MA16"GONG. SLAB AT SHOP ro f i <BUILDING SECTION 2 �"�' 11 4" RIGID FOAM Ll..l BUILDING 5EGTION 2 BUILDING 5BGTION 1 v _ Z w Z 4 � Z In Q 4 -- W LU - ❑ --5 _ � < I IAm x < `. .' W 7 DORMER _ c - - DORMER ,-1i, PLATE HT. _ - - PLATE HT. �— UJ LU WINDOW HE, WINDOW HEADERS tu m — V ❑ ' `� PLATE HT. do Z .- -_-- _ _ 3 PLATE HT. < y 'G�• - 1L====J1 WINDOW HEADER5 p WINDOW HEADER5 V Q a au zrc N ry � 24nQ (j�VO o GREAT ROOM o ��o� MASTER BEDROOM g NODK Uw 3 cO kzo =€ F I � �rcawo I'1'L_IIIII a �mafw b 2aww� ox=2a �WN�H 14 15 14 15 w MAIN FLOOR MAIN FLOOR "'oiria w wwo 141/8"FLOOR 5Y5TEM 141/8"FLOOR SYSTEM LU uLL PLATE HT. PLATE HT. V / p 61 R 1 , 10 12 12 10 10 12o��° ap� o aw way s��Qoo WINDOW HEADERS WINDOW HEADERS z2K22 � (2UUa7 2� r 1 � O�OUV 22 1 ' umNuu 0 0 o REG ROOM o 'Mo GUEST BEDROOM OFFICE 16 16 16 OWNER APPROVAL BASEMENT FLOOR BA5EMENT FLOOR 1 1 INITIAL: PAGE: 3 BUILDING SECTION 3 OF: 13 BUILDING 5EGTION 3 J. 5YKORA, GPBO DRAFTED BY: 0 ry SCALE 1/4" = 1' U.N.O. ° E 0 4 4 2 5-14-18 3 4 i�%' � 4 4 \ . 3 -✓--- \ . 5 --- - ------ -- - 1 0 - 2 --- -— - - 2 � p 7 T 4 � KITCHEN -------------- ----- -' 3 8 x Ll r ry 9 ELI GREAT ROOM T= COVERED PORCH[I UL I]-, DINING ROOM ENT49 RY (� ® 9 ® q E I� IT Q 14 15 :L 15 14 15 14---------------- ------- -------- --- - ------- ----- -- ----------- --- 13 — 10 ----- -------- 12 --------- - 13 - -- - - - 10 10 71 J i V LAUNDRY O - BATH STORAGE s ° o - v REG ROOM s s GUEST BEDROOM Q °v bL 16 16 ` z u- � Lu m � fY X R is 1l 1l A m N to L 5 BUILDING SECTION 5 �14 4 BUILDING SECTION 4 Ett m � Q m ,h14 � Lu BUILDING SECTION 5 BUILDING SECTION 4 v o � BUILDING 51=GTION DETAILS z w Z z Q v- Q J Efl ' RIDGE VENT z �J STANDING SEAM METAL ROOFING J < LU 5/4"X 8" FASCIA w O l ENCL05ED SOFFIT(VENTED) Lu lL 4 w Lu J 1 y MANUFACTURED TRUSSES 24"O.G. 0 ❑ HALL CLOSET (L do z 4 �j R-491NSULATION < m .� 14 -- -_ ��(?I�--- - -------\�'� �«�- ------- 5 •�;� R-211N5ULATION PLATE HT. — ! 3 13 12 "E DOWHEADER5 . n s a�1 5/8" SHEETROGK V , -61 oa�g w ® 1/2" 5HEETROGK =w.� � MASTER BEDROOM _ o W Oi GARAGE � aa° a w�UWm , GABLE RAILING ON DECK � =a J STAIRS -Z. 2WU{9J 3=N yN ! �F�WD 14 14 1 � 5 16 10 R-38 HIGH DENSITY INSULATION . ^ w wwa MAIN FLOOR V J ��aZ.LL 14 1/8' FL )OR 5Y5TEM PLATE HT. -- --- 1 0---------------- -- 12 -- ---------- 1 0 -- 10 ' ^ `; z b l 7 l 1 4 X 12 PT. J015T 24" O.G. v UD <w�m< o3aDo zzrcz YtlVDOW!FADERS ZZ�Srr H HH if 12 11 7/8" BGI 6000 1.8 "I"JOISTS 16" O.G. u u z ZK-Uo 4mzQ f� 020E o MUDROOM UTILI 1 R-30 INSULATION oQo (� M H o I i T 2 y2 i� OFFICE 14 3/4" SUBFLOOR WN 16 OER APPROVAL BASEMENT FLOOR 1 1/2" GYPGRETE INITIAL: 1� PAGE: EK 16 4" GONG. SLAB b" GONG. SLAB AT SHOP b BUILDING SECTION 6 4" RIGID FOAM OF: BUILDING SECTION 6 �c—4'-0"—. EXTERIOR DETAILS J. 5YKORA, CPBD DRAFTED BY: m 0 ❑ FIBER CEMENT LAP SIDING. INSTALL WITH T" EXPOSURE. - ri-T © 1/4" = 1' U.N.O. 2 5/4 X S" FASCIA o f 1 I 5-14-18 ® CEDAR LAP 51DIN6. INSTALL WITH 4" a © © REVEAL. DORMER PLATE HT. CULTURED STONE. TYPE AND COLOR 0) 2 4 TO BE DETERMINED. 'z --- - WINDOW HEADERS v v Lu m a SHINGLE SIDING p PLATE HT. Y451-4060 P450-4060 W49-4060 ❑ s b STANDING SEAM METAL ROOFING 3 WINDOW HEADERS 2 1 36" HIGH RAILING TO CODE. ❑ 8 fi ENCLOSED SOFFIT/ CEILING - INSTALL W13-4666 Y415-4066 Mb-4066 IM11-406b W18-36bb W19-3666 - ' T&6 PINE WITH NATURAL FINISH. 4 O 3050 g YV12-2666 YJ14-2bbb 2 X 10 TRIM BAND +mjLJ I i IN III �,l $ MAIN FLOOR O 2 X 14" FASCIA 14 1/8"FLOOR SYSTEM PLATE HT. o ui LL ❑ -- "X' METAL CORNER TRIM E WINDOW HEADERS \ 1 O C v W39-4b54 4 W34-6060 M l-4654 4 12 N 70 43 0-2654 YV38-2654 M2-265 N30-2654 u O Y435-3060 W33-3060 Q N 4 13� O u- � m _ Z ly v XW-BASEMENT FLOOR 14] QCID ONORTH ELEVATION a Q °SyJi 5GALE: 1/4" = 1' 15 �U\ V � NORTH ELEVATION o Lu bb Q OVERALL HEIGHT OF BUILDING - - - - - - - - - - - - - - - - - - - - - - - - — U-I UJ V LLu 12 Lu �v- 10 Lu tL w Lu J O 3 12 ❑ ❑ !L 0 � z 2 1' 12 DORMER 2 PLATE HT. 2 V W41-4050 C, W44-4050 HEADERS 3Q6$0 _ 6 W45-265✓ - 5 _ 2 W46 2 50 W43 2650 r (� ❑ ~co v • 12 r i _ _ 7_ NLa _ � r 2 1/2 6 O 85M -82 10 3 a� pow ��<wo U3UYm PLATE HT. 8 oxsan Lu <_ -- -- ---- 11 ❑ a — 1 w o�.10 ° wan�LL W03-266 """ iwoo 1 — ga�wo 0-268 _ .. -- --- --- -- _ -- Vd21-2bbb _ IN22-2666 '3 2-266 1 8 9080 w= ao 0 zz -- -- — — ❑ 4 4 1-8 w iFa"o MAIN FLOOR - - - ----- -- - _ ---- ---. _— - --- —_. ogo 141/5"FLOOR SYSTEM - - — --- ------- --- - -- --- $w° PLATE HT. ---- ------ ` °a m s -<an w n4o W r yz AVG.GRADE IN _ - - YV29-3020 1N28-3020 YV21-3020 OWNER APPROVAL BUILDING FOOTPRINT CO INITIAL: 0 4 q PAGE: 3060 NEST ELEVATION — a r b' 5GALE: 1/4" = 1' -1 OF: BASEMENT FLOOR — - NE5T ELEVATION EXTERIOR OETAIL5 J. 5YKORA, GPBD DRAFTED BY: - _ FIBER CEMENT LAP SIDING. INSTALL WITH 7" EXP05URE. - 5/4 X 8" FA56IA 1/4" = 1' U.N.O. _ o CEDAR LAP 510111 INSTALL WITH 4" 5-14-1831 d REVEAL. 12 -- CULTURED STONE. TYPE AND COLOR 3 ----- — -- _4 TO BE DETERMINED. Z � U' I'L 12 2 10 -- ! 5 SHINGLE 510IN6 Q 12 b 10 ❑5 _ b 5TANDIN6 5EAM METAL ROOFING b I 70 XR R r 7 36" H16H RAILIN6 TO CODE. W54-262 W53-2620 W52-2620 _ 1 JTW n q ENCL05ED SOFFIT/ CEILING - INSTALL q ! T&6 PINE WITH NATURAL FIN15H. 10 10 � s 2 X 10 TRIM BAND - WOS-4020 WOb-4020 WO1-4020 _ a 2 X 14" FASCIA 10 a W24-3666 c W23-2666 W25-2666 3650 \ 1N2b-20bb 01-2066 0 ui LL 4 4Ll ; 'W' METAL CORNER TRIM E 3 3 � 12 ° v ty 3 Fu ! 1z U) Q O SOUTH ELEVATION 13 0 Z - W m Q 5GALE: 1/4" = 1' m I- 14 W oo . 0 m Q ry SOUTH ELEVATION Lu o Z u— Lu w N 6'-6" z - ;. - - - - - - - - - - - - - - - - - - - - - - - - - OVERALL HEIGHT OF BUILDING z' V z 12 Lu Lu —� `�. 10 5 v Lu 2 LU Lu .-12 W Lu J O ❑5 1 3 n F, �� aF ❑ (0❑ DORMER IL w m z -- _ 2 W IL PLATE HT.i I Y WINDOW HEADERS 12 -, q 2 in - - m �2OU --_ 2yO-j66 5 O g8g PLATE HT. - =.0 �`g'w Efl w3�zm W08-5020 —_ -- _. _- — - _ °W' o - 11 ,t , z W09-5060 O g&q�- _.._ �z°W�o --- -- ---- --- J& MAIN FLOOR oaF�Z -- -- -- 11 - - - -- 141/8"FLOOR5YSTEM — PLATE HT. LIA o is - 1y— AVG.GRADE IN Lu _. c0 j" BUILDING FOOTPRINT W37-3046 W36-3046 � OWNER APPROVAL 4 4 INITIAL: 42-3054 W41-3054 O W 11 — PAGE: ❑ EAST ELEVATION 6 —. BASEMENT FLOOR OF: 50ALE: 1/4" = 1' EA5T ELEVATION J. 5YKORA, GPBO _ DRAFTED BY: m 1 PW ry W _ SCALE f 1/4" = 1' U.N.O. o II f a - W 5-14-18 2P Ono W 0) � z C7 W _. --- nova � 9 O N It I- W •77 HDUB n HDUB i 0 e HDUB O E U) J 2P W o v N IL uj Ls) IY N m HDUB aCI X lal 0 O - a- - - ca III O HDUB m daQmSI ` IL to N LU2; a - 4 z tS� NOT TO SCALE \ HDU2 • ' ��51-IEARYVALL TOP CONNECTIONS O, J 1 PW ` " .n SHEARWALL TOP CONNECTION SHEARWALL TOP CONNECTION v l D� PARALLEL FRAMING PERPENDICULAR 1PW W 2PW -----ExrENVTOFoorIN6BoroMRESAR tu O O _- - O W ~ p�—l/8"ALL THREAD `. : .':. "-:' .�..�; L HDU2 LLu u NO SHEATHING SPLICE TRU55 OR RAFTER . V8"ALL THREAD w to J O ' TRU55 OR RAFTE 1 P TRUSS,RAFTER O O OR J015T W zN05HEATHING _ SPLICE - BASEMENT SHEARYSALLS � � n10R n250PlION CEILING sw-<15eao oPnon - I I I 5HEATHIN6 5PLIGE TRU55 HEEL zT _TRUSS,RAFTER l a OR J015T ® ioua , 1 pZUVV LTP40PTI0N--� �A3} ON - FLIL HT_&fGK • • Z Op00 SHEATHING _ L _ _ -.. Mz < z Vw !� 6a Vf SPLICE r¢s Duran 3 21z0X PJ/�( SHEAR WALL TYPE �3<wo CEILING SpC,50.MOPfl°" MINIMUM LENGTH OF SHEAR PANEL. �2. yyUQO IF W , CONSTRUCT ENTIRE WALL PER THIS GALLOUT. - - -- - IF "NS" MEANS NOT A SHEAR W .zALL. BUILD PER GORE MINIMUM y'==< OEFF � WSW WO TRU55 HEEL TOP OF WALL TOP OFPNLL BOTTONPLATE GALLOUT 5TUDMATERIAL NAILED&E/FIELD TOPPLATE SILL PLATE& BLOCKING AT MU05ILL ANCHOR SILL ANCHOR ■ r '�`6�u LhPALITY SHEATHING NAILS OR STUD HEIGHT STUD SPALING STUD SIZE TOP PLATE 5PLIGE CONNECTION AT LDNNEGTION AT TO FRMBN6 MAX NO SHEATHING SPLICE 51DESOFWALL SEE STDSTRUL. SPADING®STUD STUDSWEDGE UNSUPPORTED TO CONCRETE MAX SPALING III �u°orc WIND/5E15MIC MINIMUM SCREW 5IZE MAX.FT- MAX.INCHES MINIMUM MINIMUM PARALLEL PERPENDICAILAR SPACA"IN ��,j 3�' o SPECS.) 5PACIN6 IN INCH MINIMUM NAILING EDGE5 MIN.EMBED <rcoe`-z FRAMING FRAMN6 INCHES tu o o z w o m yo'T1 Ie00rwlna - blb 24' CONT.5HEATIN6 i-'¢ 10' 24" 2X4 SAWN LONTSMEATIN6 � z�zo b/12@lb" NBLLCION6 OR 518,J-BOLT OR z OR A34 OR LTP4 5/5"TITEN HD ho��� 1/16" 05B ONE SIDE. 12' 16" 2X6 SAWN 6/12®16" AT 36•MAX SEE H2.5 OR SDYNL �wza= APPLY EITHER 48"LAP W/ 16d 6" '/'U 3"WASHER 12"/4" iiFiiM�� y� 168/ 120 OR7/16" SIDE DIRECTLY 8d 16' 12" 2X6 SAWN (2)2x4 2x NA DETAL svoolO4'wixOR yozwK TO STUDS 6112�iz" (8) 16d NAIL5 5EEDEYAL MA5ASA OR •L'� Nnoz= PLYWOOD MASAP ` o 22' 12" trsxss LVL ® D1 O V oo.o b112 12" v V� 4z�� rru.�rNuss.J " - . • ♦YE�no+6.-ucEp \ --Has°Prwn LONT.SHEATIN6 GA 10' 2X4 SAWN 4/12®ib" LONTSHEATN6 �. �f�j z W �a¢o NflE u5E:].50R \.,. �� WI BLOGKIN60R 5/e•J-BOLT OR ♦,�1 mo -1/161, 05B ONE SIDE. OR A340R LTPI H25OR SD14L 5/6•TITEN HD Q(W E/)- +O ��o� 5dc146ao 12' 16" 2Xb SAWN ant®16" AT SEE "Y =<Z. 2PW APPLY EITHER 48"LAP W! 16d @Q 4" W/5"WASHER 3b"/4" 1, .�� '. C tu �2 W 490/350 0R 7/16" 510E DIRECTLY 8d (2)2X4 2x DETAIL 15600034'MAX 16, 2 X b W 5AN 4112 @ 1b" pRMA5AOR(5) 16d NAIL5 SEE DETAL Ar "� PLYWOOD TO STUDS D1 O MASAP 22' 1.'15 X 5.5 LVL 4/12 0 16^ 5Y J0I5T 5HEATHIN6 M OWNER APPROVAL 5/&"J-BOLT OR 10' 24" 2 X 4 SAWN �-SHEAnN6 cONT.SHEwrIN6 I' �� OR A34 OR LTP4 K BLOLKIN6 OR OV RIM JOIST 1/2" OR 5/8" 4/4®24 y4/3•WASHER '12"/4" 5GW` BOTH Sd FOR 1/2" 14' 16" 2 X 4 SAWN 4/4 @ 16• (2)2X 4 48"LAP W/ Ar 36•MAX SEE H2.5 aR sw4c 1!bd Q b° 5/6'TITEN NO `�astF� INITIAL: SIDES 16' 16" 2 X b SAWN (8)16d NAILS NA D1 SEE DETAt/--� MASAP AOR PAGE: `J 220/220 DRYWALL 6d FOR 5/8" DETA L V +� p 5PLIGEV r { na� //t p SHEATHIN 1�G E+SI.S sue. 15 Falt 5T2AlG't s. OF: J. 5YKORA, GPBO _ DRAFTED BY: m 1 PW ry W _ SCALE f 1/4" = 1' U.N.O. o II f a - W 5-14-18 2P Ono W 0) � z C7 W _. --- nova � 9 O N It I- W •77 HDUB n HDUB i 0 e HDUB O E U) J 2P W o v N IL uj Ls) IY N m HDUB aCI X lal 0 O - a- - - ca III O HDUB m daQmSI ` IL to N LU2; a - 4 z tS� NOT TO SCALE \ HDU2 • ' ��51-IEARYVALL TOP CONNECTIONS O, J 1 PW ` " .n SHEARWALL TOP CONNECTION SHEARWALL TOP CONNECTION v l D� PARALLEL FRAMING PERPENDICULAR 1PW W 2PW -----ExrENVTOFoorIN6BoroMRESAR tu O O _- - O W ~ p�—l/8"ALL THREAD `. : .':. "-:' .�..�; L HDU2 LLu u NO SHEATHING SPLICE TRU55 OR RAFTER . V8"ALL THREAD w to J O ' TRU55 OR RAFTE 1 P TRUSS,RAFTER O O OR J015T W zN05HEATHING _ SPLICE - BASEMENT SHEARYSALLS � � n10R n250PlION CEILING sw-<15eao oPnon - I I I 5HEATHIN6 5PLIGE TRU55 HEEL zT _TRUSS,RAFTER l a OR J015T ® ioua , 1 pZUVV LTP40PTI0N--� �A3} ON - FLIL HT_&fGK • • Z Op00 SHEATHING _ L _ _ -.. Mz < z Vw !� 6a Vf SPLICE r¢s Duran 3 21z0X PJ/�( SHEAR WALL TYPE �3<wo CEILING SpC,50.MOPfl°" MINIMUM LENGTH OF SHEAR PANEL. �2. yyUQO IF W , CONSTRUCT ENTIRE WALL PER THIS GALLOUT. - - -- - IF "NS" MEANS NOT A SHEAR W .zALL. BUILD PER GORE MINIMUM y'==< OEFF � WSW WO TRU55 HEEL TOP OF WALL TOP OFPNLL BOTTONPLATE GALLOUT 5TUDMATERIAL NAILED&E/FIELD TOPPLATE SILL PLATE& BLOCKING AT MU05ILL ANCHOR SILL ANCHOR ■ r '�`6�u LhPALITY SHEATHING NAILS OR STUD HEIGHT STUD SPALING STUD SIZE TOP PLATE 5PLIGE CONNECTION AT LDNNEGTION AT TO FRMBN6 MAX NO SHEATHING SPLICE 51DESOFWALL SEE STDSTRUL. SPADING®STUD STUDSWEDGE UNSUPPORTED TO CONCRETE MAX SPALING III �u°orc WIND/5E15MIC MINIMUM SCREW 5IZE MAX.FT- MAX.INCHES MINIMUM MINIMUM PARALLEL PERPENDICAILAR SPACA"IN ��,j 3�' o SPECS.) 5PACIN6 IN INCH MINIMUM NAILING EDGE5 MIN.EMBED <rcoe`-z FRAMING FRAMN6 INCHES tu o o z w o m yo'T1 Ie00rwlna - blb 24' CONT.5HEATIN6 i-'¢ 10' 24" 2X4 SAWN LONTSMEATIN6 � z�zo b/12@lb" NBLLCION6 OR 518,J-BOLT OR z OR A34 OR LTP4 5/5"TITEN HD ho��� 1/16" 05B ONE SIDE. 12' 16" 2X6 SAWN 6/12®16" AT 36•MAX SEE H2.5 OR SDYNL �wza= APPLY EITHER 48"LAP W/ 16d 6" '/'U 3"WASHER 12"/4" iiFiiM�� y� 168/ 120 OR7/16" SIDE DIRECTLY 8d 16' 12" 2X6 SAWN (2)2x4 2x NA DETAL svoolO4'wixOR yozwK TO STUDS 6112�iz" (8) 16d NAIL5 5EEDEYAL MA5ASA OR •L'� Nnoz= PLYWOOD MASAP ` o 22' 12" trsxss LVL ® D1 O V oo.o b112 12" v V� 4z�� rru.�rNuss.J " - . • ♦YE�no+6.-ucEp \ --Has°Prwn LONT.SHEATIN6 GA 10' 2X4 SAWN 4/12®ib" LONTSHEATN6 �. �f�j z W �a¢o NflE u5E:].50R \.,. �� WI BLOGKIN60R 5/e•J-BOLT OR ♦,�1 mo -1/161, 05B ONE SIDE. OR A340R LTPI H25OR SD14L 5/6•TITEN HD Q(W E/)- +O ��o� 5dc146ao 12' 16" 2Xb SAWN ant®16" AT SEE "Y =<Z. 2PW APPLY EITHER 48"LAP W! 16d @Q 4" W/5"WASHER 3b"/4" 1, .�� '. C tu �2 W 490/350 0R 7/16" 510E DIRECTLY 8d (2)2X4 2x DETAIL 15600034'MAX 16, 2 X b W 5AN 4112 @ 1b" pRMA5AOR(5) 16d NAIL5 SEE DETAL Ar "� PLYWOOD TO STUDS D1 O MASAP 22' 1.'15 X 5.5 LVL 4/12 0 16^ 5Y J0I5T 5HEATHIN6 M OWNER APPROVAL 5/&"J-BOLT OR 10' 24" 2 X 4 SAWN �-SHEAnN6 cONT.SHEwrIN6 I' �� OR A34 OR LTP4 K BLOLKIN6 OR OV RIM JOIST 1/2" OR 5/8" 4/4®24 y4/3•WASHER '12"/4" 5GW` BOTH Sd FOR 1/2" 14' 16" 2 X 4 SAWN 4/4 @ 16• (2)2X 4 48"LAP W/ Ar 36•MAX SEE H2.5 aR sw4c 1!bd Q b° 5/6'TITEN NO `�astF� INITIAL: SIDES 16' 16" 2 X b SAWN (8)16d NAILS NA D1 SEE DETAt/--� MASAP AOR PAGE: `J 220/220 DRYWALL 6d FOR 5/8" DETA L V +� p 5PLIGEV r { na� //t p SHEATHIN 1�G E+SI.S sue. 15 Falt 5T2AlG't s. OF: J. 5YKORA, GPBD DRAFTEr .4", _ o 5HEAR WALL TYPE ry _ r MINIMUM LENGTH OF 5HEAR PANEL. SG,4LE f IF " W" , CONSTRUCT ENTIRE WALL PER THI5 CALLOUT. 1/4" = 1' U.N.O. a 0 IF "N5" MEAN5 NOT A 5HEAR WALL. BUILD PER CODE MINIMUM 0 1P ... ; r STUD MATERIAL NAIL EDGE/FIELD TOP PLATE TOP OF WALL TOP OF WALL BOTTOM PLATE --- - - _ -- I_ W GALLOUT GAPhGItt SHEATHING NAILS OR STUD HEIGHT STUD SPACING STUD SIZE TOP PLATE SILL PLATE 8 BLOCKING AT MUDSILL ANCHOR SILL ANCHOR CONNECTION AT CONNECTION AT TO FRAMING MAX 5-14-18 SIDES OF WALL (SEE STD S.) SPADING IN STUD SPLICE STUDS W/EDGE UNSUPPORTED TO CONCRETE MAX SPADING WINO/SEISMIC MINIMUM SCREW SIZE MAX.FT. MA%.INCHES MINIMUM SPECS.) SPACING IN INCH MINIMUM MINIMUM NAILING EDGES PARALLEL PERIDULAR SPADING IN MIN.EMBED FRAM d FRAMING FRAMING INCHES 10, 24" 2 X 4 5AW 15112 1 N GONT.5HEATIN6 CONT.SHEAi1NG 6/12 b" NU BLOCKING OR 5/8"J-BOLT OR OR A34 OR LTF4 5/6"TITEN HD 1/16" O B ONE SIDE 12' 16" 2 X 6 SAWN 6/12®16" AT 56"MAX SEE H2.5 OR SDWG 48"LAP W/ NA 15600 @ 24"MAX 1 bd @ 6" 3"WASHER 12"/4" i P� APPLY EITHER 8d (2)2X 4 2X DETAIL O OR MASA OR I,y 168 1120 OR 1/16" SIDE DIRECTLY 16, 12" 2 X 6 SAWN 6/12 @ 17 (8)1bd NAILS SEE DETAIL 0) MASAP Z PLYWOOD TO STUDS 22' 12" 1.15X5.5 LVL 6112®/7 D1 D2 10, 2 X 4 SAWN 4112®16" GONT 5HEATIN6 CONT.5HEATIN6 OR (n VJI BLOCKING OR 5W J-BOLT D 1/1b° OSB ONE 510E. AT 36'MXSEE A34 OR H2.5OR50W6 5/B"TITENHD W /2PW APPLY EITHER 12' 16" 2 X 6 SAWN ant®16" 48"LAP WI DETAIL AX SEE l bd @ 4" I R MA ASHER 36"/4" I I 490/350 OR 1/16" 51DE DIRECTLY Sd (2)2x 4 2X DETAIL SEE ®24"MAX 16' 2X6 SAWN ant@1e (8) ibd NAILS SEE DETAIL OR MASA OR PLYWOOD TO STUDS 221 D1 D2 MASAP 1.T5X5.5 LVL anz�16" �• 10, 24" 2 X 4 5AWN GONT.SHEATING 3 5GW 1/2" OR 5/B" BOTH OR A35HEATIN6 5/8"J-BOLTOR x 4/4®24" OR A34 OR lTP4 �"�BLOCKING OR 5d FOR 1/2" 14' 1 b" 2 X 4 SAWN q/q®16^ (2)2x 4 AT 36"MA%SEE H2.5 OR 5DWC 1 bd @ 6° 516"TITEN HD A 48"LAP W/ W/3"WASHER 12"(4" r W DRYWALL SIDES 2X NA DETAIL 15600®24"MAX 9 220/220 bd FOR 515" 16, 16" 2 X 6 SAWN (5)16d NAILS D1 SEE DETA� OR MASA OR �. D2 MASAP a a 5 1 PW ROOF TO BOTTOM OF e LEDGER MINIMUM o a L- -- � a a J 1P --- 11F=6514 STRONG WALL 55 ON UPPER °v 2PW s yl LEVEL FRAMED FLOOR NOT TO SCALE - G514 tV :3 1/16 05B SHEATHING 2PW * 2P 51MP50N 5TRONG-WALL 58 O 1 PW W Jnj PER GALLOUT TYVEK HOUSE WRAP O y�j It 2 Xb WALL SIDING MATERIAL LL Lu Q 1/2"5HEETROCK z m 111 I 314"O58 SUBFLOOR ANCHOR BOLTS W a ED 0 U) UPPER FLOOR SHEAR6ALLS PER a m < ry .. HGA10 . Q o � L _ O GOU6E RIM �yI NECE55ARYA5 CL Q m SI FOR ANCHOR BOLT lu - - 2P 11 l/8" BGI FLOOR J015T '41%4'k I W EXTRA RIM BLOCKIN Lu .` ; r� G514 2PW ul WE r �, - - W lZl.l 2W G514 SIDE VIEWul v (ss/r SIMPSON STRONG-WALLS PER GALLOUT � A/ w J O J . HGA10 7_ 0 EXTRA ii RIM BLOCK A STUD STUD STUD \,J kl �I 0 W 6514_ ANGHORBOLTS ] II LL PER CALLOUT ZyOUw G514 N3UYm w 2PW 556 FRONT VIEW o Z. W�NN W W 1P y goo W O < rA_, wwwo FIMPSON STRONGESIN I NOTES iiiFFFF�� �"i LL WOOD 5HEAR WALL: USE W5W18. WIDTH=lW.HEIGHT,SEE BELOW. O 9-Z HEIGHT:BOTTOM PLATE TO TOP PLATE.OKAY TO ORDER W5W LONG AND GUT TO HEIGHT AS LU J -�wmwo NECESSARY. �62. Lu wS-NK z33oo 2P 16NMENT:IF U51NG TRIMMER, NAIL 2X TRIMMER TO W5W FOR HEADER SUPPORT.TRIMMER W Zw�QQ CREATES EDGE OF ROUGH OPENING.MAY USE MUG IN LIEU OF TRIMMER,IN THIS CASE WSW z CREATES EDGE OF ROUGH OPENING.REMAINDER OF WALL SECTION MAY BE FILLED IN WITH Z GA mow'" STANDARD FRAMING. P051TION TO ALIGN WITH OUTSIDE(EXTERIOR)FACE OF STUDS. FURR-OUT AS NECE5 AARY TO ti �O W P AS��CtPO `/ z m i Q o oo FLUSH UP W W WITH REMAINDER OF ALL. U THAT COME WITH THE CONNECT TOP OF W5W TO DOUBLE TOP PLATE WITH 505 CONNECTORS �'' sj, H H R+a q 4 � SHEATHING:SHEATHE HEADER,WSW,AND WALL, FROM MUD BILL TO ROOF SIMILAR TO 2PW. -- • z SIMP50N STRONG WALL BOTTOM CONNECTION:CONNECT INTEGRAL HOEDOWNS AT STRON6 WALL BOTTOM WITH T/8' 48673 F_ WSW18. USE 18"WIDTHALL-THREAD OF SUFFICIENT LENGTH TO EXTEND TO FOOTING BOTTOM REBAR. - 1 OWNER APPROVAL USE 2,HGA10,BOTTOM PLATE TO WSW. kN�IAL .; 1 PW 1 EAD DET AIL. THROUGH FLOOR CAVITY AND W BELOW.USE BELO USE EXTRA RIM BLOCK INITIAL: AS 5HO W rurn *' `'f' PAGE: USE TWO STUDS,MIN.AT EACH ANCHOR BOLT IN WALL BELOW. OKAY TO USE COUPLER NUT(5)A5 NEEDED TO CONNECT SEGMENTS OF ALL-THREAD. TFOOTING,5UGGE5TU51NG ANCHOR BOLT TEMPLATE,WSW-AB. (ed �erlL. 1j`d�1,J,C:LdI., Alb MAIN FLOOR S H E>$R1N>4L LS L-THREAD TO EXTEND TO FOOTING BOTTOM REBAR AND TERMINATE WITH A DOUBLE NUT AND 3"X.25"WA5HER. AFTER INSTALLATION TIGHTEN ALL-THREAD TO A VERY TIGHT CONDITION,AT LEAST 50 FT-LB OF. ORQUE. PREFAB kNOOD PRODUCTS PRE-FAB FRAMINO GONNECTOR5 CONVENTIONAL HOOD FRAMING FOUNDATION5 / CONCRETE GENERAL NOTE5 J. SYKORA, GPBD PREFABRICATED TRUSSES. WHERE SHOWN ON THE PLANS, MANUFACTURER: SIMPSON BRAND 15 SPECIFIED, HOWEVER ANY OTHER GENERAL CONSTRUCTION: PREDRILL ALL NAIL HOLES WHERE REQUIRED TO AVOID SPLITTING. CONNECT GEOTEGHNIGAL REPORT: CGI 15 NOT AYVARE OF A GEOTECHNIGAL REPORT FOR THI5 PROJECT. GGI BA515 OF DESIGN-APPLICABLE CODES: ry ALL WOOD MEMBERS PER THE PLANS AND APPLICABLE BUILDING CODE. WHERE STRUCTURAL PLANS DO STRONGLY RECOMMENDS THAT A GEOTEGHNICAL REPORT BE PERFORMED BY QUALIFIED CQ.DE. THE DESIGNS HEREIN ARE PREPARED IN ACCORDANCE ALL PREFABRICATED STRUCTURAL ROOFING MEMBERS NATIONALLY RECOGNIZED BRAND MAY BE USED PROVIDED THAT THEY ARE m SHALL BE DESIGNED BY A CERTIFIED PROFESSIONAL EQUIVALENT IN THEIR ABILITY TO CARRY ALL APPLIED LOADS IN ALL NOT SPECIFICALLY ADDRESS A STRUCTURAL ELEMENT, CONSTRUCT SAID ELEMENT PER MINIMUM GEOTECHNIGAL ENGINEER FOR ALL CONSTRUCTION PROJECTS. SOILS ANALY515 AND GEOTEGHNIGAL WITH THE 2015 IBC. CONSTRUCTION SHALL CONFORM WITH THE or ENGINEER. THE PREFABRICATED STRUCTURAL ROOFING ORIENTATIONS. BUILDING CODE. ENGINEERING ARE NOT A SPECIALTY OF GGI. GGI DEPEN05 ON OTHERS FOR THE PROVI5ION OF SOILS MOST REGENT BUILDING CODE ADOPTED BY THE APPROVING �4„ _ �, U.N.O. FRAMING MATERIAL.ALL SAWN FRAMING LUMBER, NOT INCLUDING BEAMS, POSTS, AND COLUMNS, SHALL DATA, WHICH INCLUDES BUT 15 NOT LIMITED TO:ALLOWABLE BEARING CAPACITY, LIQUEFACTION JURISDICTION. DESIGNER SHALL PROVIDE TO THE CONTRACTOR STAMPED INSTALLATION: THE CONTRACTOR SHALL INSTALL ALL PREFABRICATED ITEMS BE SPRUCE PINE FIR, HEM FIR, OR DOU6LA5 FIR- LARCH, NUMBER 2 OR BETTER, UNLE55 OTHERWI5E POTENTIAL, SLOPE STABILITY, ACTIVE AND PASSIVE LATERAL PRESSURES, INTERNAL FRICTION ANGLE, CALCULATIONS. THE CALCULATIONS INCLUDED HEREIN ARE d DESIGN DRAWINGS WITH APPROPRIATE NOTES 5HOWIN6 IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS MEMBER SIZES, FORGES, INSTALLATION PROCEDURES, AND REQUIREMENTS. THE LOAD CARRYING CAPACITY OF THE PREFABRICATED SHOW W W N.ALL SAWN WOOD SHALL HAVE MOISTURE CONTENT LE55 THAN 25%. AND COHESION. IN THE ABSENCE OF A GEOTEGHNIGAL REPORT GGI WILL MAKE ASSUMPTIONS REGARDING ONLY TH05E REQUIRED TO ENSURE COMPLIANCE WITH CODE. BEAMS AND POSTS.ALL 5AWN STRUCTURAL BEAMS, HEADERS, AND POSTS SHALL BE DOUG FIR LARCH NO 501L PARAMETERS, HOWEVER, GGI TAKES NO RESPONSIBILITY OR LIABILITY FOR FUTURE SETTLEMENT, OR HE DO NOT INTEND TO COMPUTE EVERY STRUCTURAL ELEMENT d BLOCKING, BRACING, ETC. ITEM CANNOT BE GUARANTEED IF THI5 PROVISION 15 NOT ADHERED TO. NAILS 2 OR BETTER, EXCEPT WHERE EXPOSED TO WEATHER AND SPECIFIED AS PT(PRESSURE TREATED) MAY BE DAMAGE OR INJURY DUE TO EARTH MOVEMENT OR FAILURE OF ANY KIND. NOR EVERY LOAD COMBINATION. MUCH OF OUR ANALY515 IS "BI" ENGINEERED WOOD-GENERAL. THESE PRODUCTS MUST BE AND 50REN5 WHIGH WILL BE EXP05ED TO WEATHER SHALL BE GALVANIZED HEM FIR NO. 2 OR BETTER. GLULAMS, PSL5, LVLS, ETC. SHALL BE PER PREFABRICATED WOOD PRODUCTS STRUCTURAL FILL: "STRUCTURAL FILL"SHALL BE GRANULAR MATERIAL CONFORMING TO LOCAL OR STATE (BY INSPECTION.) PROVIDED, STORED, AND INSTALLED IN ACCORDANCE WITH OR 5TAINLF55 STEEL. IF INSTALLATION R15K5 CRACKING OF WOOD, CONTACT SECTION BELOW. HIGHWAY SPECIFICATIONS FOR IMPORTED ROAD BASE OR SUB BASE; OR USE SAND OR OTHER GLEAN ABBREVIATIONS: MANUFACTURER'S RECOMMENDATIONS. FAILURE TO DO THIS ENGINEER FOR ALTERNATE NAILING AND/OR ALTERNATE CONNECTOR. NAILS: NAILS GALLED OUT HEREIN ARE "COMMON"SIZES, I.E. 16D, 120, 100, 8D. SMALLER DIAMETER, GRANULAR MATERIALS NO LARGER THAN PEA GRAVEL.ALL STRUCTURAL FILL MUST BE COMPACTED PER MAY VOID THE WARRANTY AND DIMIN15H LOAD GARRYIN6 SIMPSON BOB WOOD SCREWS. WHERE SPECIFIED, INSTALL PER 51MILAR LENGTH NAIL GUN NAILS MAY BE SUBSTITUTED PROVIDED 50% MORE NAILS ARE USED. FOR THE FOLLOWING SECTION. LIMITED 56OPE OF CONSULTANT'S WORK: z CAPACITY. ANY NATIONALLY-RECOGNIZED BRAND THAT MANUFACTURER'S RECOMMENDATIONS. IN GENERAL THESE DO NOT NEED EXAMPLE IF 8, 1bO ARE GALLED OUT, THE NUMBER OF 51MILAR LENGTH .131 DIAMETER NAIL GUN NAILS NON-STRUCTURAL FILL: "NON-5TRUGTURAL FILL" 15 501L (NATIVE OR IMPORTED)WITHOUT: ORGANIC CONSULTANT. THE CONSULTANT IN RESPONSIBLE CHARGE OF 0 MEETS THE BELOW SPECIFICATIONS 15 ACCEPTABLE. PILOT HOLES. HOWEVER, IF WOOD 15 OLD AND OR VERY DRY PILOT HOLES REQUIRED 15 8*1.5 = 12.AS ANOTHER EXAMPLE IF 16D NAILS ARE GALLED OUT AT 4" SPACING, THE SPACING MATERIALS; ROC K5 AND LUMPS GREATER THAN 3" IN ANY DIMENSION; TRASH; AND THE LIKE. IF USED AS THE WORK INDICATED HEREIN 15 TIM K. GARRISON, P.E., DOING w I-BEAM COMPOSITE WEB/ FLANGE JOIST PRODUCTS. THE MAY BE REQUIRED TO AVOID SPLITTING. USE LENGTH AS SPECIFIED IN PLANS OF SIMILAR LENGTH, NARROWER NAIL GUN NAILS SHALL BE 4/1.5 =2.7. COMPACTED FILL, IT MUST BE COMPACTED PER THE FOLLOWING SECTION. BU51NE55 AS CONSTRUGTIONCALG, ING,, HEREAFTER INDICATED CONTRACTOR SHALL INSTALL THE I-JOIST PRODUCTS BUT NEVER LESS THAN REQUIRED TO ENSURE FULL STRENGTH. SHEAR WALLS:WALLS GALLED OUT AS SHEAR NALL5 ON THE PLAN SHALL BE CONSTRUCTED PER THE COMPACTION: PLACE ALL FILL MATERIALS IN LIFTS NOT EXCEEDING 6-INGHE5. COMPACT USING AS COMPLETE WITH WEB STIFFENERS AND OTHER BLOCKING / SIMPSON SO WOOD SCREWS. W W WITH M05T 51MP50N CONNECTORS, 5TRUGTURAL SHEAR ALL TABLE HEREIN USING MATERIALS DESIGNATED FOR LATERAL LOAD RESISTANCE MEGHANIGAL (VIBRATORY OR IMPACT) METHODS. SCOPE OF CONSULTANT'S WORK. THE SCOPE OF WORK OF GGI s BRACING AS 5HOWN ON THE PLANS AND /OR AS CONTRACTOR MAY USE SD9 IN LIEU OF 10D NAILS,AND/ OR 5D10 IN LIEU OF BY NATIONALLY-APPROVED MANUFACTURERS. ALL SHEAR HALL5 MUST BE POSITIVELY GONNECTED AT IN PAVED AREAS AND UNDER STRUCTURES, USE STRUCTURAL BAGKFILL COMPACTED TO 95% RELATIVE 15 LIMITED TO STRUCTURAL ANALYSIS OF A NEW SINGLE-FAMILY s RECOMMENDED BY THE MANUFACTURER. 16D NAILS. THESE ARE PROVIDED IN 1-1/2"AND 2-1/2" LENGTHS. USE THE TOP AND BOTTOM TO DIAPHRAGMS. ViALLS NOT SPECIFICALLY GALLED OUT, OR LABLED"NS"ARE NOT COMPACTION. RE51DENGE AND DETACHED GARAGE. GGI TAKES A PSI (PARALLEL STRAND LUMBER)AND VERSA-LAM. USE LENGTH NECESSARY FOR FULL PENETRATION INTO THE MEMBER(5) INTENDED AS SHEAR HALL5 AND SHALL BE BUILT PER MINIMUM CODE. IN NON-PAVED OR NON-FOOTING AREAS USE STRUCTURAL BAGKFILL OR NATIVE BAGKFILL MINUS ROCKS, RESPONSIBILITY ONLY FOR ITEMS SPECIFICALLY ADDRESSED IN MINIMUM 2.OE, 2,900 P51 MINIMUM ALLOWABLE BENDING CONNECTED. 5HEATHIN6. "PH"NIALL5, USE PLYWOOD OR 055, MINIMUM THICKNE55 AND NAILING A5 INDICATED IN LUMPS,AND ORGANIC MATTER, COMPACTED TO 92% RELATIVE COMPACTION. OUR ORAWIN65 AND CALCULATIONS. CONSTRUCTED ITEMS NOT SHEAR WALL TABLE, ORIENTED EITHER DIRECTION. "GH"WALLS ARE DRYWALL SHEAR WALLS, USE PER WHERE PIPES ENTER AND EXIT STRUCTURES (DISTRIBUTION BOXES, UTILITY BOXES, CATCH BASINS, SPECIFICALLY ADDRESSED HEREIN SHALL BE BUILT PER < STRESS. s LVL (LAMINATED VENEER LUMBER). USE MINIMUM 1.9E, 2,600 SHEAR WALL TABLE. MANHOLES, ETC.)USE STRUGTURAL FILL AROUND THE STRUCTURE. CAREFULLY PLACE AND COMPACT TO MINIMUM CODE. SHEATHING JOINT5. USE BLOCKING BEHIND JOINTS IF INDICATED IN THE SHEAR WALL TABLE. WITH "PH" 95% RELATIVE COMPACTION UNDER AND AROUND ALL PIPES. LOADS P51 MINIMUM ALLOWABLE BENDING STRESS. AND "GH"VdALLS, NO SHEATHING JOINTS ARE ALLOWED WITHIN 2-FEET IN ANY DIRECTION OF A DOOR OR WHEN ROOTS, ROCKS, OR OTHER UNDESIRABLE MATERIALS CAUSE OVER-EXCAVATION, FILL OVER- FOLLOWING ARE THE LOADS USED FOR THE SUBJECT DESIGN / I I SJ (LAMINATED STRAND LUMBER), USE MINIMUM 1.3E, 1,100 WINDOW CORNER. EXCAVATION AND COMPACT PER THE ABOVE. ANALY515: c P51 MINIMUM ALLOWABLE BENDING STRESS. MULTIPLE PLY MEMBERS. FOUNDATIONS FOOTINGS ON SOIL:ALL FOOTINGS AND FOUNDATIONS TO BEAR ON UNDISTURBED44 GLUE-LAMINATED TIMBERS. UNLE55 OTHERWISE NOTED, ALL TRIMMERS, KING 571UD5, HEADE'R5. WHERE MORE THAN ONE 2X 15 PLACED A6AIN5T ANOTHER AND USED EXISTING SOIL OR STRUCTURAL FILL. ALL ORGANIC AND DELETERIOUS MATERIAL BENEATH FOOTINGS AND O ROOF LIVE:20 P5F. GLULAM BEAMS SHALL BE 24F-V4 DF/DF. ANY THAT SPAN A5 A MULTIPLE PLY KING STUD, TRIMMER, OR HEADER, CONNECT ALL PLIES WITH 16D AT 4" OG, FOUNDATIONS TO BE REMOVED AND REPLACED WITH STRUCTURAL FILL. BOTTOM OF FOOTINC75 TO BE O ROOF + CEILING DEAD: 15 PSF CONTINUOUSLY OVER ONE OR MORE INTERIOR SUPPORTS STAGGERED. BELOW LOCALLY PRESCRIBED FR05T ZONE, NOT LE55 THAN 12". O ROOF + CEILING DEAD, INCLUDES 3 P5F FOR SOLAR PANELS: OR ARE CANTILEVERED, USE 24F-V8 DF/DF. USE INDUSTRIAL BEAMS, GOLUMN5. WHERE MORE THAN ONE 2X, OR LVL, OR LBL 15 PLACED AGAINST ANOTHER AND USED FOUNDATIONS FOOTIN65 ON ROCK: WHERE FOOTINGS BEAR ON ROCK, GLEAN THE ROCK FREE OF L005E 15 P5F. APPEARANCE GRADE, UNLESS V15UALLY EXPOSED TO AS A MULTIPLE PLY BEAM OR COLUMN, CONNECT ALL PLIES WITH GLUE AND 2, 1bO AT 4" SPACING. ROCK, DIRT, MOSS, DEBRIS, OR OTHER DELETERIOUS SUBSTANCES. PRESSURE YdA5H AS NECESSARY. 0 ROOF 5NOW: 25 P5F INTERIOR LIVING SPACE USE ARCHITECTURAL APPEARANCE GLUE.UE. WHERE SPECIFIED, WOOD GLUE SHALL BE COMMERCIAL GRADE WITH MINIMUM SHEAR STRENGTH USE BONDING AGENT PRIOR TO POURING CONCRETE ON ROCK. WHERE ROCK 15 SLOPED LE55 THAN 3:1 O FLOOR LIVE:40 P5F GRADE. OF 450 P51 AT 28 DAYS. USE LIQUID NAILS LN-940 OR EQUIVALENT. PREP AND APPLY PER MANUFACTURER'S (18-DEGREE5), NO DOWEL5 INTO ROCK ARE NECESSARY. O FLOOR DEAD, STANDARD FLOORING: 15 PSF PRESSURE TREATED (PT) GLULAMS SHALL BE NOT LESS THAN RECOMMENDATIONS. WHERE ROCK 15 SLOPED 3:1 (18-DE6REE5) OR GREATER(UP TO 45-DEGREES MAX), USE#4 X 18" LONG 0 FLOOR DEAD, 1.5"GYPCRETE:27 P5F. E 10% WEAKER THAN THE ABOVE IN BENDING, SHEAR, AND WINDOW AND DOOR OPENINGS. OOWEL5 ROTOHAMMERED MIN., 8" INTO SOLID ROCK. ROTOHAMMERED HOLES TO BE Y DIAMETER, O DECK LIVE: 40 P5F MODULUS OF ELASTICITY, USING SUITABLE WOOD SPECIES HEADER. USE MINIMUM 51ZE AS GALLED OUT ON PLANS. ALL HEADERS SHALL BE INSTALLED WITH THEIR PERPENDICULAR TO FACE OF ROCK. NO EPDXY 15 NECESSARY. DONEL5 TO BE LOCATED AS FOLLOWS: O DECK DEAD, 2" CONCRETE PAVERS: 32 P5F. p FOR PRESSURE TREATING. TALL DIMENSION VERTICAL. IF HEADER 15 LE55 THAN 3 INCHES HIDE (I.E.A SINGLE 2X OR SINGLE LVL) USE O FOR CONTINUOUS FOOTINGS, USE DONEL WITHIN b" OF ENDS, CORNERS, AND INTER5EGTION5 AND AT 0 EXTERIOR WALL DEAD: 10 P5F .5 ry � ALL GLULAMS SHALL BE MANUFACTURED BY AN AITG A FLAT 2X NAILED TO THE BOTTOM OF HEADER IN AN "L" CONFIGURATION KITH 16D AT 4" MAX SPACING. IF 36" OG MAX SPACING. DOWELSW TO BE CENTERED ON 5TEMYSIALL. O INTERIOR ALL DEAD: 7 PSF a�APPROVED FABRICATOR. STORE AND INSTALL IN NO HEADER 15 SPECIFIED, THE ALL IS A55UMED NON-LOAD BEARING AND VdALL TOP PLATE MAY SERVE AS 0 FOR PAD FOOTINGS, USE THREE DO W W U) .ELS SPACED 8"APART, CENTERED ON FOOTING IF DONEL i5 0 SEISMIC, FACTORS: 55= 1.095, 51= 0.435. V ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. THE HEADER. TOO LONG TO FIT IN FOOTING, BEND A5 NECE55ARY TO PROVIDE 2" COVER AT TOP AND/OR 51DE(5). 0 SEISMIC DES CATEGORY: "D" Q MULTIPLEADJAGENTOPENIN65. WHERE ADJACENT DOOR OR WINDOW OPENINC75 OCCUR IN A WALL, SLABS ON GRADE. 5UBGRADE SELON SLABS SHALL BE SIMILAR TO THE ABOVE.A LAYER OF FREE 0 NINO EXPOSURE 'D', 3-5EG GUST: 120 MPH. LL U 9 HEADERS FOR EACH OPENING SHALL BE INDIVIDUAL MEMBERS KITH FULL-HEIGHT KING STUDS BETWEEN DRAINING MATERIAL AND A SUITABLE VAPOR BARRIER(DESIGNED BY OTHERS)ARE RECOMMENDED FOR O ASSUMED ALLOWABLE SOIL BEARING PRE55URE: 2,000 P5F. Z a m THEM. EACH HEADER SHALL USE THE NUMBER OF KING STUDS SPECIFIED BELON OR IN THE STRUCTURAL ALL INTERIOR SLABS. Lu (3 CALLOUT5. FOOTING DRAINS. FOOTING DRAINS, WITH WASHED DRAIN ROCK OR MIRA DRAIN OR EQUIVALENT a cp ry 1 n TRIMMERS,AKA JACK STUDS. USE SIZE (OR LARGER) PER STRUCTURAL CALLOUTS. CONGEALED FLANGE EXTENDING TO FINISHED GRADE, SHALL BE PROVIDED AT THE BASE OF ALL FOOTINGS AND RETAINING SINGLE PROJECT: O Z I HANGER OF 51MILAR BEARING LENGTH AND CAPACITY MAY BE SUBSTITUTED FOR TRIMMER. WALLS NHICH WILL HAVE EARTH PLACED AGAINST THEM. FOOTING DRAINS SHALL BE 4" PERFORATED PIPE THE CALCULATIONS, DRAWING5, NOTES, SPECIFICATIONS, AND/ c0 !L Q m � KING 5TUD5. UNLESS OTHERHI5E SHOWN ON PLANS USE THE FOLLOWING. THESE MUST BE FULL-HEIGHT, ROUTED DOHNGRADIENT TO DAYLIGHT, UNLE55 OTHERWISE SPECIFIED. OR TABLES PREPARED BY GGI ARE VALID ONLY FOR THE BOTTOM PLATE TO TOP PLATE, IE DIAPHRAGM TO DIAPHRAGM. STANDARD CONCRETE: PROJEGT INDICATED HEREIN. THESE DOCUMENTS ARE NOT •* OPENING LE55 THAN b'NIDE-USE MIN., ONE KING STUD EACH END OF HEADER. STANDARD CONCRETE. CONCRETE FOR FOOTINGS, SLABS,AND WALLS SHALL ATTAIN A MINIMUM 28 DAY VALID,ARE NOT APPLICABLE TO,AND SHALL NOT BE USED FOR Lu •* OPENING 6.1'NIDE TO 9'NIDE-USE MIN., TWO KING STUDS EACH END OF HEADER. STRENGTH OF PC =2,500 P51 UNLESS OTHERWISE NOTED ON PLANS. MINIMUM GEMENT GONTENT = 5 ANY OTHER PROJECT AT ANY OTHER LOCATION. l l •* OPENING 9.1'NIDE TO 16 NIDE, USE MIN., THREE KING STUDS EACH END OF HEADER. SACKS PER CUBIC YARD. MAXIMUM YVATER/CEMENT RATIO SHALL BE 0.45. ALL MATERIALS SHALL BE IN COMPETENT CONSTRUCTION PERSONNEL/SAFETY: O 0I5GON7INIJOU6 TOPPLATE.WHERE WALL TOP PLATES ARE GUT, OMITTED, OR OTHER 415E ACCORDANCE KITH AGI 316, LATEST EDITION. MIXING AND PLACING OF ALL CONCRETE TO BE IN ONLY COMPETENT PERSONNEL FAMILIAR WITH CONSTRUCTION Z Lu DISCONTINUOUS AT A HEADER, THE END OF THE HEADER SHALL BE CONNECTED TO THE REMAINING TOP ACCORDANCE KITH IBC AND AGI 304, LATEST EDITION. AND SAFETY PRACTICES GERMANE TO THE PROJECT 5HOHN tL PLATE BEYOND KITH A HORIZONTAL 0518 STRAP KITH MINIMUM 12" LENGTH ON THE HEADER AND 12" ADMIXTURES. INDUSTRY RECOGNIZED AND APPROVED ADMIXTURES AFFECTING SET TIME, FLOHABILITY, HEREIN SHOULD BE EMPLOYED TO ASSEMBLE AND CONSTRUCT J LENGTH ON THE TOP PLATE BEYOND. STRAP MAY BE ON TOP, INSIDE, OR OUTSIDE OF H ALL. AND/OR WATERPROOFING MAY BE USED PROVIDED THE STRENGTH AND DURABILITY OF THE CONCRETE THE WORK. �{ ANCHOR BOLTS. 15 NOT ADVERSELY AFFECTED. GONTRAGTOR SHALL BE RESPONSIBLE TO COMPLY WITH ALL 'n Cl ANCHOR BOLTS CONNECTING MUD SILLS, USE 5/8" DIAMETER X 8" MIN EMBEDMENT AT THE AIR ENTRAINMENT. PROVIDE 5%AIR ENTRAINING IN ALL CONCRETE EXPOSED TO THE EARTH OR 05HA AND STATE LABOR AND INDUSTRIES STANDARDS. w N SPACING SHOWN IN THE PLANS BUT NEVER GREATER THAN b0"OG AND NITHIN 12"OF ENDS AND WEATHER. CONTRACTOR ASSUMES FULL RESPONSIBILITY A5 TO . ul CORNERS, KITH 3"X 3"X .229"STEEL WASHERS, NRENGH TIGHT. NET SET ANCHOR BOLTS SHALL HAVE A FLY ASH. HIGH QUALITY FLY ASH OR OTHER NATURAL POZZOLAN MAY BE USED IN AGGORDANGE KITH CONSTRUCTION METH005 USED, SAFETY PROVISIONS HOOK OR HEAD ON THE EMBEDDED END. ROTOHAMMERED ANCHOR BOLTS AT THE SAME SPACING MAY BE A5TM 0618 WITH A CORRESPONDING REDUCTION IN CEMENT CONTENT. ANY SUCH CONCRETE SHALL EMPLOYED,AND THE FINISHED A5-BUILT CONDITION OF THE v W USED IN LIEU OF NET SET- SEE SPECIFICATIONS IN PREVIOUS SECTION. AN ALTERNATE TO NET-5ET OBTAIN AT LEAST THE STRENGTH AND DURABILITY GHARACTERI5TIG5 AS STANDARD CONCRETE LISTED STRUCTURE AND RELATED SYSTEMS. W ANCHOR BOLTS AND WASHERS MAY BE SIMPSON MA5A OR MASAP AT THE SAME SPACING SPECIFIED FOR ABOVE. MATERIALS AND METHODS: Lu NET SET ANCHOR BOLTS. CONCRETE REINFORCING: PROVIDE AND INSTALL ALL MATERIALS IN ACCORDANCE WITH W Lu J O NON-SHEARINALL ANCHOR BOLT5SHALL BE SPACED A MAXIMUM OF 72-INGHE5 AND NITHIN 12-INGHE5 OF STRENGTH STANDARD FOOTINGS STEM WALLS SLA135 ON GRADE. REINFORCING BARS (REBAR) FOR MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS. IT 0 ` 1 ENDS AND CORNERS AND SHALL BE FITTED KITH 2" STEEL PLATE WASHERS. USE EITHER 1/2" DIAMETER X STANDARD FOOTINGS, STEM VdALL5,AND SLABS ON GRADE SHALL BE GRADE 40(FY= 40 K5I)OR BETTER, 15 THE GONTRAGTOR'5 REBPON51BILITY TO ENSURE ALL FIELD Q 8" MIN EMBEDMENT WET-SET, OR 1/2"TITEN HO KITH 4" MIN EMBEDMENT. UNLE55 OTHERWISE SPECIFIED IN THE PLANS. PERSONNEL UNDERSTAND AND ADHERE TO THIS. NON-5HEAR{MALL ANGHOR5 MAY BE 0.145" DIAMETER PONDER-ACTUATED PINS WITH 1-1/2" MIN CONCRETE STRENGTH- RETAINING WALLS AND OTHER STRUCTURAL ELEMENTS. REINFORCING BARS (REBAR) FOR TEMPORARY SUPPORT AND BRACING: OL m EMBEDMENT,AT 16" OG, UNLE55 OTHERWISE SHOWN . RETAINING WALL5 RETAINING MORE THAN 4-FEET OF SOIL AND THEIR FOOTINGS, AND FOR STRUCTURAL GENERAL. PROVIDE ADEQUATE TEMPORARY SUPPORT TO ALL < PRESSURE TREATED LUMBER. USE PRE55URE TREATED LUMBER IN CONTACT KITH CONCRETE AND/OR BEAMS, STRUCTURAL COLUMNS AND THE LIKE SHALL BE GRADE 60(FY= 60 K51) UNLESS OTHERHI5E WALLS, ROOFS, BEAMS, COLUMNS,AND FLOORS DURING ' n SOIL, AND HHEN DIRECTLY EXPOSED TO WEATHER. PRE55URE TREATING CHEMICALS SHALL BE INERT, OR SPECIFIED IN THE PLANS. CONSTRUCTION. DESIGN OF SAME 15 NOT INCLUDED HEREIN. J OTHERWISE NON-REACTIVE WITH METAL CONNECTORS (INCLUDING NAILS, BOLTS, FRAMING CONNECTORS, SPLICING BENDING. ALL REINFORGING SHALL BE SPLICED, DETAILED, BENT, AND SUPPORTED IN CONTRACTOR OR ONNER SHOULD CHECK ALL TEMPORARY- ETC.)OR STRUCTURAL STEEL MEMBERS. ACCORDANCE WITH THE M05T REGENT AGI CODE ADOPTED BY THE JURISDICTION. SUPPORTING DEVICES WITH A QUALIFIED PERSON. IN CERTAIN GASES NON-PRE55URE TREATED LUMBER MAY BUTT AGAINST CONCRETE. IN THESE GASES NELOED WIRE FABRIC. UNLE55 OTHERWISE SPECIFIED, WELDED WIRE FABRIC(WWF) SHALL BE YN2.9, 6"Xb- CONTRACTOR SHALL BE RESPONSIBLE FOR THE ADEQUACY OF USE A LAYER OF HEAVY,ASPHALTIC,-TREATED CONSTRUCTION PAPER BETNEEN HOOD AND CONCRETE. (6 GA.), A5TM A-185. SPLICE BY LAPPING ONE MESH +2"ALL SIDES. ALL TEMPORARY AND/OR PERMANENT SUPPORT SYSTEMS. BLOCKING/BRIDGING. PROVIDE CONTINUOUS BLOCKING AT ALL BEARING LOCATIONS. PROVIDE FULL COVER- PROVIDE THE FOLLOWING MINIMUM COVER: RETAINING WALLS. DO NOT BAGKFILL AGAINST RETAINING YVALL5 Lu o=8.m Asa¢ DEPTH BRIDGING OR BLOCKING AT 8' OG MAX. IN J015T OR RAFTERS HITHOUT CONTINUOUS PLYWOOD FOOTINGS AND OTHER UNFORMED SURFACES, D15TANGE FROM THE BAR TO EARTH FACE...3'. UNTIL GONGRETE HAS CURED TO AT LEAST 2,500 P51 (OKAY TO wp° DIAPHRAGM CONNECTION ON THE TOP . FORMED SURFACES IN DIRECT GONTAGT WITH EARTH ......2" USE HIGH EARLY STRENGTH ADMIXTURES OR ADDITIONALa°s� �W °W FRAMED FLOORS WHIGH SUPPORT POSTS SHALL BE SOLIDLY BLOCKED NITHIN THE FLOOR CAVITY TO SURFACES EXPOSED TO HEATHER........................1-1/2" CEMENT IN THE MIX TO ACHIEVE THIS). FOR RETAINING HALL5 O gr°zo P051TIVELY TRANSFER POST, COLUMN, OR OTHER CONCENTRATED LOADS THROUGH THE FLOOR TO THE SURFACES EXP05ED TO SALT HATER.................... .......3" THAT ARE TO BE CONNECTED AT THEIR TOP TO HORIZONTAL !wE SUPPORTS BENEATH. FOR SLABS ON GRADE, CENTER THE REINFORCEMENT IN THE SLAB UNLE55 OTHERWI5E SPECIFIED. FLOOR DIAPHRAGMS, DO NOT BAGKFILL AGAINST THE RETAINING zozomow" BOLTS. UNLE55 OTHERN15E SPECIFIED: USE WASHERS ON ALL BOLTS; TIGHTEN ALL BOLTS TO A VERY BOLTS AND DOWELS IN CURED CONCRETE: WALL UNTIL SUCH HORIZONTAL DIAPHRAGMS ARE IN PLACE AND 18 yaws SNUG NRENGH TIGHT CONDITION; UBE STANDARD A301 BOLTS; FOR BOLTS IN WOOD, DRILL THE SAME G ENERAi. THIS SECTION SHALL APPLY TO BOLTS AND DOWELS INSTALLED IN CURED CONCRETE USING PROPERLY CONNECTED TO THE RETAINING WALL. "'�_` FOB F WF'w O s3a'uYu DIAMETER HOLE AS THE BOLT; FOR BOLTS IN STEEL DRILL HOLES 1/16"LARGER THAN THE BOLT DIAMETER. ROTOHAMMER TECHNIQUES. MINIMUM CONCRETE EMBEDMENT=4-INGHE5 UNLESS OTHERWI5Epy<u PROVIDE THE FOLLOWING MINIMUM EDGE 015TANCES BETNEEN CENTERLINE OF BOLT AND ALL EDGES OF SPECIFIED. MINIMUM DISTANCE TO ANY EDGE OR END OF CONCRETE =3" FROM HOLE CENTERLINE P8 poi'o BOLTED WOOD,AND BETNEEN CENTERLINE OF MULTIPLE BOLTS: UNLE55 OTHERWISE SPECIFIED. <w02 W 22Jg 5/8 INCH DIAMETER BOLTS ................... 3 INGHE5 EXI5TING REINFORGING.'IT 15 IMPORTANT THAT NO EXISTING REBARS ARE DRILLED OR GUT DURING �3a"o 3/4 INCH DIAMETER BOLTS ................... 3.15 INCHES ROTOHAMMER OPERATIONS. LOCATION OF EXISTING REINFORCING BARS MAY BE BY NON-DE5TRUCTIVE "Zw°¢¢ 1 INCH DIAMETER BOLTS ...................... 4.15 INCHES METHODS(PACHOMETER, RADAR, OR SIMILAR). MINIMUM DISTANCE BETWEEN EDGE OF BOLT AND ANY EDGE OF STEEL PLATE(ANGLES, 6U5SETS, WASHERS. USE 3"X3"X.229" WASHERS ON ALL WOOD MUD SILL ANCHOR BOLTS. 5UGH HASHERS MAY BE gwpy° FLANGES, WEB 5, ETG.)SHALL BE ONE INCH. SLOTTED, KITH PLATE WASHER UNDER THE NUT AS ALLOWED BY THE IBC. AT NON-MUD BILL LOCATIONS, �Co. �.Vl ENGINEER SHALL 5PEGIFIGALLY APPROVE ANY BOLTED CONNECTION USING LESS EDGE DISTANCE THAN SMALLER YVA5HER5 MAY BE USED. USE A STEEL PLATE OR MALLEABLE IRON HASHER UNDER NUTS AND L wo 5HONN ABOVE. THE HEADS OF ALL BOLTS THAT CONNECT HOOD. GAR, I- o LAG BOLT5.ALL LAG BOLTS GREATER IN DIAMETER THAN 1/4" SHALL HAVE PILOT HOLES PRE-DRILLED. 51ZE NON-EPDXY SYSTEMS. USE SIMPSON TITEN HD HHERE SHORN IN THE PLANS. THESE ANCHORS MAY BE ,�L+�pf�'"SH/,� 0 , "a OF PILOT HOLE IN THREADED PORTION SHALL BE 10% OF THE UNTHREADED SHANK DIAMETER(OR USED TO RE515T TENSION LOADS AND SHEAR LOADS. INSTALL PER MANUFACTURER'S ALTERNATIVELY, 90% OF THE ROOT DIAMETER OF THE THREADED PORTION). PILOT HOLE DIAMETER OF RECOMMENDATIONS. Y OWNER APPROVAL UNTHREADED PORTION SHALL BE THE SAME DIAMETER AS THE UNTHREADED SHANK. EPDXY SYSTEMS. FOR BOLTS, USE SIMPSON EPDXY-TIE BOLT SYSTEM KITH ET-HP OR SET HI6H STRENGTH EPDXY,KITH ZING PLATED,A301 'ALL-THREAD' BOLTS AS SHOWN IN THE SKETCHES. FOR *�=73 INITIAL: DONEL5, USE ET-HP OR SET HIGH STRENGTH EPDXY AND REBAR A5 SPECIFIED ON THE PLANS AND PAGE: GALLOUTS. DRILLING OF HOLES AND INSTALLATION SHALL BE IN STRICT AGCORDANCE WITH EPDXY bNAL 'Ss�f�g MANUFACTURER'S RECOMMENDATION. lsv�■ 6ilk4+A F_F-WS OF: I5 F;eaR aruo.n't. 7,T£A,S CN LY . FLOOR PLAN NOTE5 J. 5YKORA, GPBD SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED F 2 IN EVERY BEDROOM AND AT POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA DRP` T`=D BY: — — — — — — — — — — — — — A4 _ _ _ — — _ _ _ _ _ — — — — — — — — — — — — — — — — — — — — — — — — — — GIVING ACCESS TO EACH SEPARATE SLEEPING AREA. IN NEW CONSTRUCTION, ry REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE SLABS I rDETECTOR A N cH r r _SCALE _ E SUBGRADE: USE STRUCTURAL FILL OR NATIVE MATERIAL,COMPACTED TO 95%RELATIVE COMPACTION. IT 15 5TRONGLY RECOMMENDED THAT I ° _ v BUILDING WIRIN6 AND SHALL BE EQUIPPED WITH A BATTERY BACKUP SMOKE ALL STRUCTURAL FILL BE CHECKED BY A GEOTEGHNIGAL CONSULTANT. T �- — 2 _' _ _ _ _^ _° °_I I, I I _ — _",— _ — — _ _ _ —�_ _ _� G ROD. 1/4" = 1' U.N.O. I DETECTOR AND COGO RE REQUIRED O EACH LEVEL OF THE 5 RUG URE _ — — — ,• - A4 '° ° ° I� .�1 — ° I SHELF AND HANGING UNDER5LAB INSULATION:MAY USE XP5 OR EPS RIGID FOAM WITH MIN,25 P51 COMPRF551VE STRENGTH UNDER SLAB. IF USED, PROVIDE AND I I ° > • I 1 1- o FLOOR REGE55 FOR PALLET RACKS--- -- / I° INSTALL PER MANUFACTURERS RECOMMENDATIONS. ° , ° ° • , " ° ° ° ° ^v I •I . '� -y%_ ° ° .� A -- F SLAB THICKNESS:USE 4"MINIMUM. I ° I - ° °° ° • ° ° ° ° ` ° • ° j_j ° o> j_j ° ' - ° ° v >• , v � _ _ i i BUILT IN SHELVES. 5-1 Y-1 S z REINFORCEMENT: USE ANY OF THE FOLLOWING: I ,I •° ° ° '° •° • ° •• . ° p • " v > T -MINIMUM#3 REBAR AT 24"O.G.EACH WAY CENTERED IN SLAB. ° ° ° ° >, 6-4 v • t� -WELDED WIRE FABRIC,MINIMUM W2A X,6 X b(b Ga.)CENTERED IN SLAB. SPLICES OVERLAY W MIN. 2 I 2 .° ° ° a > • ° • 3 • v . , ° • ° ° ° v , • 2 2 CABINET-OWNER/CONTRACTOR TO VERIFY. -FIBERME5H PER MANUFACTURERS RECOMMENDATION. ° ° ° °v ° ° - ° °> v ° . ° ° ° ° v ° v a -HELIX MICRO REBAR,MIN 5L85 PER CUBIC YARD. A4 I A4 , ° e °° ; ' ° ° ° ° ° ° ° ° • ° ° ° ° o > ° A4 ° I A4 CONTROL JOINTS:MAXIMUM RECOMMENDED SPACE=8'O.G. EACH WAY. THI5 I5 A NON STRUCTURAL ITEM AND MAY BE CHANGED OR OMITTED BY • " • ° ' ° , • • • ° °, ° EGRESS WINDOW55HALL HAVE AN OPENABLE SECTION FOR EMERGENCY EGRESS 5.1 v v ° v. I > I SQUARE FEET MIN. MINIMUM NET CLEAR OPENABLE SECTION TO BE 20••WIDE AND 24" Z OWNER. • °^ .o ° a •, •° °°v ° , • , •°° °' ° ° °° • v> I° ° I HIGH. 51LL HEIGHT MAXIMUM 44"OFF FLOOR. VAPOR BARRIER:USE MINIMUM b MIL PLASTIC VAPOR BARRIER UNDER ANY INTERIOR SLAB. _ _ ° ° ° , • • ° ° ° " a a , s ° m • ° WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,"-�-°- ` I v ° ° ° ° pe ° °x ° ° v ° ° ° ° ° ° °° ° • ° • , o° o B e ° ° I ° I 6 SUCH A5 A CLOCK TIMER W WITH A ZONE RATINGOF 1.50RLE55. Q 1 I v > 5LOPE GARAGE FLOOR A - � ° I" v ° ° • ° ° > ° � ° ` I I � F.A.U.ON 15"HIGH PLATFORM.TOP OF PLATFORM TO BE 1 1/8"7 8 G PLYWOOD. - p o ., ° • r , •v ° • v EXPOSED FACE AND SIDES TO HAVE 1 LAYER 51V TYPE"X"GYP.BD. NO FURNACE ° 6 °I ° °•° a° ° °°° ° • ° ° ° ° , ° °°v E b ° I• ( (v SHALL BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A °"I• v • i° ° ° f ° , • ° > `' ° " " •° °v > ° ° ° ° v ° v • ,� I BEDROOM,BATHROOM,OR CLOSET. PROVIDE AT LEAST 30"OF WORKING SPACE IN y ° ° v` ° ° ° > " • v > ° ° ° " ° ° v v ° ° ° ° ° ° v° I I FRONT OF FURNACE. & ° v I > b • I ° I °, b • o • v ° • ° ° ° ° ° • o ° v • ° °• " °° Y ° ° ° I° I ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE a o v ' ° • a > w v ° INSTALLED,SHALL BE PROVIDED WITH DEVICES TO A135OR11 H16H PRESSURES A4 I A4 B 7 v • y° o v c a ° ° ° v I I RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT,NO TRAPPING, ,d 1 I ° ° ° ° ' • ° ° ° ° ° > ° ° >° • ° v ° , ' °. ° ° ' I END OF PIPE LESS THAN 2 FEET ABOVE GROUND,POINTING DOWN. TANKS SHALL BE > J� ° ' I o° I °e v ° • • ° • II STRAPPED WITHIN UPPER 13 AND LOWER 13 TO PREVENT OVERTURNING IN AN EARTHQUAKE. g I° 1 °1 " ° ° ° > ° ,- ° ° ° °, • ° °° . °O ° , I ° • HDU2 PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECF55ED HOT&COLD5HUTOFF a 0 1 d ° • v ° ° °,v ° &° . , • v >a` CONTROL VALVES&WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL $ COMBINED HORIZONTAL AND VERTICAL LENGTH OF 25 FEET THE MAXIMUM LENGTH OF HEADER 50HEOULE I I w L J v ° ° • ° ° v L I THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45 DEGREE TEND AND 5 FEET FOR F 8 v ° ° ° , o v •• ° ° v ° EACH 90-DEGREE BEND. A MINIMUM 41NCH DIAMETER EXHAUST DUCT OF TRIMMER KING STUD,EACH END a""""`s ( . I ° ° ° ° - ° • ° , SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. g MARK SIZE/TYPE IF BLANK USE DEFAULT BELOW (IF BLANK USE DEFAULT BELOW) MARK • BUGKOUT FOR ° ° ° " ° ° • o >v c > ,BUGKOUT FOR ° ° > 5 •v o I I E 4 GARAGE DOOR A4 GARAGE DOOR° ° - °• I I Roo HALL B (2)2 X b OF#2 4 °.° PROVIDED WITH A MECHANICAL AN CONNECTED TO THE OUT51DE CAPABLE OF 50 4X6 OR 20 H I L — — — — r — — — — — — - — — —'— — — — — - — — -1 — ` — — — — — J C.F.M.AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPENABLE WINDOW -4 X b OF#2 I T\,r • HDU2 OR OPENING INTO THE BUILDING. MINIMUM DUCT 512E 154 INCHES. DRYER,KITCHEN, — — — — — — — — — — — — — — — — — — — — — — — — — — — — — _ — — _ — — — _ 1 Q AND BATH FANS TO BE 5EPERATELY VENTED TO THE OUTSIDE INSTALL DUCTWORK J (2)2 X 8 OF#2 21 H r 4 CJ CJ PRIOR TO INSULATION FOR FRAMING INSPECTION EXHAUST FANS TO BE CONSTRUCTED OF 4X8 ED FLEX OR A4 A4 A4 CONNECTORS NOT E XCEEDINGb FEET NO LENGTH MAY BE USED IN CONMBUSTIBLE MATERIALS. NECTION WITH -4XSDF#2 - - �'- 6'-b 12" -3'-8'- 10'-2" --- -10 3" 1' 9" --- ----- 10'-3" -- 2'-4 1l2" DOME5TIC DRYER EXHAUST. O V -(2)2 X 10 OF#2 _ A��-O�� _ _ 22"x 30'MIN.ATTIC ACCESS TO BE ACCF551BLE WITH UNOBSTRUCTED HEADROOM. O FRAME OUT ACE55 HOLE TO DEPTH OF INSULATION WITH NOT LE55 THAN 1/2" 4X10 OR 22 H 11 PLYWOOD ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER- N 3 4 X 10 OF#2 STRIPPED OR SEALED TIGHT. tO -bx12OF#2 _ FOUNDATION P Lit N GUARDRAIL 36"ABOVE FIN. RE INTERMEDIATE ATE RAIL SPADING SHALL NOT < O bX12 OR (2) 2 X 25 H 12 ALLOW A 4"DIAMETER SPHERE TO PASS THROUGH PER LR.G.SECTION 312.2. O ' K > N 3 X 9 GLB ' PRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR Z V to (Yl 5CALE: 1/4" = 1' Z m ul -b X 10 OF#2 13 TRIM PACKAGE.CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO F- 1- z bX10 OR 24 H MANUFACTURER'S SPECS FOR MINIMUM REQUIREMENTS OF NON-COMBUSTABLE lu d x w B X 9 6L8 SURROUND&HEARTH MATERIAL. � - U) � 11 5 X 9 GLB • S OW A 4 DIAMETER SPHERE TO PA55 THROUGH PER I.R.C.SECTION 3122 NOT u'ip s� - 14 STAIR HANDRAIL 36"ABOVE STAIR NOSING INTERMEDIATE RAIL SPADING SHALL O5x9 OR (2) 2 X OR HUGQ 25 H 'Y�v $J ALL " W f (L Q m 3 X 12 GLB Iy ° • /�� 1 5 GARAGE FLOOR SUFACES SHALL BE MIN,4"CONCRETE. SLOPE CONCRETE FLOOR MIN -5 X T.5 GLIB - i e . ° * - 1/8"PER 12"TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. sx r. Lu OR (2) 1.15 X 5.5 2b H �`" .,. -6X12OF#2 L\/L e ❑ 16 TEMPERED GLA55V *DEFAULT HEADER MATERIAL 15 DOUG FIR#2 OR BETTER. 411 � '2 X HEADERS MUST BE IN TALL ORIENTATION WITH FLAT 2 X NAILED AT BOTTOM IN"L"CONFIGURATION. 'DEFAULT TRIMMER,USE(1)2 X STUD OR 51MP50N LUG HANGER EACH END. 1-I 20 MIN.FIRE RATED DOOR. IRC R302.5.1 � •.f\ *DEFAULT KING STUD,OPENING V WIDE AND LESS USE(1)FULL HEIGHT STUD EACH END PLATE TO PLATE. - Ck �J 'DEFAULT KING STUD,OPENING WIDER THAN U,USE(2)FULL HEIGHT STUDS EACH END,PLATE TO PLATE. 1 SEPARATION REQUIRED BETWEEN THE RESIDENCE AND THE GARAGE. NOT LE55 THAN yyy 1 S 1/2"GYPSUM WALL BOARD SHALL Be APPLIED TO THE GARAGE SIDE.WHERE THERE 15 ^ ^ HABITABLE SPACE ABOVE THE GARAGE,5/5"TYPE X GYPSUM WALL BOARD 15 z ■ Q L L REQUIREDON THE CEILING AND 1/2"6YP5UM WALL 50ARD 15 REQUIRED ON THE � V - - _ ^ -O 4T-0�' SUPPORTING COLUMNS,WALL5 AND BEAMS. IRG R302.6 w __ __ ___ -...-_ - _ _. Y -. _. -. . N Lu 20'-011 - 2-1 -0 20 - -- - - 21 -o O E N E RAL NOTE 5 4026 4026 4026 4026 W --- {— N A 1.ALL DIMENSIONS ARE TO FADE OF STUD UNLESS NOTED OTHERWISE. ul 1 u (2)2X6 POST_-. b 01sr •1W aX6 0158• 4xb @156" (3)2X6 P05i--_. I I I r- - -I- n -"1' - 1 I FLOOR REGE55 F0 L- - -I- - -I 7 R PALLET RACKS 2.ALL HEADER MATERIAL TO BE D.F.#2 UNLE55 NOTED OTHERWISE. (2)2X6 POST I I I V ATTIC CONFIRH512E AND CANFIGURATION - B.VERIFY HEADER HEIGHTS. O N O WITH OWNER. ■M/�• �'� 118 5Q FT LJ r- - - (� Z O = 1 \ I- - - 4.ALL EXTERIOR WALLS ARE 2 x b- lb"O.G.STUDS,UNLESS NOTED OTHERWI5E. •a 4 9068 1 \ FLOOR REGE55 FOR PALLET RACKS L o CONFIRM SIZE AND CONFIGURATION 1 WITH OWNER. 5.ALL INTERIOR WALL5 ARE 2 x 4- 16"O.G.STUDS, UNLESS NOTED OTHERWISE. I c:D I 1 b.PROVIDE BALKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER J axb ! Iu DISPENSERS,MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR o z F LOCATIONS. ' m @ H0� tu 0 1 06 :o r o-i —4 4' - I 'B z K �< N BATH - — SHOP AREA I O 1 1 w�g� F F UZ U 40 SQ FT i —_ —_ —_ 1 511 SQ FT Q z GARAGE z �ww� ON V IF FLAT CEILING J — — I 10'CEILING ? 68l 5Q FT -_- BELOW in In 7- OPEN CA -(3)2 FOST - 5-6' - (e)2xaPosr 6135QFT � � — 4'-1" — --(5)2xaPosr I N 1 16'FLATGEILING �rctNO 6"CONCRETE SLAB 1 .C� w � 1 6"CONCRETE SLAB �s oaww'' O ® oxxz$ �i■ zwy�w o v-2 _ I O Ck ILL m 5=4 4,-1• — SHOP - - - I - - - - - - - - - - - - - - - - - - - - � ry wwo tu F w0 1 z �• - - - - 1 c I d. I I � � I I I � �agso 1 2.2., $zMz I I I I I 0-I? a� � ' � GAS Q... �.L ip�s� 66 5aSTAISTAIR5 (2)ZXb POST 22 -O (2)2X6 P05T 1 m m @ 105" I gUP 'T WA S(f Vcoo 4Xb @ 50, 4J(6 @ Bo" 4%b @ Bo" ' Qb ®156 aXy @ 156' 4X6 @ 15B• a%b @ O ��'��� t�C Q ® p $o Y O O O 15B" 4X6 @ 105" 4X6 @ POOR R.O. (3)2X6 POST--� I — — — 6X7 POOR R.O. — — — I I — — — - — — — — — - O Ex• @DOOR R.O. fit , •� @�W� x z - _ - _. - '• HDU2 �� wa3o - _ � ,00bo ,00bo !� ILD 3020 302E 5020 4026 4026 4026 4026 I B050 3ti80 46m3 0-10 --(5)2Xb P05T - - 24'-b" 3 0 I�NAs L ,�;�t`a OWNER APPROVAL 5i_b,. - -. 10'-3112" U ._ - 10'_0,�- - 2'-o.. 10'-0' - _-__".'-- 2'-b INITIAL: SHOP UPPER FLOOR PLAN - --- 4T -0 �'� 1 � PAGE: ,422 ,�122 SHOP FLOOR PLC OF: FRAMING NOTE) J. SYKORA, GPBD 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. DRAFTED BY: 0 ry 2. COORDINATE W! MEGH. & ELEC. FOR LOCATIONS & SIZES OF a FOUNDATION/SLAB/JOISTS BLOCKOUTS. - 41�-�I 3. FLOOR J015T OR ROOF TRU55/RAFTER LAYOUT 5HOWN HERE 1/4" = 1' U.N.O. o f 15 FOR SCHEMATIC DESIGN ONLY. MANUFACTURER a 5HALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO THE 5-14-18 a - - - BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE a 12 FD FLOOR SHEATHING: WITH JOISTS AT 24" OR 19.2" OG, USE MIN., 24 OG RATED, APA 5TURD-I-FLOOR; EITHER 3/4" SPECIES GROUP 1, 6 (3)2X6P05T FABRIGATIONAND INSTALLATION. Al OR 1I8" SPECIES GROUP 4. MAY BE 055 OR PLYWOOD. i ' SHEATHING: WITH J0I5T5 AT 16" OG, USE MIN., 16 OG RATED, APA 5TURD-I-FLOOR, MIN., 19/32" THICK. MAY BE 055 OR I 4. ALL TRU55 TO TRU55 & TRU55 TO BEAM CONNECTORS TO BE 0) PLYWOOD. 1 DE5I67NED BY MANUF. z ' SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.1(1) __ 11 1/8" BGI 6000 1.5 "1"JOISTS 1b" O.G. 5. FLOOR SHEATHING TO BE 3/4" COX OR 056 5TURDI-FLOOR 0 - ORIENT SHEETS CONTINUOUS OVER TWO OR MORE SPANS, WITH THE LONG DIMENSION ACROSS SUPPORTS. .- - ' NAILING: GLUE, AND CONNECT WITH 10D RING SHANK NAILS OR#9 SCREWS, AT b" EDGES, 12" FIELD. n T&G, GLUE AND NAIL W/ RING SHANK 6d's @ 6" EDGES & 12" IN ' BLOCKING: NOT REQUIRED EXCEPT AT 5UPPORT5 (BEAMS)AND CONNECTIONS TO SHEAR WALL5 BELOW. Al 51/8"X21"GLB -1, THEFIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. -- ! ROOF SHEATHING TO BE 1/16" 05B OR EQUAL. UPTURNEDINTO PULL ABOVE ' 6. PROVIDE SOLID BLOCKING IN THE J015T CAVITY BENEATH ALL 9 —BEARINGNULL P05T LOCATIONS AND BETWEEN UPPER AND LOWER 5TUD5 x I x — N 51MPSON HANGERS W ' LJLJLJAT FLOOR TO FLOOR HOEDOWN LOCATIONS. J J - C In , 11 TIT 11 -11 IT , , , , C In 1. PROVIDE BLOCKING BETWEEN ]-JOISTS AT INTERIOR BEARING — — I e)2xa PGSr 5.25X 11 -I/PJ•,LVL 51MP50N HANGER / I LOCATIONS WHERE THERE 15 A LOAD BEARING ALL ABOVE. F - — —_ I -' W 4'-b 1/2" HUGO ORHGUS 6 j b. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. -- I 9. INSTALL HURRICANE TIES AT ALL TRU55 OR RAFTER TOP +� g � I I PLATE CONNECTIONS AS WELL AS FROM TRU55 OR RAFTER o JJ � TO BEAM CONNECTIONS. C4 10. EXPOSED WOOD - ALL WOOD EXPOSED TO WEATHER MUST BE PRE55URE TREATED OR OF NATURAL RESISTANCE TO W DECAY AND BE LABELED ACCORDINGLY. IRG R311.1 & R311.2 p 11. FASTENERS - FASTENERS FOR PRESERVATIVE TREATED o WOOD AND FIRE RETARDANT TREATED WOOD SHALL BE HOT ' Al (a)2X6POST i 1 DIPPED GALVANIZED OR STAINLESS STEEL OR EQUIVALENT. o -__ 12. WASHER PLATES - 3" X 3" X 1!4" SQUARE HOT DIPPED r- v 5660 100e0 10080 GALVANIZED WASHERS ARE REQUIRED AT EACH ANCHOR N (3)2X6POST BOLT. IRIS R602.11 Co Co 13. GUARDRAILS - GUARDRAILS SHALL BE A MINIMUM OF 36" IN < a, HEIGHT WHERE THE ADJACENT SURFACE OR GRADE IS 30" OR u , N (o 01 m 9 JJJ e MORE BELOW. RAILING OPENINGS SHALL NOT ALLOW THE o X V_ f �.., PASSAGE OF A 4" SPHERE. IRG R312.1. 1u d O p _ N 14. PRE- ENGINEERED FLOOR AND ROOF TRUSSES - SHOP A Z O Z x ORAWING5 AND ENGINEERING MUST BE PROVIDED TO INSPECTOR AT TIME OF FRAMING INSPECTION. Lu 20'-0" _�= - 2'-6" - 22'-0" 5/4 X 8 FACIA 514 X 8 FACIA W ^, 24"OVERHANG O Lu Z 00 ROOF DIAPHRAGM (2)2X6 OST -41� � i 15-0'PUTE - i L •: __ � � � '� i I GOOD FOR Eh=230 PLF, WIND AND SEISMIC. MAX ASPECT RATIO 3:1. Z I V / III i (2)2X6 PG5' - TRUSSES OR RAFTERS" 2 X 24" O.G., MAX. cv III, W Lu i� - 5HEATHING: 1/16" MIN, 05B OR COX PLYWOOD. ry > 0 J A! SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.(1) r W 4 - NAILING, USE bd AT b" EDGE, 12" FIELD. W - BLOCKING - NOT REQUIRED EXCEPT AT SUPPORTS AND AT CONNECTIONS TO SHEAR WALLS BELOW. 6 a — - !� V � t�.l - CONNECTION AT LEDGER TO SHEAR WALL 2 X 12 OF RAFTERS 24" O.G. W 11 1 —1 - LEDGER (EITHER RAFTER OR TRU55 TOP CHORD) TO BE PLACED AGAINST SHEAR WALL SHEATHING. X f —7 1J—L ® , - CONNECT LEDGER TO EACH STUD WITH (3) 1bd (NAILED THROUGH LEDGER AND SHEAR WALL SHEATHING). - CONNECT ROOF DIAPHRAGM TO LEDGER WITH bd @ 4" O.G. Z MANUFACTURED TRU55E5 24" O.G. — ---- F O X LEDGER - ROOF DIAPHRAGM f Z .--SIMPSON HANGER W I i W LEDGER CONNECTION: WHERE A LEDGER 15 GALLED FOR BELOW, IF G NEGTING TO RIM OR HEADER, USE 505, OR LEDGERLOK Ic V AT MAX 12" OC, STAGGERED. IF CONNECTING TO STUDS, USE 2, 505 Of LEDGERLOK PER STUD. CNI LENGTH OF 505 OR LEOGERLOK= FULL DEPTH PENETRATION INTO RI OR 2.5" MIN EMBEDMENT INTO SOLID FRAMING. (3)2X6 P05T (3)2X4 P05T 5 1/8"X 15"GLB j a MIN DISTANCE OF CONNECTOR TO END OF LEDGER OR SPLICE =2". MI EDGE DISTANCE TO TOP OR BOTTOM OF LEDGER=2" a H —� N ' ` o FRAMING GONNEGTION TO WALL, GENERAL: USE ANY OF THE FOLLOW[ G,WHICHEVER 15 APPLICABLE. w ( \ s- 3x'' .� �M .n RAFTERS PERPENDICULAR: USE 2X OR LVL LEDGER, MIN HEIGHT TO MATCH RAFTERS. APPLY LEDGER OVER WALL 5HEATHIN6. o w _ - - Qzoa USE HANGERS TO HANG RAFTERS ON LEDGER. ry ROOF BEAM N z o�wo PARALLEL RAFTER OR TRU55 TOP CHORD: LEDGER MAYBE TOP CHO OF TRUSS OR LAST RAFTER OR SIMILAR. LEDGER TO BE o vGRMERwuL BUILT ♦ > < 5 y O- z ON TOP OF RAFTERS W I iwou� PLACED OVER ALL SHEATHING. it tv w MONO TRU55 TOP CHORD PERPENDICULAR: USE CONTINUOUS 2X BL KING BETWEENW TRU55E5 NAILED THROUGH ALL w w a O— y3�x> SHEATHING W W BACKING(CONTINUOUS RIM, PLATE, LEDGER, OR BLOCKING.) WITH 16D @ 6" OG TO SOLID OOD _ MONO TRUSS BOTTOM CHORD PERPENDICULAR: 3wNNN O=>WZ =�=oa ALTERNATE 1: HANG BOTTOM CHORD WITH HANGER MOUNTED OVER YiALL SHEATHING TO SOLID WOOD BACKING (RIM, PLATE, a W € 2 X 12 OF RAFTERS 24 O.G. o (2)2X6POST % 2)2XGPOST w3a�z LEDGER, OR BLOCKING.) =«�o ALTERNATE 2: USE MIN., 2X4 LEDGER LET IN TO TRU55 BOTTOM GHO LEDGER TO BE PLACED OVER WALL SHEATHING AND 91 ve"PLATE(FROM'. ." "" 15 -o•PI_ATE gO°w$ CONNECTED WITH MIN., 3- 160 @ 24" MAX SPACING. -o`WZ'S`f NK ROOF DIAPHRAGM: CONNECT ROOF DIAPHRAGM TO LEDGER WITH 8 NG SHANK OR 5CREW5 AT 3"OC. - 4'a 0 IG• 24"OVERHANG 3 i auk o U1 5/4X8 FACIA 5,4 X., FACIA 000Wa UV \ SUPPORT ROOF BEAMS WITH 5 n w V o 5 VW X 17 GLIB X 72 RAFTERS- o 1/5"X 9"GLB ANGLE BRACE BACK - T GAR m o=o 109 1/6" n TO BUILDING®TOP Ofy,�IJ/O t o W 1 g W I= a _�� b' 41/2"-- - l - 6,_0„ ,M SHOP ROOF FRAMING PLAN �f OWNER APPROVAL `�x '� a�zat�73 fRL1 INITIAL: SCALE: 114"= 1' el3G� PAGE: OF: BUILDING 5EGTION DETAILS J. 5YKORA, GPBD o 1 RIDGE VENT EI -- — — — — — — HEIGHT RE5TRIGTION — — — — — — — — — — — — — — — — — — — — — — — — — — — -HEIGHT RE5TKGTION — — — — — — — — - 2 STANDING SEAM METAL ROOFING �/4' = 1 U.N.O. a F o 514"X 8" FASCIA - F ENCLOSED SOFFIT(VENTED) 5-14-1 S of 1 OVERALL BUILDING HT. 4MANUFACTURED TRUSSES 24" O.G. O i 1 R-491NSULATION i 10 U) PLATE Hr. 3 7 10 R-21 INSULATION 0 5/8" SHEETROGK ELEVATION OF S l l QP ❑ 174.0' ,' 1/2" SHEETROGK OAKES AVE. a - c E b b c GABLE RAILING ON DECK UPPER FLOOR - 12 5/8"FLOOR SYSTEM PLATE HT. R-58 HIGH DENSITY INSULATION ' d C1 4 X 12 PT. J015T 24" O.G. a a 0 o I 1 11 1/8" BGI 6000 1.8 "I"JOISTS 16" O.G. LL r WORK SHOP 13 R30 INSULATION 0 v ry _ u�u-o�I WORKSHOP FLOOR- 1 4� 3/4" SUBFLOOR ry �= d � 1 I �jJ 1 1/2" GYPGRETE O K 22 BUILDING SECTION 1 z u- lu w N JU m m F- r- 4" GONG. SLAB W x0 «i 6" GONG. SLAB AT SHOP Q ? m ty CD aad m3J 4" RIGID FOAM BUILDINO 5BGTION 1 V Z ui cy I cv z R < _ _ _ HEIGHT RE5TRICTION- - - - - - - - - - - - - - - - - - - - - - -HEIGHT RESTRICTION- - - - - - - - Q v w 1 w OVERALL BUILDING HT. Lu W —AO � � p v 4 m < 4 IL ----�- — PLATE HT. ra ' wooer n OZUU ELEVATION OF v ' z°L. L. 114.0 OAKES AVE. aa�gh PLATE HT. Oza�E W y3tixm rwag� awwW - _ OxzZO 2WyNN 8 o NY�op _ w a � v w€=wo 0 n o d��=u O RUUO V rco�z N awum'a Ozmrc _ zzoQz V�'UZ7J OOZWW pO00 g�pUU � N o M o <_t 16 WORK5HOP FLOOR F0 j T, { OWNERAPPROVAL INITIAL: BUILDING 5EGTION 2 PAGE. OF: BUILDING SECTION 2 J. 5YKORA, CPBD DRAFTED 13? - ry Q - -- - 5CALE._._ HEIGHT RE5TRIGTION _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ -_ _ _ _ _ _ 1�4" - 1' U•N•O• c� HEIGHT RESTRICTION ° 0 t- 5-14-18 a OVERALL BUILDING HT. IL OVERALL BUILDING HT. 12 Z 3 `fl � W 12 - b ° PLATE HT. 12 2 x - - - 10 _ � 3020 • • 3020 • • 3020 • a PLATE HT. 't ELEVATION OF 114.0' +OAKE5AVE. p- } ICI l a PLATE HT. g 12 4026 4026 4026 4026 � - 11 UPPER FLOOR $ PLATE HT. 125/8 FLOOR SYSTEM I�I = m NJ __- ---- U 11 11 Efl � $ o v �1 - - -- -- - cv _ :fl o � 1 3 05 1 dJ Oso � ('t) r- w LL 11 - 1 ' O 3680 10060 10080 4 4 cv 4 cr EAST ELEVATION 100.0' WORKSHOP FLOOR- WORK5HOP FLOOR 100.0' O NORTH ELEVATIONU- III SCALE: 1/4" = 1' U- z w m � m t _ SCALE: 1/4" = 1' w Q Z m v z N In OZ ul ri w Lu V � r EA5T ELEVATION NORTH ELEVATION o w z z Q EXTERIOR DETAILS _ Q FIBER CEMENT LAP SIDING. INSTALL wLu WITH 7 EXPOSURE. (�I W �� 5/4 X 8" FASCIA �--- W w ~ J 2 O , 3 2 ® CEDAR LAP 5101NG. INSTALL WITH 4" O Q V REVEAL. < 12 (L m z � CULTURED STONE. TYPE AND COLOR U TO BE DETERMINED. 12 SHINGLE 51DING 10 L`J .n ❑1 © STANDING SEAM METAL ROOFING V ZU U�6 4026 4026 4026 4026 2 z o u rc 36" HIGH RAILING TO CODE. 3 $°T 4026 4026 1 < y a 6 m x v�gw OLL2¢LL Fil ❑1 - 11 n ENCLO5ED SOFFIT/ CEILING - INSTALL w =moo ❑j l ``-''�� T&G PINE WITH NATURAL FINISH. "Ogfg 22 5 � �pNZ2 �LL _ q ; 2 X 10 TRIM BAND p�wog oo P. a w w Q SOUTH ELEVATION O "z3mc o3q�oz - -- — 2 X 14" FASCIA _ - SCALE: 1/4" = 1' - woKo = smpoo 4 . � ae0 020, (11 "X" METAL CORNER TRIM lu 12� --- OWNER APPROVAL i NEST ELEVATIONs - -- "_" INITIAL: SCALE: 1/4" = 1' L_ PAGE: `nT, fi 14 hY 151 OF: SOUTH ELEVATION - - YIE5T ELEVATION J. SYKORA, GPBD DRAFTED BY 0 ry 5GALE 5HEARINALL TOP CONNECTIONS NOT TO5CALE 1/4" = 1' U.N.O. o 1P � SHEARWALL TOP CONNECTION SHEARYVALL TOP CONNECTION 5 14-18 D PARALLEL FRAMING D2 PERPENDICULAR FRAMING IL NO 5HEATHING SPLICE TRUSS OR RAFTER f TRU55 OR RAFTER w TRU55, RAFTER OR J015T I NO SHEATHING - OR 1 9 SPLICE \, �® 1 TION � � 1 H1 OR H2.5 OP CEILING 51)WG156000PilON a i o �N 1PW z 2P W a W SHEATHING SPLICE TRUSS HEEL ROOF NAILING � 8 _ TRU55, RAFTER " OR J015T I� FULL HT.BLOCK LTP40PTION� A340PTION I t i li I J SHEATHING � I I w 5PLIGE __ 1 ` �'�. H2.soPrloN OR CEILING ' 50WG15600 OPTION I V I I p O TRU55 HEELJa 2w O NO 5HEATHIN6 SPLICE z cn Lu It X � m ` ROOF NAILING Q Q m O N 1ONT.BLOCKI <G < < SHOP UPPER FLOOR ENGINEERING ° �-G m g T a = a 'D O Lu 0 Z Lu r4 TAL (�L HEEL TRU55 - �-R ` � \ H2.5 OPTION i IF SHEATHING OR SPLICED ABOVE FOUNDATION O Z HERE,USE H2.5 OR LL SDWG15600 5DWC156000PTION 1P Z W _ Q w � Q IX JOIST K SHEATHING V 7 w OVER RIM JOIST v Lu Lu W Lu _1 Q) p o _ I NO JOIST (L iF w Z . m 5HEATHING_ —, - -- I < 5PLIGE 2PW , 5HEARWALL I 2PW 1nj I � I zr I w woo aQo H. z as 3kgz� 1 PW - SHEAR WALL TYPE NFro MINIMUM LENGTH OF SHEAR PANEL. w zpwpa IF " W" , CONSTRUCT ENTIRE WALL PER THIS CALLOUT. °wV . HDU2 ireoo IF "N5" MEANS NOT A SHEAR ALL. BUILD PER CODE MINIMUM Wk<wF Z -o2:- W I w3a�° GALLOUT D MATERIAL NAIL EDGE/FIELD TOP PLATE TOP OF WALL TOP OF WALL BOTTOM PLATE CAPACITY 5HEATHING NAILS STUD HEIGHT STUD SPAGMG STUD SIZE TOP PLATE SILL PLATE BLOCKING AT MUD5ILLANCHOR 51LLANLHOR v STD 5TRU0. 5PAGN6 STUD SPLICE CONNECTION AT LONNELTION AT TO FRAMING MAX TO CONCRETE w3 r o SIDES OF WALL ® STUDS W EDGE UNSUPPORTED MAX,EMBED G WIND/SEISMIC MINIMUM SLREW SIZE MAX.FT, MA%.INCHES MINIMUM MINIMUM PARALLEL PERPENDICULAR SPACING IN z SPECS) SPACING IN INCH MINIMUM NAILING EDGES MIN.EMBED aw`u?'a FRAMING FRAMING INCHES ozwo oz Ws 10, 24" 2 X 4 db 34' C.ONT.SHEATING 1.0 z z*°z o SAWN 0 CONT.SHEATING a- d12 ib" 5/B"J-BOLT OR 1/16' 05B ONE SIDE. H2S OR KING OR _ , OR A34 OR LTP4 V415/B"TITEN HD z w_¢'- 12' 16 2X6 SAWN d13®16' H3.50R 5DWL L_ HDU2 �°z�' AT 36"MAX SEE "'� n. (/iPW APPLY EITHER 46"LAP WI 16d @ b" WB"WASHER 12" /4" � —� w°=ww 168/ 120 OR 1/16" SIDE DIRBLTLY 8d (2)2X 4 2X DETAIL OR MASA OR •� O 'f'wu Z.Z. NA 15600®24"MAX °�o 0 0 16' 12" 2 X b SAWN d12®1r (b)tbd NAILS SEE DETAIL away° imz o PLYWOOD Tosruvs MASAP 22' 12" 1.75x5.5 LVL d1201r D1 D2 2P = ml 10' 2 X 4 SAWN 4 13 16' CONT.SHEATING CONT.SHEATING W .(� o o m o W/BLOLKING OR 5/8"J-BOLT OR LO zz 1/16" OSB ONE SIDE. OR A340R LTP4 SIN'TITEN HD 12, 16" 2X6 5AWN 41120,b AT 56"MAX SEE H2.5 OR SDWL a p r �z 2PW APPLY EITHER Sd 46"LAP WI 2X 15600 024"MAX 1 bd @ 4" Wl3"WA5HER 5b"/4" A+l�f 11 490/350 OR1/16" SIDE DIRECTLY (2)2X4 2X DETAIL OR MA5A OR n PLYWOOD 16' 2 X b SAWN 4112 @,b" (b)16d NAILS SEE DETAIL �� �QF wAS��VO TOSTUD5 22' 1.75X5.5 LVL U,2Q,6• Dl D2 MASAP SHOP MAIN FLOOR ENGINEERING r �`'L' OWNER APPROVAL 10, 24" 2 X 4 5AWN CONT.SHEATING LONT.SHEATING y r eGw 1/2" OR 5/8" BOTH Nll BLOCKING OR 5/Ba TIBOLT TENHDR 5d FOR 1/2" 14' 16" 2 X4 5AW�,( 4/4�24' OR A340R LTP4 � � INITIAL: SEE q� PAGE: 1^+ y DRYWALL 414®W (2)2X 4 4b"LAP W/ AT 36"MAX SEE W/3"WA5HER 12"/4" H2.SORSDWO 16d 6" _ 220/220 SIDES bd FOR 5/8" 2X NA 15600 0 24"MAX 16' 16" 2 X b SAWN DETAIL (b) ibd NAILS OR MASA OR , D 1 MASAP ilrMlfii �3q1 tQ �a +�66tZ15 5� / OF: