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HomeMy WebLinkAboutPermit File BLD-2019-0236 3956 Rock Ridge Parkway '1` O . City of Anacortes Invoice/Permit#: BLD-2019-0236 ~� 904 6th Street Applied date: 04/19/2019 ..!'"1 �11111111 P.O.Box 547 Issue date: 05/30/2019 f ', '0 Anacortes, WA 98221-0547 Expire date: 11/25/2020 ;'` 4 (360) 293-1901 Job Address: 3956 ROCK RIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New Single Family Residence Contact Jim Sykora:jim@sykorahomedesign.com; 360-929-4639 Owner: JAMES & LEZLIE MASSEY Contractor: STRANDBERG CONSTRUCTION Address: 4304 BLUE HERON CIR Address: PO BOX 319 ANACORTES WA 98221 ANACORTES WA 98221-0319 Phone: Phone: (360)293-7431 License#: STRANCIO2OCC General Information: Fees: #of Bedrooms 3 Plan Application Fee 200.00 1st Floor Square Footage 1593 Building Permit Fee 2,080.15 2nd Floor Square Footage 536 Plan Review Fee 1,352.10 Garage Square Footage 652 Mechanical Permit Fees 125.95 Deck Square Footage 377 Plumbing Permit Fee 153.00 Porch Square Footage 32 State Building Code Fee Resi 6.50 #of Stories 2 Sewer Inspection Fee 50.00 Stove,Appliance 1 Storm Drain GFC-Residential 1,646.69 Building Valuation 293120 Sewer GFC-Residential 9,774.75 # Forced Air Furnace<=100k 1 Park Impact Fee 615.00 #of Bathtubs 1 Traffic Impact Fee 2,730.77 #of Clothes Dryers 1 Total Calculated: 18,734.91 #of Clothes Washers 1 Deposits/Receipts: 200.00 #of Dishwashers 1 #of Gas Fireplace 1 Total Due: 18,534.91 #of Gas Piping 1 #of Gas Water Heaters<= 100k 1 #of Water Piping 1 #of Hose Bibbs 4 #of Kitchen Sinks 1 #of Lavatories 4 #of Range Hoods 1 #of Showers 2 iisnigt n Inileg .- BLD-2019-0236-2019 il10 i A1Ali epA.. 05/31/2019 02:04PM 5 roliVvag1168sWZLIE MASSEY 3 DLO 2010 0236 Single Family Residence Permit Payment Amount: 22,788.99 Transaction Amount: 22,788.99 CHECK: 037717 ©'' City of Anacortes Invoice/Permit#: BLD-2019-0236 904 6th Street Applied date: 04/19/2019 P.O.Box 547 Issue date: 05/30/2019 t Anacortes, WA 98221-0547 Expire date: 11/25/2020 '' a (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 OF OWNER OR AUTHORIZED AG NT ISSUED BY PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT •g*" DEPARTMENT Mailing Address: P. O. Box 547, Anacortes, WA 98221 , lent Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 293-1901, Fax: (360) 293-1938 Plan Review Legend - 2015 International Residential Code This Plan Review Legend has been developed and is being used by City of Anacortes Planning, Community, and Economic Development effective July 1, 2018, in an effort to standardize common corrections and speed review of your application. If you have any questions please contact the Plans Examiner who completed your review. We are also interested in any comments you have to improve this Legend. Review code section for all details and requirements. Ref. # Code , Subject 1. GENERAL: 1.1 R302.5.1 Door: 1-3/8" thick solid wood or 20-minute fire-rated or approved alternative, w/ self closing device. 1.2 R302.7 Enclosed accessible space under stairs to be protected with 16-inch gypsum board. 1.3 R302.11 Fire blocking. See entire code section for all locations. 1.4 R303.7 Stairway lighting: switch at top & bottom, 1 Ft. candle at landing and treads. 1.5 R305.1 Ceiling height above bathroom and toilet room fixtures shall be such that the fixture is capable of being used. A Exception 2 shower, or tub equipped with showerhead, shall have 6ft 8inch minimum at 30inch by 30inch area at showerhead. 1.6 R308.4 Safety glass (Tempered Glazing) See entire code section for all locations. 1.7 R309.1 Garage slab to slope toward Garage door. 1.8 R310 Escape & rescue opening to be min. 24" high, min. 20" wide, min. 5.7 sq ft and max. 44" from sill to finished floor. Must meet all four requirements. 1.9 R311.7 Stairways: 36" min. wide, 6'8" min. headroom at all parts of stairway & landings. 1.10 R311.7.5 Risers 7 3/4" Max, Runs 10" Min (nosing to nosing), cannot vary more the 3/8" from smallest to largest (R311.7.5.3 for nosing configuration requirements). 1.11 R311.7.8 Handrails per IRC - 34" to 38" in height, continuous. (R311.7.7.3 grip size requirements). 1.12 R311.7.5.2.1 Winders: Minimum tread of 6" on winders at any point, with minimum tread of 10" @ 12" away, not to vary more than 3/8" from the largest to the 6 smallest. See Code. 1.13 R312 Guards per IRC-36" height min, so that a 4" sphere cannot pass thru. 1.14 R314 Smoke Detector-hardwired and inter-connected with battery back up. 1.15 R315 Carbon Monoxide Alarms- within immediate vicinity of bedrooms and inside bedrooms w/ fireplaces. 1.16 R317.1 PT wood or naturally resist decay when exposed to weather, grade or concrete (typical). 1.17 R317.1 Clearance from exposed earth to untreated wood plate is 8"and 6" to untreated siding, typ. 1.18 R317.3.1 Fasteners for PT wood to be hot dip galvanized, stainless steel, silicone bronze or copper. 1.19 R312.2 Window fall protection required at operable window opening located less than 24 inches above finished floor and greater than 72 inches above finished grade or other surface below on exterior. 1.20 Table R302.6 Separation: GAR/SFR 1/2" GWB; GAR/habitable above 5/8" type X GWB @lid & 1/2" GWB @walls & supporting members; Garage within 3ft of residence on same lot 1/2" GWB. 302.3/302.2 2 family dwellings- 1 hr rated assembly. Townhomes 2 hr or, 1 hr combined with sprinklers. 2. FOUNDATIONS: 2.1 R401.3 Exterior grade to slope away from building 6" in 10' or design drainage. 2.2 R402.2 3,000 lbs. concrete at slabs and weather exposed concrete. 2.3 R403.1.3 #4 vert. rebar @ 48"o.c. with standard hook tied into footing and min 14" into stem wall. 2.4 R404.1.3.2 Foundation walls retaining more then 4' feet require grade 60 minimum reinforcement and laterally supported at top and bottom. 2.5 R408.1 6-mil black polyethylene vapor retarder in crawl space. (State Amendment) 2.6 R408.1 Minimum net area of ventilation openings shall not be less than 1 sq.ft. for each 300 sq.ft. of under floor area. (State Amendment) 2.7 R408.4 Crawl access min 18x24. Insulate and weather strip when in house. WSEC 402.2.4 1 Update 07/01/2018 , Plan Review Legend Ref. # Code Subject 3. FLOORS: 3.1 R502.7/802.8 Floor joists, ceiling joist and rafters to be blocked at ends, intermediate supports, bearing points. 3.2 R507.2.4 amend. Where decks are supported by attachment to an exterior wall, they shall be positively anchored with hold Figures R507.2.3 downs. Either (2) 1500# allowable stress design capacity OR(4) 750# allowable stress design. (1) and (2) 3.3 R302.13 Floor assemblies, not required else where in this code, shall be provided with 1/2 inch GWB or 5/8 inch wood structural panel, or equivalent. on the underside of the floor framing members. 3.4 R502.8.2 Altering engineered products is prohibited unless an additional engineered design is approved. 4. WALLS: 4.1 R602.11.1 Anchor bolt washers (3"x3"xl/4" sq. ) hot dipped galvanized if w/ P.T. wood . 4.2 R602.10.8.2 Provide connection between top of BWP and roof sheathing. 4.3 ICC 17.03.180S Eaves 18" maximum into setback area. Table R302.1(1) 1-hour fire resistant construction on the underside if in 5' foot setback area. 4.4 R703.8 Veneer to meet Chapter 7 of the IRC. 4.5 R703.4 Flashing per R703.4 (windows, doors, chimneys, deck ledgers). - 5. ROOFS: 5.1 R802.10.1 Truss engineering specifications onsite for framing inspection. 5.2 R802.11 Trusses to have uplift connection per Table R802.11 5.3 R806 Roof ventilation per IRC. 5.4 R807 22" X 30" attic access. (Insulate and weather strip WSEC R402.2.4) 5.5 Table R905.1.1(2) Underlayment application: 2 layers 15 lbs. felt on 2:12-4:12 roof pitch 5.6 R905.2.8.5 A drip edge shall be provided at eaves and gables of asphalt shingles roofs. 6. PLUMBING AND MECHANICAL: 6.1 UPC 408.9 Shower head should not discharge at entrance. 6.2 UPC 807.3 Air gap at dishwasher. 6.3 UPC 909 Island sink venting to meet UPC 909. 6.4 IRC Chapter 13 Inserts, Stoves, Fireplaces: listed appliances installed per manufacturers specifications, combustion air or direct vent, glass or metal doors. 6.5 UPC-507.2,608.5, Hot Water Tank: Seismic straps at upper and lower 1/3's of tank; Pressure Relief Valve to outside; Water 508.4; M1307.3, Tight Pan to outside; 18" from ignition source to finished floor in garages; Combustion air for gas, propane G2407; & non-direct vent; 6.6 ISPSC 305.1 Pool /Hot Tub -barrier or safety cover which complies with ASTM F1376 6.7 M 1307.3.1 Bollard (2,000 lbs. load) for mechanical or plumbing equipment. Design IBC 1607.7.3 6.8 M 2427.10.2.2 Vent connectors in unconditioned spaces to be Type B or Type L or listed w/ equivalent insulation. 7. ENERGY & VENTILATION: 7.1 WSEC R403.3.1 Duct insulation R-8. Ducts w/in concrete/ground insulated to R-10 designed for below grade. 7.2 WSEC R403.3.2 & Ducts, air handlers, and filter boxes shall be sealed. Additional duct requirements M1601.4 Duct testing R403.3.3 required. 7.3 M1507.4 50cfm min bathroom, 100cfm min kitchens, vented to the outside (Table M1507.4) 7.4 M1507.3.4.1 Whole house fan (prescriptive sizing per Table M1507.3.3 (1)). 7.5 M1507.3.4.4 Individual outdoor air inlets or operable windows with an openable area not less than 4 sq. in. net free area for each 10 cfm of outdoor air required by Table M 1507.3.3(1) .in each habitable room. 7.6 WSEC R402.4- Provide air leakage test. Provide the completed passing test result certificate to the Bldg Dept. 7.7 WSEC 403.1 Provide at least one programmable thermostat for the primary space conditioning system and one programmable thermostat for each additional system. 7.8 WSEC R403.5.3 Insulate hot water pipe, both within & outside of conditioned space, shall have a minimum R-3. UPC 3 12.6amend Hot and cold water pipe in unconditioned space shall have a minimum R-3 insulation. 2 Updated 07/01/2018 City of Anacortes Invoice/Permit#: BLD-2019-0236 904 6th Street Applied date: 04/1912019 . P.O.Box 547 Issue date: Anacortes, WA 98221-0547 lgar‘ Expire date: 10/15/2020 (360) 293-1901 Job Address: 3956 ROCK RIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New Single Family Residence Owner: JAMES& LEZLIE MASSEY Contractor: STRANDBERG CONSTRUCTION Address: 4304 BLUE HERON CIR Address: PO BOX 319 ANACORTES WA 98221 ANACORTES WA 98221-0319 Phone: Phone: (360)293-7431 License#: STRANCIO20CC General Information: Fees: Plan Application Fee 200.00 State Building Code Fee Resi 6.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,646.69 Sewer GFC-Residential 9,774.75 Park Impact Fee 615.00 Traffic Impact Fee 2,730.77 Total Calculated: 15,023.71 Deposits/Receipts: 0.00 Total Due: 15,023.71 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 OF OWNER OR AUTHORIZED AGENT ISSUED BY 3, 46► ri , tes Invoice/Permit#: BLD-2019-0236 i , Applied date: 04/19/2019 . r 3221-0547 Issue date: Expire date: 10/15/2020 '\--4101111,01%,,,t Permit Type: Single Family Residence Permit Project: Finance Department 019147-0142 Carla B. 04/19/2019 03:20PM PERMITS AND INSPECTIONS JAMES & LEZL.IE MASSEY Contractor: STRANDBERG CONSTRUCTION BLD-2019-0236 Single Family Residence Address: PO BOX 319 Permit New Single Family ANACORTES WA98221-0319 Residence Phone: (360)293-7431 pending 2019 Item: BLD-2019-0236 License#: STRANC1020CC Plan Application Fee 200,00 Building Permit Fee 0.00 Fees: Plan Review Fee _ 0.00 Plan Application Fee 200.00 Mechanical Permit Fees 0.00 State Building Code Fee Resi 6.50 Plumbing Permit Fee 0.00 Sewer Inspection Fee 50.00 State Building Code Fee • Storm Drain GFC-Residential 1,646.69 Resi 0.00 Sewer GFC-Residential 9,774.75 Park Impact Fee 615.00 Sewer Inspection Fee 0,00 Traffic Impact Fee 2,730.77 Storm Drain Total Calculated: 15,023.71 GFC-Resi dent i al 0,00 Deposits/Receipts: 0.00 0 00 Total Due: 15,023.71 Sewer GFC�-Residential Park Impact Fee 0.00 00 Traffic Impact Fee Payment Id: 240743 200.00 , Subtotal 200.00 Total 200.00 03FINANCE CREDIT CARD 200.00 Visa ********:****2705 Ref=41305265160 Auth-263369 2705 1 R CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF 0 00 )NED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I Change due S APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS )F WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE Paid by; JAMES P SYKORA AUTHO I OF O TY VIOLATE ORR N CANCEL THE PROVISIONS OF ANY OTHER STATE OR DRMANIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII , ISSUED BY ei,,,,,Fttrto• _ - 1__ D L ) - 2CC9 C ., ' I@ ' ("%T Y , , COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT 4 DENTIAL BUILT 1G PERMIT APPLIC 4UON Mailing Address:P.O. Box 547,Anacortes, WA 98221 2019 Office Location: 904 6th Street,Anacortes WA 98821 Phone: (360) 293-1901 CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS(Street,Suite#): PARCEL(S)#: 395(0 Rack. V—,D[;E Q tuwwt`( 1343Z-3 Subdivision/Lot#: PROJECT VALUATION: $ L 2 DT 1 i Roue. 4TL Sount, MA SE_ 5 $ (a21,W APPLICANT: Phone: J Pcvvw-S -1-'LEz ..I C.. yvt sg-`( _ Address(Street,City,State,Zip): Email Address: q'3Dk 3LUE t{-1ER0N CAR i ANAccRTES PROPERTY OWNER: Phone: 4 PN+1C5 -P L.>E21.1E Wt -,5 E-Y Address(Street,City,State,Zip): Email Address: 43o4 gwt ReszoN u12, 1onAcoCfES RA W221 CONTACT PERSON: Phone: J1'NI SYKORA 31ob-Q2g1 -44,39 Address(Street,City,State,Zip): Email Address: 'rrvl esy�torahor+le dui A .cam LENDING GENCY: lone: V NA Address( eet,City,State,Zip): Email Address: CONTRACTOR:* Phone: srattymoBeeci CONSWVC11 ON INC, ;too- 29 3- 743 I Address(Street,City,State,Zip): Email Address: Zol iK IQ. Pt /E. 1 AN -o 1 l-ES tn. Professional License#: Exp.Date: *All Contractors&Subcontractors must have a valid City of Anacortes business license prior to doing work in the City. Contact Business License#: Exp.Date: the City's Finance Department at(360)299-1968. PROPOSED WORK: NEv'J S Ft2, ON 17EVE1-6 PEp LDT' PROPOSED NEW SQUARE FOOTAGE: Basement SQ': ❑ Finished Basement: ❑ Unfinished Basement 1"Floor SQ': (;5 9 3 Garage/Carport SQ': 4)5 2 2nd Floor SQ': 5 5(p Deck/Covered Porch/Patio SQ': 129 /176 Fire Sprinkler: ElYes rya No Lot Area SQ': 74 4-7 r 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: 31 tM S`Uto A Owner ❑ Agent 1A-(specify): Signature:fvvvx.1.4 (i Date: 4"I b--tq Page 1 of 5 IMPERVIOUS SURFACE AREA: Existing Impervious SQ': New Impervious SQ': 4-..(Q I Total Disturbed Land/Soil SQ': Total Proposed: Cut: Neese Fill: it, w -L New hard surfaces (pervious&impervious) kw e a Land converted from native vegetation to lawn or landscaping SQ' 1t4 54 Land converted from native vegetation to pasture SQ' )J A MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: I ` Elec#: BTU: Other#: a Wall Heater: Gas#: Elec#: . • Other:#: Location(s): Gas Water Heater: #: 1 k Location(s): ,A f,E- 1 Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Radiant/Hydronic Heating: Gas#: Elec#: Other:#: Location(s): Exhaust Fans: Bath#: 4 - Laundry#: I `` Other: 5 Range Hood: #: I Location(s): h1TLn£411 Fireplace: Gas#: I Elec#: Other:#: Location(s): I Clothes Dryer&Duct: Gas#: I `-/ Elec#: Other:#: Location(s): Stove/Range/Oven: Gas#: 1 Elec#: Other:#: Location(s): I Gas Piping/Outlet(s): #: 1 Location(s): DECK 1 Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): ➢LUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): 3 f Refrigerator water supply(for water/ice dispenser): Kitchen Sink: • - 1 — Pressure Reduction Valve/Pressure Regulator: Utility Sink: 1 -' Water Service Line: Tub: I Water Piping: Hand Sink: 4 Clothes Washer: I Shower: 2. - Electric Water Heater: Tank-less? Yes ❑ No ❑ Dishwasher: I Backflow Prevention Device: Hose Bib: II. Other: .F� �i /A1 • lib: rgEITIR[j (oil 1131, APR 1.:9 2019 Page 2 of 5 CITY OF ANACORTES 1 NOTES: 1. Handouts and standard details may be found on the City's Planning,Community,&Economic Development website or can be obtained at city hall during normal business hours. 2. Plans, calculation,&reports prepared by state licensed architects or professional engineers must be stamped and signed by the design professional. 3. The drainage analysis/plan&TESC Plan shall comply with the 2012 Department of Ecology's Stormwater Management Manual for Western Washington(as amended in December 2014). 4. For new single-family residential building permit applications, a non-refundable plan review deposit of$200.00 is required at time of application submittal per AMC 19.14.035 &IRC 108.1.1. 5. For remodels/alterations for existing single-family residences, a plan review fee of 65% of the permit's valuation is required at time of application submittal per AMC 19.14.035 &IRC R108.2.4(1). 6. Within 180-days of application submittal refunds are allowed up to maximum of 80%of plan review fee so long as no review has been performed by staff per AMC 19.14.035 &IRC R108.5. The applicant must initiate this refund request by submitting a signed letter to the Building Department. r@ . „7 ,„, „ APR 0`2019 li CITY OF ANACORTES Page 4 of 5 STAFF DETERMINATION OF COMPLETENESS: Please note,that the subject building permit application will be reviewed by staff for completeness.All of the items above as listed in the"Residential Building Permit Checklist"need to be submitted at time of application submittal unless deemed unnecessary by staff. If staff deems the application incomplete,the applicant will be notified by mail and/or email as to what items and/or revisions are still needed. Additionally,if the application is deemed incomplete,the applicant will have 90-days to submit the requested information per AMC 19.20.130(B)(2)(b). If the requested items and/or revisions are not provided by the deadline [90-days],the application may be rejected by staff and returned to the applicant along with any unspent application fees per AMC 19.20.130(C)(3)(b). FOR STAFF USE ONLY—COMPLETENESS DETERMINATION: '//mw ,//7 ./y // ,/4%/W7,?7, ;jam ; e ' $� z,z a, , E t2,,;4 0'," 0,i B ,/"''y 4. .6i. If deemed incomplete,what is the date it was deemed incomplete? If deemed incomplete,was it deemed as such at the counter,by letter, or email(Circle One)? If by letter or email,when was it mailed by USPS or emailed? If deemed incomplete at the counter,when was this checklist with items circled given to the applicant? If deemed incomplete,what is the 90-day deadline for resubmittal of requested items and/or revisions? If deemed incomplete,who deemed it as such? (Please include the letter/email in the file detailing what additional items or revisions are still needed). If the application is deemed complete,what is the date it was deemed complete & who deemed it as such? ii !Rift V,1 APR 1,;9'1019 CITY OF ANACOi.TES Page 5 of 5 ' 1 , \ ..„„,* '‘,„,,„_.,,, • \\: . , 11bt t\\\ A t: C ii\cv> \ , , ,\ \ ' , . ,,, fr'is ; r.....a.:".:C.:-.c..z= stji di \\ ‘ \\\ \ . C\ % \/4_, ott "L\ i --:, .-- 1 - I licite:ti eZ 442 ti H ai \ \\\ 75 VJ v � � ,,iltt.; IL- 0 uftb-c- V �Z la � a � . al • � �t Cl .-. N Cv Cr) N c� � .� � L� 4 \\ . 1 wi tti $4 , :o .,04. nkt : ,,--(C-r-:‘, f - - ri. ( :) \ \:::,,..A\\.• \\\\ A\\\\ ' 5 g • \ , \ \ 6) FL at\\ \ ais. m �; � a u � M m i3 � � o N o Cl N 1\y �44 w 2 ic) ,,, v-c, N \c4 2 o 0, r----, .., 1,‘ i‘q 114 ,1/4, q W ¢ Q d,?----, y C �\\ J d n ` O\ .d T � � � � � \ .ti N N Cl N Cl � M N Cl '+ � O� _ ry-) .--i \ \ QC � 't 1 2 : y � , N N funci.) , 1 d a •, ,j y ICk3 Ce : CD\ cm•) \ \ \K 2e `y r C \ N � 4( ? V Y y \ ' . * a ,(ig ' \ VN, C � � � N4aa Y �l � v J ....) T. �\ • — ., i � J C N n Y of) , C2 0 is ��� � . °o � Ct In �\ ' � m 3 X in ^, � " 6 � v 4 16- , >, ct DO � ON": 9 f^ 6-4 9 Cr O C O y:1 Ct . g .7: ,„ , • 74, a N . i � � %� � 'S c. 0 iJ � J � i' O \\ \ PC) El I) ° ct 0 E.: ct T't 2---„i ,. .,<.:- ,,-:. .,:\, \- • • INNE::.4.,.:....'t‘ , '• - . Q , ,Lt .4;4 1,2, u rt ;--( ct cu o Ca: 7-; \\ 7 Z i \ . 1".( i'l Tvds u "Ed cai 1-k 5 Po 0 Cat C-4-i c:1 \N ‘1/4 at \ 0 1_4 Ct . 8 CO a >- , 0 ct C.) p4 4 n ' � � c ° �a , p o sy . v •t a y ' a � ac rn :a W v LT- Up a 7 U 0,t : � • kN°4 0 t Clm.") \\\ \ \ , \ vai v oNc:i.- . , in \' ' ,,,,,,,, ts-, '''' `.-2-( t\ q4 kkwho - Cri < 1& % tilb : . v y x , , A., A a g ��G 0 2316 Antone Way Tim K. Garrison, P.E. Anacortes, WA 98221 Phone: (360) 708-1865 Consulting Engineer TimG@TimKGarrison.com Structural Analysis: New Home at 3956 Rock Ridge Parkway, Anacortes, WA Client: James and Lezlie Massey Job Number:T19022 Building Design:Jim Sykora. Date: March 19, 2019 GARli ;UR ,-, $ Rwfg F. �C APR 1..9'2019 ,Af Irfri 1' �� ' s CITY OF ANACORTES APR 1.9 2019 ,�' ° [IL Air 4(5 jl, CITY OF ANACORTES blame* srwr 20 INDEX: Design Sketches SK1 —SK4 Callouts and Tables CO1 —C05 Standard Specifications B—H Calculations. C1 —C23 Total No. of pages excluding cover sheet: 39 • 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). • • / / • - GRAV'4LSF((�AG(E ACCESS A4 —5'-6" dr 5.2 I 1 :• i . / b X lb CONCRETE FOOTING A4 I A4 p • - �: / 24'' 24"X 8"' BETE u I i fff INS 7 10 10 ' �.J LOAD AB Ab Ab . 5,2 / - '7 o P4( ] A4 10 10 d I ' • Ab Ab '�'d? Li ' °� �Y E.MIL V15QUEEN OVER 501E �RA1'4LSP PAGE 10 10 ✓ \ • \ • 15g4 SQ FT Ab Ab •• . : \. , VENTILATE WITH (14) F,OUNDATION VENTS \` L — \ \ . I - r — 1 24"X 24"X 8"CONCRETE \ \ Ei 8'-b,� FOOTING FOR POINT - 6 X16 CONCRETE FOOTING \ • \ ' • LLOAD ABOVE \ .0 /• tqCIp:. \ • \ 1 1 — — — / \ \. t A4 I A4 .. \ l�� 1 It 5.2 1 4/ I r- 5 . .\ \ 1'— \ • /�/ �' I I I I 1.I ' I .,\ .(Ss / / I I �•- . ' • I.... a I 1 I : 1 - \ \ )/l \ , - \ \‘) +F-- ,,,. ?E3 TT P 44 _1 r. I . I I • • I , • I � \ \ T -I I- _J ,y .r I / �� . \ \ �� • • .~ 44"X 24"X 6"CONCRETE Le I 1 I \ • \ \ - FOOTING FOR POINT I I '•.ef I r?o \ - 0 - • \ \ LOAD ABOVE -� • - , gii 1.:-.: l I �•j^ 0 .\ \ .---I-- b X 16 CONCRETE FOOTING G • r7 vP\ � \ GARAGE 5.2 2 / .♦ i : 1 � \ 6565Q.FT . . � _ \ • \ 1 : 10 I 10 1 \ N. . • A4 A4 Ab Ab Z \ • \ \ Ab • Ab 6 MIL Y15QUEEN OVER SOIL \ • \. . • S: \ ., i BUCKOUT FOR DOOR \ \ BL - - - LJ- - A4 I \ 'tr, \' \ \ L- 1 -1 Foundation and Retaining Walls \ 141 /' ,L q-3 / q j A4 —� 1/8" = 1 \ • - All foundations, retaining walls, and • \ �•., \ �/' •• \ e • slabs are OPA except as noted. �\ \ / / / \ \ . �•� // • i • • \ \,/ . \ \ 1�.o - All floor and deck framing and layout o \ — .--,------- - - is OPA except as noted. } `)\ • o tv 20,4 0 in IPw�� w/ rill :i17)..1 --.— itA , e .. , 338 r\I> till- < d 4$3 ,LL z it--I _ p 2tsssA I ` ., ..\ '1oQ s - rl _ \ NI * �13 323 ,. 4'JrY \ 4a p‘B ° h�a I III'� _ 2a a �` a �� e" Jr- ( - 8 fYQ� �y z ,I- I 2• x Zoaa im g=g 0 �jD6 i 16 �- ° I W E -A , ,_, .c, ,.___. 2 , pr k I{a� 111 9,' Ssw \ `el M ALL �r. "'A 9 str>€s /e \ \ IV 111911 \ M i D \ A g5W a \ \ tot{ 1 u �� Main Level Walls,Lower Roof,and 2nd 2 1- Floor Framing 1/8"=1' \ s w ('1t6D �uP*Mir' -RoofdiaphragmisOPA typ. .ti 2P �-,- go- -Trusses and layout are OPA,typ s -All interior floor sheathing is OPA,typ. -- `-, -Floor and deck joists are OPA,typ. Stair framing per Arch and codemin. lP w/ � - Deck decking is OPA,typ. r 5t-3 Upper Level.Walls and Upper Roof Framing 1/8" = 1' - Roof diaphragm is OPA,typ. -- -Trusses and layout are OPA,typ 2Pw . Ai • 3. IU by AD • 20H . I I-. r \ 20+I i 3 N 3 Zi�1 LzO H il \ �ali 'lle"E• � o • • 85W W °L - ' 2044 all { ' • MAIL Fofrn lq° gs II 1 • Wood Strong Wall, Typ • •(D8 Foundation to Top Plate • • . Condition • ek.M. f 'lNier- Cit I..,i ,. 4-: ,tom . : . dk - • \.:0-. it i`,t,-ril `(I (_c-} , I pit if4. ?il .it It • )1,4.1•��.:k ,• • .,. .,-;;••••oe . • i °°11°44P i. , • .1 t-1.04.zi !riiri t,:ii; a i*; a "' S.w #c: Y ,. 11 . . , . ... . 0 pop,,:t.it ;:..1.,aiva. . . • . , . . .• ,,_ . . • . . t ir,• ,,.. ,. , tce. cv4.1114..Jar.id ,, i, 1 • y p t � . . ' l rmer� F a • { L•aa . , a f rp i f i f . 0. • "C 5 0 i ' '.. i OP ' • ! 4 ' • • . i 9. - First-Story Wood Floor System Installation t 3A • •.1 '�. as, • AL. ...4.204,0 I + .•L�'III. .:t tout,} -, .e.- • t fi r ti: -1.41: .--0,'1:1 .. PVC::I t3-fie. a*.:In-i-,-.:.:f..r.....,r 401. ....„,,,,,,,r 2 ,. ♦F'4 y4 1 ��,L�', / tit pla:ernen1 4s s i P se • , • . • • j ! s .. f , . Structural Shear Wall C_ allouts© m— Copyright ConstructionCalc, Inc (CCI) _ . - • , Typi al Sheaf` Wall Callput Sy of This symbol Indic tes a dedicated shear wall or anel, th' type pe callout b, low. Walls without this symbol 0.re not dedicated she r walls use code-standard,construction. 1P I Min, length of shear panel, ft. 3.4 1 If"W", const ct entire Wall per this callout, with m}nimum individual!panel lengths indicated on plan. • i If"NS", mean Not a Shear Wall. Build per code minimum. Sill BOt anchor Top of plate to max Capa- I Stud Nail Edge Sill Block- Top of wall fram- spc'g / city, Nails Stud Stud mat'! / Field Top plate & ing at wall corm to ing, min. wind/ Sheath- or height, spac'g, Stud (see spac'g @ Top plate studs unsup- conn to perpen- max. Mud sill embed- Call- seis, ing, Sides of screws, max., max., size, std st'l Stud Plate, splice, w/ edge ported parallel dicular spc'g, anchor to ment, out Eh, plf min. wall size ft. in. min. specs) spac'g, in.j. min. min. nail'g edges framing framing in. concrete in. 6/6@24 Con't 10 24 2x4 Sawn 6/12 16 @ Con't sheathing 5/8" j-bolt one, +blkg or . or 5/8" 7/16" either 14 16 2x6 Sawn . 6/12 16sheathing 16d @ 6 @ 48" lap H2.5 or Titen HD, 1 PW 168/ OSB or side, 8d • 2- 2x4 w/ 8- 2x NA or A34 SDWC- or SDS w/ 3" 72/4 120 plywo- apply or LTP4 .25x4.5 od directly 18 12 2x6 Sawn 6/12@12 16d at 36" 15 24�; @ 12 M SA or to studs ' - max. . @ max. MASAP 20 16 ,1.75x5.5 LVL 6/12@16 i SDS 490/ 4/12@ 16 2PW (same) (same) (same) (same) ' 16 (same) (same) 12 (same) (same) (same) 2x (same) (same) .25x4.5 (same) 36/4 or 350 @ 6 10 ' 24 2x4 Sawn 5/8" j-bolt] or 5/8" 200/ 1/2" or 5d for - — — T- 4/4@24 48" lap _ SDS Titen HD, 5GW 200 5/8" gyp both 1/2"; 6d 14 16 2x4 Sawn 7/7@16 i 2- 2x4 ' w/ 8- 2x NA (same) (same) .25x4.5 w/ 3". 72/4 for 5/8" i 16d @ 9 wshr. Or . MASA or 16 16 2x6 • Sawn • MASAP 1 i . o Structural Callouts© — Copyright ConstructionCalc, Inc (CCI) • 0 PA Per Architect _ __ _ __ * ,Structural Item: This item and related connectors shall be per architect / designer. 7 8 • SW Simpson Wood Shear Wall Detail _ ,Wood Shear Wall: Use WSW18. Width = 18". Height, see below. • . DB • Height: Foundation to top plate. Okay to order WSW long and cut to height as necessary. Note WSW sits directly on foundation; wall and floor to frame _ around WSW. Okay to hang floor joist on WSW. _ 'Alignment: If using trimmer, nail 2x trimmer to WSW for header support. Trimmer creates edge of rough opening. May use HUC in lieu of trimmer, in this * case WSW creates edge of rough opening. Remainder of wall section may be filled in with standard framing. - Position to align with outside (exterior) face of studs. Furr-out as necessary to flush up with remainder of wall. * 1 Top Connection: Connect top of WSW to double top plate with SDS connectors that come with the WSW. —_ • * Sheathing: Sheathe header, WSW, and wall similar to 2PW. - —_ Bottom Connection: WSW sits directly on foundation; wall and floor to frame around WSW. Okay to hang floor joist on WSW. Anchor bolts, use all- ; * ,thread, 7/8" diameter, extended to footing bottom rebar and use double nut and 3" x .25" washer on embedded end. Suggest using Wood Strong Wall Anchor !Bolt template, WSW. , 9 � S W Simpson Wood Shear Wall _ _ . * Same as 8SW except use WSW12. Width = 12". 17 ' HD Alt 1 - Holdown - Embedded Strap Type. - _ Min. Capacity: Good for 2185 lb uplift. _ _ _ ' __* Holdown:f Use LSTHD8 for no rim joist condition. • — _ - - For rim joist condition use LSTHD8RJ. — _ • L* Nails: Use 16, 16d to full-height stud as follows. • - _ * Stud: Use larger of: king stud as spec'd elsewhere; or choice of 2- 2x, 3x, or 4x. L • Alt 2 - Holdown - Bolt Type __ * • Holdown: Use HDU2. __ _ _ - * Lags: Use 6 SDS 1/4 x 2.5 to full-height stud per above Anchor Bolt: If wet set, use 5/8" diameter SSTB16, or 5/8" all-thread with nut and 3" washer on embedded end. Min embedment = 12". If too long to fit in * I footing, bend 90-degrees at bottom of footing, maintain 3" cover at bottom of footing. - - i If rotohammer, use 5/8" Titen HD or all thread & epoxy, with 6" min concrete embedment, centered in stem wall. . 77 MI Mullion F Use 2, 1.75x5.5 LVLs, continuous bottom plate to top plate. __ - Header(s) may hang on this with HUC, HUCQ or similar. . C\ a N r 1 80 L Ledger - Roof Diaphragm Ledger Connection: Where a ledger is called for below, if connecting to rim or header, use SDS, or LedgerLOK at max 12" OC, staggered. If connecting to studs, use 2, SDS or LedgerLOK per stud. - Length of SDS or LedgerLOK= full depth penetration into rim, or 2.5" min embedment into solid framing. - Min distance of connector 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 is applicable. - Rafters Perpendicular: Use 2x or LVL ledger, min height to match rafters. Apply ledger over wall sheathing. Use hangers to hang rafters on ledger. - Parallel Rafter or Truss Top Chord: Ledger may be top chord of truss or last rafter or similar. Ledger to be placed over wall sheathing._ * Roof Diaphragm: Connect roof diaphragm to ledger with.8d ring shank or screws at 3" OC. 92 FT Footing, Thickened Slab • * Footing: Use a monolithically poured thickened slab: -_At exterior locations footing to be min., 12" tall x 12" wide at bottom. Height may include slab, height. *- Longitudinal Rebar: —fi - j At exterior locations, use min., 2, #4 continuous 2" from top and min., 2, #4 continuous 3" from bottom. * 1 Slab Reinforcement: Extend slab reinforcement through this footing. V 93 DW Decorative Wall and Footing _ • j * 1Footing: Use min., 24" wide x 6"'tall. V _ • _ - I Longitudinal rebar, use 3, #4 continuous, 3" from bottom. * Decorative Wall: Use thickness and height per Arch. _ • - Vertical rebar, use 2 mats, #4 at 18" OC, max, each mat 3" from face of wall, with alternating 6" bends at bottom footing rebar. _ V _ ▪ ;Horizontal rebar, use 2 mats of tt'l at top and bottom of wall and at 18" max spacing, each mat 3" from face of wall. 94 FP hooting, Pad - — — 'Footing: Use min., 18" square x 8" tall. * Rebar: Use 2, #4 each way, 3" from bottom. . c • Goo Headers 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 Callout Min, use Alt 1 min.use Alt 2 min., use (if blank use default end(if blank use above) default above.) • . 20H 2x6, "L"config 4x6 21H 2x10,"L"config 2-2x8 4x8 22H 5x10.5 glualm 3 23h 3x10.5 glulam 5x9 glualm 2 Beams Default sawn material is Doug Fir No 2 or better. Default glulam, LVL, PSL materials-see Standard Structural Specs herein. Default LSL is 1.5E,2,300 psi, min Fb. 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. Connector(if blank Callout i Min.,use j Alt 1 min., use Alt 2 min., use Notes use default, above) ' 30B 4x8 31B •4x8 32B 4x8 33B 3x9 glulam 5x7.5 glualm 40B 1.75x11.8 LVL 41B 2- 1.75x11.8 LSL I 2-1.75x11.8 LVL 3.5x11.8 PSL 42B 2- 1.75x11.8 LVL L 3.5x11.8 PSL 43B 4x12 PT 6x10 PT 3x9 PT glulam 44B 5x12 PT glulam 45B 5x10.5 PT glulam • 46B 1.75x11.8 LVL • 47B ! 2- 1.75x11.8 LVL 3.5x11.8 PSL 48B i 3- 1.75x11.8 LVL 5.2x11.8 PSL 50B 2- 1.75x11.8.LVL 3.5x11.8 PSL 51 B •1.75x11.8 LVL L in add'n to flr joists 52B { 2- 1.75x11.8 LVL 3.5x11.8 PSL 53B j 1.75x9.25LVL 54B I 4x12 PT 6x10 PT fo S Posts Default material is Doug Fir No 2 or better. . Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. Default bottom connection on beam: 2,FC or 2,A34 with screws, or PCZ. Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ Alternate bottom connection on concrete: #5 rebar or 5/8"all-thread, epoxy 6"min. into post butt, and 6" min., embed in conc. Conc embed may be wet set or epoxy. — _ � — -- ---- -- Connector(if blank Callout Min., use Alt 1 min., use Alit 2 min., use Notes use default, above) 70P 2-2x4 4x4 71P 3-2x4 2-2x6 4x6 72P I 3=2x6 6x6 5x5 glulam col. 73P 4x6 PT [ . • Standard Structural Specifications© — Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: • Code. The designs herein are prepared in accordance with the 2015 IBC. 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 IEBC:International Existing Building RC:Relative Compaction AC:Asphalt Concrete Code - REF:Reference,not actual BI:By Inspection IRC:International Residential Code REQ or Reqd:Required • E:Elastic modulus or Electrical K:Kip(1,000 lbs.) ROW:Right Of Way (E):Existing KSI:Kips per Square Inch Rt:Right CC::ConstructionCalc,Inc. LVL:Laminated Veneer Lumber S:Section modulus CM U:Concrete Masonry Unit LSL:Laminated Strand Lumber SC:See Callout CO:Callout or Cleanout Lt:Left SD:Storm Drain Conc:Concrete NA:Not Applicable SIP:Structural Insulated Panel Cont:Continuous NB:Not Bearing SK:Sketch DF:Douglas Fir NIC:Not Included SOG:Slab On Grade HF:Hem Fir OC:On Center spacing SPF:Spruce Pine Fir HVAC:Heating,Ventilation,and Air OSB:Oriented Strand Board SS:Sanitary Sewer Conditioning PCF:Pounds per cubic foot STAO:Shear Transfer Around Opening GW:Gypsum shear wall PLF:Pounds per Lineal Foot TYP:Typical Gyp:Gypsum wall board Ply:Plywood UNO:Unless Otherwise specified GLB:Glulam Beam PSL:Parallel Strand Lumber elsewhere I:Moment of Inertia PSF:Pounds per Square Foot - V or v:Shear(lbs)or unit shear(plf) IBC:International Building Code PSI:Pounds per Square Inch respectively ICF:Insulated Concrete Form PT:Pressure Treated with preservative W:Wall,full length PW:Plywood or OSB shear wall WWF:Welded Wire Fabric 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.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: • O Roof live: 20 psf. 0 Exterior wall dead: 10 psf O Roof+ceiling dead: 15 psf 0 Interior wall dead: 7 psf O Roof snow: 25 psf 0 Seismic Factors: Ss= 1.104, S1=0.438 O Floor live:40 psf 0 Seismic Des Category: "D" O Floor dead: 15 psf 0 Wind Exposure `B',3-sec gust: 120 mph. O Deck live: 60 psf 0 Assumed allowable soil bearing pressure: O Deck dead: 10 psf. 2,000 psf. C 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 finished 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 j 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. Compaction:Place all fill materials in lifts not exceeding 8-inches. 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. 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 (18-degrees),no dowels into rock are necessary. Where rock is sloped 3:1 (18-degrees)or greater(up to 45-degrees max),use#4 x 18"long dowels rotohammered min., 8" into solid rock. Rotohammered holes to be ''/2"diameter,perpendicular to face of rock.No epoxy is necessary.Dowels to be located as follows: 0 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 waterproofmg 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 4-feet 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 A-185. 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" 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 maybe 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%. Studs. Studs in exterior walls shall be a single member(not spliced nor discontinuous)from horizontal diaphragm to horizontal diaphragm(horizontal diaphragms are roofs and floors that connect to exterior walls.)Use balloon framing at stairwells,openings in floor diaphragms,etc. Stud size,material,and maximum length between diaphragms is shown in shear wall table. 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. 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. F • 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 2-feet 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,Epoxy.Where specified,wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days. Use Liquid Nails LN-940 or similar.Prep and apply per manufacturer's recommendations. Epoxy used with wood dowels or drift pins shall be Simpson ET-UP,or other brand intended for wood use. Wood and dowel shall be clean and dry prior to epoxy installation. 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 door 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 9.1' 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 72-inches and within 12-inches 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. Decks: Joist hangers used at decks shall be connected to all wood members with corrosion-resistant screws, Simpson SD9 or similar. Hangers shall be U or LU only(not LUS.)Ledgers shall be attached with screws or lag bolts per Callouts.All hardware and connectors shall be at least medium-duty corrosion-resistant with galvanizing or similar. 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. PRE-FABRICATED 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 2-1/2" lengths. Use the length necessary for full penetration into the member(s) connected. I r1 Corrosion Resistance:Use the following depending on the level of corrosion resistance required: Low Corrosion Resistance: Use standard G90 zinc coating with .90 oz of zinc per square foot of surface (total both sides).Typically used for interior or exterior dry applications. Medium Corrosion Resistance:Use Z-Max galvanized products with 1.85 oz of zinc per square foot of surface area(total both sides).Hot_dipped per ASTM A653.Must use hot-dipped galvanized fasteners with these products.Typically used for exterior wet applications. High.Corrosion Resistance:Use HDG hot-dipped products with a minimum of 2.0 oz of zinc per square • foot of surface area(total both sides).Thickness of galvanizing increases with increased metal thickness. Must use hot-dipped galvanized fasteners with these products.Typically used for very wet exterior conditions Very High Corrosion Resistance:Use SST300,type 316L stainless steel products. Stainless steel connectors are required with these products.Typically used for marine applications and in aggressive chemical environments. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses. Where shown on the plans,all prefabricated structural roofmg 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 2.0E,2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber).Use minimum 1.9E,2,600 psi minimum allowable bending stress. LSL(Laminated Strand Lumber).Members indicated as 1.5E shall have min., 1.5E modulus of elasticity and 2,300 psi allowable bending stress.Members indicated as 1.3E shall have min., 1.3E modulus of elasticity and 1,700 psi min. 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. kit • � . . i • • . . 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Structural Design Loads - IBC 2015 & ASCE 7-10 Seismic Calculations - Per ASCE 7-10 Project Massey Job No. t19022 Date 3/18/19 Location 3956 Rock Ridge Parkway, Anacortes, WA • USGS 0.2 Second Response Ss = 1.104 % of gravity USGS 1.0 Second Response S1 = 0.438 % of gravity No. of stories above ground lev. Two Stories Site Class Rock,B r Risk Factor comm`i,Industrial,Residential Med Hazard.11 'r' Equiv Lateral Force Method Seis importance, IE.= 1.00 Structural System Bearing wall wood or light steel shear wail IP .2 sec response, Ss = 1.104 Ss use for Cs = 1.104 Is structure regular and 5 stories or less? Yes 'tr. Use Ss=1.5 max for Cs calc 1 sec response, Si = 0.438 Site coef, Fa = 1.000 Redundancyfactor, p= 1 Site coef, Fv = 1.000 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 = 25 ft O - Str factor, 00= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 I Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMs.= 1.104 • Height Limit (feet) 65 Spectral accel parameter, SM1 = 0.438 Max. Allowable Story Drift 0.015 hsx or L 167 Design spectral parameter, Sips = 0.736 0 - Str factor, On 3.00 Design spectral parameter, SDI = 0.292 Seismic Base Shear, V 0.113 * W I Building period coef, CTs = 0.020 Horizontal Seismic Load Effect, Eh 0.113 * W Approx fundamental period, Ta = 0.224 Vertical Seismic Load Effect, Ev 0.147 * W Upper limit period coef, Cu = 1.408 Seismic Load Effect E = Eh + - Ev 0.26D & -0.034D Building period, use, T = 0.315 LRFD Comb 5 1.347D + Eh + .5L + .2S Csmax = 0.201 LRFD Comb 7 0.753D + Eh Csmin = 0.010 ASD Comb 5 1.103D + .7Eh Seis response coef, Cs = 0.113 ASD Comb 6b 1.074D + .525Eh + .75L + .75S . Min diaphragm force, Fpx min = 0.147D ASD Comb 8 0.497D + .7Eh Max diaphragm force, Fpx max = 0.294D Wind Loads Per ASCE 7-10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project ' Massey Job.No t19022 • Date 3/18/19 Building Wind Exposure . i;xp B Mean roof nt.<30',wooded or urban for>1,500 ft.' V Enclosure Classification Enclosed Building(Typical V 3-Sec Gust, Basic .120 mph ASCE7-10 maps, Fig 26.5, p247 AS1),Basic Combos.Stress increases allowed for wood only, • Method Load Comb Factor 0.6 Roof Pitch 1, max. 1.00 /12 Slope 1 8 = 4.8 deg Roof Pitch 2, max. 1.00 /12 Slope 2 8 = 4.8 deg A Mstr - 2012 IBC Loads Calcr 6-6-17 3/18/19 • Hill Shape Topographic Factor Not Applicable r LIB 1.56 . Building Width Perp. To Ridge B = 50 ft h/L 0.31 Building Length Parallel To Ridge L = 78 ft Gust Effect Factor G = 0.85 Mean Height Of Roof(ft) • h;r, = 24.0 ft 3-Second Gust Power Law Exponent a = 7.0 Eave Height(ft) heave = 23.0 ft Normal Ht. Of Atmosp. Bndry Layer zg = 1,200 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 0.657 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = IBC Load Factor for ASD Wind -1605.3.2 GJ = 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 = 20.60 psf Windward Wall Pressures Internal Pressure Intermed. Windward Internal Pressure Elev K Value Q, Wall 0-15 feet 0.575 10.81 psf 7.35 psf +/- 3.71 psf 15-20 feet 0.624 11.73 psf 7.98 psf 20-25 feet _ 0.665 12.50 psf 8.50 psf. Longitudinal (Parallel To Ridge) 25-30 feet 0.701 13:17 psf 8.96 psf 30-40 feet 0.761 14.30 psf . 9.72 psf Leeward Wall Side Walls 40-50 feet 0.811 15.24 psf 10.36 psf -4.08 psf • -7.35 psf 50-60 feet 0.854 16.06 psf 10.92 psf (Outward) (Outward) 60-70 feet . 0.892 16.78 psf 11.41 psf Roof Pressures - . 70-80 feet 0.927 17.43 psf 11.85 psf Based On Posn. Pressure Down Ridge 0 to h/2 -9.45 psf Transverse (Perp. To Ridge) h/2 to h -9.45 psf • hto2h -9.45psf Leeward Wall Side Walls > 2h -9.45 psf -5.25 psf -7.35 psf (Outward) (Outward) • Horiz pro' 9.72 psf Slope 1 - 15.0 psf 1.00112 tom' -9.37 psf -9.40 psf -5.85 psf • 8.96 psf 14.2 psf . if 8.50 psi +/- 3.71 psf 13.8 psf 10 +/- 3.71 psf 7.98 pisf '"'"""40 ' +/- 3.71 psf -5.25 psf 13.2 psf i ......, +/- 3.71 l • 7.35 psf .,..406 lii* 12.6 psf CY lfiSfl 7//`1���` " 50.0o ft ' f� 'lf��Y//���77, //4. ,:4- to • • ,j" . Roof 1 slope: 1:12 .0.08 rads 4.76 deg Roof 2 slope: 1:12 . 0.08 rads 4.76 deg Press, slope 1, roof, horiz proj: 1.6 psf Press, slope 2, roof, horiz proj: 1.6 psf A Mstr - 2012 IBC Loads Calcr 6-6-17 3/18/19 ConstructionCalc, Inc Lateral Load Calculator Job No.: t19022 Job Name: Massey By: tkg • Architect/Designer: Sykora Date: 3/18/2019 Building: house+gar. R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.113 (Basic.Ma Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up e-w up n-s dn e-w do n-s Dim 1 24:00 2440.00 Dim 2 47.00 1.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 • Trib Area 1131.9 0.0 2448.5 0.0 0.0 0.0 0.0 0.0 o Dead weight,psf.1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 cc Seismic factor.; 0.113 J 0.113 0.113 , 0.113 1 0.113 0.113 1 0.113 0.113 Calc'd seis load 1918.6 0.0 4150.1 0.0 0.0 0.0 0.0 0.0 Dim 1 128.00 324.00 Dim 2 6.00 7.00 m Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 768.0 0.0 2268.0 0.0 0.0 0.0 0.0 0.0 w Dead weight,psf.1 10.0 1 10.0 1 10.0 1 10.0 1 10.0 1 10.0 1 10.0 1 10.0 Seismic factor.; 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , Calc'd seis load 867.8 0.0 2562.8 0.0 0.0 0.0 0.0 0.0 Dim 1 24.00 Dim 2 28.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0o Trib Area 0.0 0.0 672.0 0.0 0.0 0.0 0.0 0.0 • Dead weight,psf.; 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 Seismic factor.! 0.113 , 0.113 I 0.113 , 0.113 , 0.113 ; 0.113 , 0.113 , 0.113 , Calc'd seis load 0.0 0.0 1139.0 0.0 0.0 0.0 . 0.0 0.0 Other GLs 2786.4 2786.4 10638.4 Seismic Applied V 2786.4 . 2786.4 10638.4 10638.4 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up e-w up n-s dn e-w dn n-s 0 0 0 0 Dim 1 22.00 N Dim 2 4.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 88.0 0.0 0.0 0.0 0.0 0.0 IY Wind psf load! 8.0 j 8.0 1 8.0 1 8.0 j 8.0 1 8.0 1 8.0 1 8.0 Calc'd wind load 0.0 0.0 704.0 0.0 0.0 0.0 0.0 0.0 Dim 1 23.00 44.00 rn Dim 2 6.00 6.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 138.0 264.0 0.0 0.0 0.0 0.0 0.0 0.0 W Wind psf load! 16.0 1 16.0 ' 16.0 1 16.0 1 16.0 1 16.0 1 16.0 1 16.0 1 Calc'd wind load 2208.0 4224.0 J 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 87.00 50.00 in Dim 2 6.50 6.50 ✓ Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 0.0 0.0 565.5 325.0 0.0 0.0 0.0 0.0 W Wind psf load! 16.0 1 16.0 1 16.0 1 16.0 1 16.0 1 16.0 1 16.0 1 16.0 j Calc'd wind load 0.0 0.0 9048.0 5200.0. 0.0 0.0 0.0 0.0 Other GLs 2208.0 4224.0 Wind Applied V 2208.0 4224.0 11960.0 9424.0 0.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up e-w up n-s . dn e-w dn n-s 0 0 0 0 Controlling V 2,786 lb 4,224 lb 11,960 lb 10,638 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type seismic wind wind seismic - - - - ConstructionCdc, �r�c Description: up a-w Distribution of Lateral Loads Seismic Adjustments per Grid Total V, unfactored 2,786 lb Building: house + gar R adjust Grid Rho adj Grid Wind or Seis control? (w or e) seismic Total V, factored 1,950 lb Adjst'd multiplier - - Grids 21 22 Percentage V 50% 50% 0% Leftover V / grid 975 lb 975 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 1,950 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. 4.9 If 4.0 If • 8.9 If 110 plf 1 PW • e2 10.2 If 15.6 If 25.8 If 38 plf 1 PW Description: up n-s Seismic Adjustments per Grid Total V, unfactored 4,224 l5 . R adjust Grid _Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 2,534 lb Adjst'd multiplier - - Grids 2a 2b Percentage V 50% 50% 0% Leftover • V / grid 1 ,267 lb • 1,267 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 2,534 lb Sum check OK Min. • Grid. Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 PnI 7 " Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use • k 3.3 If 2.9 If 3.8 If 10.0 If 127 plf 1PW 11.7 If 11.7 If 108 plf 1 PW Description: dn a-w Seismic Adjustments per Grid Total V, unfactored 11,960 lb R adjust Grid Rho adj Grid _ Wind or Seis control? (w or e) wind Adj 3-5 and b, e, use eff len for angle to load Total V, factored 7,176 lb Grid 1, use 3, WSWs only Adjst'd multiplier - - Grids 1 2 3, 4 5 Percentage V 30% 30% 20% • 20% • 0% Leftover V / grid 2,153 lb 2,153 lb 1,435 lb 1,435 lb 0 lb 0.Ib 0 lb 0 lb 0 lb 7,176 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 PnI 6 PnI 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 2, WSW 18" x 16' good for 1085 ea + 1, WSW 12" x 10' good for 810, Tot = 2980, ok. 0.0 If #DIV/0! #DIV/0! 13.8 If 9.5 If 23.3 If 92 plf 1PW 3.6 If 2.6 If 2.6 If 6.5 If 15.3 If 94 plf 1 PW 3.9 If 8.7 If 12.6 If 25.2 If 57 plf 1 PW Description: dn n-s Seismic Adjustments per Grid Total V, unfactored 10,638 lb Adj b, e,"use eff leng for angle to load R adjust Grid Rho adj Grid Wind or Seis control? (w or e) seismic Grids d and e, use equal load for each. Total V, factored 7,447.Ib Adjst'd multiplier - - Grids a b, c d e Percentage V 40% 30% 30% 30% V/ grid 2,979 lb 2,234 lb 2,234 lb 2,234 lb 0 lb 0 lb 0 lb 0 lb 0 lb 9,681 lb Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 PnI 6 PnI 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use_ 7.0 If • 10.5 If 8.0 If 25.5 If 117 plf 1 PW 6.0 If 3.0 If 10.8 If 3.9 If 23.7 If 94 plf 1 PW 11.8 If 11.8 If 189 plf 2PW 7.4 If 10.4 If 17.8 If 126 plf 2PW Uplift Calculator Panell.D. 3 d Unit lateral load, factored, Eh, plf 94 plf 189 UpliftRange Panel horiz. length, ft. 3.0 ft 11.8 ft Panel ht. (mom-arm), ft. 8.0 ft 17.0 ft Add'I uplift from upper story, Lt. end, lb Add'I uplift from upper story, Rt. end, lb Dead point load at Lt. end, lbs. 500 lb 500 lb Dead point load at Rt. end, lbs. 1,440 lb 480 lb No. AB's to help keep Lt. end down 2.0 ea. 2.0 ea. No. AB's to help keep Rt. end down 1.0 ea. 2.0 ea. Dead weight UDL, plf 160 plf 240 plf (rqW ►N Lai eLt OF ;)5 Uplift Lt. end, ASD comb 7, 8 -692 lb 1,063 IbDIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Uplift Rt. end, ASD, comb 7, 8 -756 lb 1,075 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! C ProBeam Tim Garrison, P.E. 0),NS1'1RUCTEO3ALCur -v 1�fit rx 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 t19022 Spans and Supports(Note,pitch and fixity, if any, not shown) Member I.D. 20h - Other Info. 3/18/19 y � . .3 .3 .g .5 Type? j Simple span, fully braced v • 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/ I Code Minimum_Normal: L/360&L/240 - 360 = 0.13 in Total, L/ 240 = 0.20 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: 4.00 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 w Increase Roof DL for pitch? !Yes Iv Roof Pitch 1.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 : Roof 20 psf 15 psf 25 psf 11.00 ft - 165.6 lb/ft 275.0 lb/ft Uniform Ld. 2 40 psf • 15 psf . - - Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 165.6 lb/ft 275.0 lb/ft • Loads • Point loads are 1/10 scale • . - 600 400 ----- 200 0 Lam----- _. ____ Y-- ._,_ _ - - _ -200 0.5 1 1.5 2 2.5 - 3 3.5 4 4 5 4x And Smaller (Lumber) Calc'd Member Results For 2 x 8 Acceptable Solutions ,2 x 8 ;® Load Duration Snow: 1.15 ; ® % Overdesign 2 x 8 (4) 2 x 4 Moisture [edium Dry- 18% ; ® I Douglas Fir-Larch I® Repetitive Use? Lo w Pos Bending 54.2% (2) 2 x 5 3 x 5 Press Treated? I No, Not P.T. w ;No. 2 ® Flat Use? No ® Neg Bending NA (3) 2 x 4 4 x 4 Temp Cond. 1 100 deg F&less 1® Fb Pos 1,241 psi Fv 207 'psi Shear 70.3% Fb Neg 1,187 psi Fcp 625 psi Span(s) Defl'n 1498.3% Allow Pos Mom 1,359 ft-lb 147.63 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -1,300 ft-lb E 1,600 ksi Calc'd member OK by: 54.2% 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:1.15-Snow For 2 x 8 1.50 in 1.50 in - - I-Joist Calc'd Brand [LPI-LP solid Start v Results For 11-7/8" LPI 20Plus Calc'd Member ; 11-7/8" LPI 20Plus ! ® % Overdesign Acceptable Solutions Load Duration I snow: 1.15 - 1 ® Pos Bending 390.1% - 9-1/2" LPI 42PIus Brng @ Ends: [Min 1.75",w/o web stiffner i v Neg Bending NA 9-1/2" LPI 20Plus 11-7/8" LPI 52Plus Brng @ Mid-Supports: (No Mid Support) ® Shear . 93.8% 9-1/2" LPI 32Plus 11-7/8" LPI 56 Allow Pos Mom. 4,318 ft-lb Allow Shear 1,708 lb Span(s) Defl'n 5029.8% 11-7/8" LPI 36 Allow Neg Mom. 522 ft-lb El 318,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 970 lb Bearing 10.1% Allow Mid Rxn 2,330 lb Calc'd member OK by: 10.1% Self Wt 2.90 plf Controlling criteria is: Bearing • 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 881 lb 881 lb - - O ft-lb O ft-lb O ft-lb O ft-lb • Min Total 331 lb 331 lb - - O ft-lb O ft-lb O ft-lb O 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 - -0.013 in - - -- Allowed 0.200 in 0.200 in 0.200 in . ProBeam v7 WC 2-22-18 Tim Garrison, P.E. CC .ProBeam We Bnl:power The BUM:Wig IldUstry v6.0 i 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 t19022 • Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 21h - Other Info. 3/18/19 A 1 2 3 4 5 t3 Type? Simple span,.fully braced I v • 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, L/ Code Minimum-Normal:L/360&L/240 V • 360 = 0.20 in Total, U 240 = 0.30 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: 6.00 ft Add Self Weight? No-Self weight is included In applied DL V ' • Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? [No w Increase Roof DL for pitch? 1 Yes 1 w Roof Pitch I 1.0 :12 Live Dead Snow Trib.Width . .Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 11.00 ft - 165.6 lb/ft 275.0 lb/ft . Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 27 psf. - - Uniform Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf - - • Tot Unif Load - 165.6 lb/ft 275.0 lb/ft • Loads Point loads are 1/10 scale • 600 - 400 200 -200 1 • 2 3 4 5 6 4x And Smaller(Lumber) Calc'd Member Results For 2 x 12 Acceptable Solutions 2 x 12 v Load Duration [now: 1.15 W 1 %Overdesign 2 x 10 (4)2 x 5 Moisture LMedium.Dry-18% W Douglas Fir-Larch w Repetitive Use? No v Pos Bending 37.5% (2)2 x 8 3 x 8 Press Treated? No,Not P.T. V 1 No.2 w Flat Use? No 0 Neg Bending NA (3)2 x 6 4 x 8 Temp Cond. 100 deg F&less W Fb Pos 1,034 psi Fv 207 psi Shear 76.2% Fb Neg 855 psi Fcp 625 psi Span(s) Defl'n 1669.4% • Allow Pos Mom 2,726 ft-lb 1177.98 in^4 Cantilever(s) Dern NA Allow Neg Mom -2,255 ft-lb E 1,600 ksi Calc'd member OK by: 37.5% Allow Shear 2,329 lb El 284,766 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf Cond,s Of Use: Load Duration:1.15-Snow For 2 x 12 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 1,322 lb 1,322 lb - - - 0 ft-lb , 0 ft-lb 0 ft-lb 0 ft-lb Min Total 497 lb 497 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 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.017 in . - - • - Allowed 0.300 in 0.300 in 0.300 in . ProBeam_v7 WC 2-22-18 G Tim Garrison, P.E. CCA-15 RUCTIONC.ALC ProBeam We,rsthpoWer The Building Industry 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 t19022 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 21 h case 2. Other Info. 3/18/19 0.5 1 1.5 2 2.5 3 3.3 Type? [ imple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3.50 ft 3.50 ft Allowable Deflection, Main Spans Live Only, L/ [Code Minimum-Normal: L/360&L/240 I► 360 = 0.12 in Total, L/ 240 = 0.18 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: 3.50 ft Add Self Weight? 'I es-Self weight will be added to applied DL 1 Loads: • • Point Loads • Measured from left end of member. Member Total Length=3.5 ft: Live Dead Snow Trib.Width Trib Length Live Dead Snow Location . Point Load 1 20 psf 15.00 psf 25.00 psf - - - Point Load 2 60 psf 10.00 psf - - - Point Load 3 - - - - - Point Load 4 1,500 lb 652 lb 2.00 ft Point Load 5 Loads • Point loads are 1/10 scale 200 150 I 100 . 50 • 0 -50 0 0.5 1 1.5 2 2.5 3 3.5 4 4x And Smaller(Lumber) Calc'd Member Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12, 4.3 plf [2 x 12 v Load Duration I Snow:1.15 V • •%Overdesign 2 x 10 (4)2 x 5 Moisture [Medium Dry_18% V [Douglas Fir-Larch j v Repetitive Use? I No I v Pos Bending 50.3% (2)2 x 8 3 x 8 Press Treated? [No,Not P.T. V I No.2 I v Flat Use? No 0 Neg Bending NA (3)2 x 5 4 x 6 Temp Cond. 100 deg F&less ' Fb Pos 1,034 psi Fv 207 psi Shear 88.2% Fb Neg 978 psi Fcp 625 psi Span(s)Defl'n 1374.3% Allow Pos Mom 2,726 ft-lb 1177.98 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -2,578 ft-lb E 1,600 ksi Calc'd member OK by: 50.3% . Allow Shear 2,329 lb. El 284,766 ksi . Controlling criteria is: Pos Bending • Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf . Cond's Of Use: Load Duration:1.15-Snow For 2 x 12 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 930 lb 1,237 lb • - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 287 lb 380 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 0.175 in 0.175-in . 0.175 in . Max Dn Dell - -0.011 in - - - Allowed 0.175 in 0.175 in 0.175 in • ProBeam_v7 WC 2-22-1-8 • C, Tim Garrison, P.E. C©�1�IS 4RUCTIONCALC ProBeam v6.0 J 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 t19022 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. • 23h Other Info. 3/18/19 2 4 6 8 10 12 14 Type? 1 Simple span,fully braced v . 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 Minimum-Normal: L/360&L/240 • L'd • - 360 = 0.40 in Total, L/ 240 = 0.60 in N/A = 0.00 in Total, L/ N/A = 0.d0 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.00 ft Add Self Weight? No-Self weight is included in applied DL V • Loads: Uniform Loads Over Full Length of Member • Loads From Continuous Member? i. Increase Roof DL for pitch? j Yes V Roof Pitch I No 1.0 :12 - • Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf 7.00 ft 280.0 lb/ft 105.0 lb/ft Uniform Ld.3 40 psf 27 psf - - Uniform Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf - - • Tot Unif Load 280.0 lb/ft 105.0 Ib/ft - - Loads • Point loads are 1/10 scale 600 400 . 200 0 A -200 2 4 6 8 10 12 - 14 • Glu Lam Calc'd Member Results For 3 x 9 Acceptable Solutions Misc manufacturers v Load Duration % Overdesign — 2.5 x 10.5. 5 x 9 8.75 x 9 Moisture Medium Dry-18% V 3 x 9 I V Live: 1.00 1 v Pos Bending 16.9% 3 x 9 5.125 x 9 Press Treated? I No,Not P.T. V 124F-V4,DF/DF v Neg Bending NA 3.125 x 9 6.75 x 7.5 Temp Cond. ioo deg F&less v Fb Pos 2,399 psi Fv 265 psi Shear 106.5% Fb Neg 1,752 psi Fcp 650 psi Span(s)Defl'n 0.4% Allow Pos Mom 8,098 ft-lb 1182.25 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -5,913 ft-lb E 1,800 ksi Calc'd member OK by: 0.4% Allow Shear 4,770 lb . El 328,050 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.90 plf Cond's Of Use: Load Duration:1.0-Live For3x9 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 2,310 lb 2,310 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 630 lb 630 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 Dell - 0.000 in - - - - Allowed 0.600 in 0.600 in 0.600 in Max Dn Defl - -0.548 in - - • - - Allowed 0.600 in 0.600 in 0.600 in . • ProBeam_v7 WC 2-22-18 - - C/0 Tim Garrison, P.E. CdIS 4 RUCK IONCALC v6 0 ProBeam We • 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 t19022 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 32b Other Info. 3/18/19 2 3 4 5 g - Type? j 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, L/ I Code Minimum-Normal:L/360&L/240 I• 360 = 0.20 in Total, L/ 240 = 0.30 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: 6.00.ft - - - Add Self Weight? No-Self weight is included In applied DL V Loads: • Uniform Loads Over Full Length of Member - Loads From Continuous Member? No • Increase Roof DL for pitch? Yes • Roof Pitch I 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof• 20 psf 15 psf 25 psf . 12.50 ft - 188.1 lb/ft - 312.5 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 27 psf • - - • Uniform Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load 188.1 lb/ft 312.5 lb/ft Loads Point loads are 1/10 scale 600 • 400 200 0A-200 1 2 3 4 5 6 4x And Smaller (Lumber) Calc'd Member Results For 4 x 8 . Acceptable Solutions 4 x 8 v Load Duration Snow: 1.15 _ V %Overdesign 2 x 12 (4)2 x 5 Moisture Medium Dry-18% ri Douglas Fir-Larch 1 N. Repetitive Use? No • Pos Bending 52.6% (2)2 x 8 3 x 8 Press Treated? No,Not P.T. • No.2 • Flat Use? [No • • Neg Bending NA (3) 2 x 6 , 4 x 8 Temp Cond. 100 deg F&less I• Fb Pos 1,345 psi Fv 207 psi Shear 133.1% Fb Neg 1,334 psi Fcp 625 psi Span(s)Defl'n 872.4% Allow Pos Mom 3,437 ft-lb 1111.15 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -3,408 ft-lb • E 1,600 ksi - Calc'd member OK by: 52.6% 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 For4x8 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 1,502 lb 1,502 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 564 lb 564 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 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.031 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7 WC 2-22-18 - • Tim Garrison, P.E. - CC A.IS T RUCTtON GALE ProBeam We Rmpew;r The Butldln• Industry 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 t1 9022 Spans and Supports(Note,pitch and fixity,if any,not shown) . Member I.D. 33b Other Info. 3/18/19 2 4 6 8 to t2 . 14 16 18L� 20 . • Type? Simple span,fully braced • . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.50 ft 18.50 ft Allowable Deflection, Main Spans - Live Only, L/ Lode Minimum-Normal: L/360&L/240 • I V . 360 = 0.62 in Total, L/ 240 = 0.93 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: 18.50 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? j No I v Increase Roof DL for pitch? - Yes • Roof Pitch I 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 4.00 ft - 60.2 lb/ft 100.0 lb/ft - Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 27 psf - - - Uniform Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - . 10 psf - - Tot Unif Load - 60.2 lb/ft 100.0 lb/ft Loads • Point loads are 1/10 scale 200 - 150 - 100 - • 50 - - -50 4- 2: 4 6 8 10 12 14 16 18 2(1 Glu Lam Calc'd Member Results For 5 x 9 Solutions Using Self Weight of Glulam 5 x 9, 11.5 plf i Misc manufacturers 0 Load Duration %Overdesign 2.5 x 9 5 x 7.5 8.75 x 9 I Moisture 1 Medium Dry-18% I v 5 x 9 V [Snow: 1.15 V Pos Bending 111.3% 3 x 9 5.125 x 7.5 Press Treated? No,Not P.T. I V ' 24F-V4,DF/DF I Neg Bending NA 3.125 x 9 6.75 x 7.5 Temp Cond. no deg F&less V Fb Pos 2,760 psi Fv 305 psi Shear 475.6% • Fb Neg 2,072 psi Fcp 650 psi Span(s)Defl'n 167.6% Allow Pos Mom 15,523 ft-lb 1303.75 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -11,658 ft-lb E 1,800 ksi Calc'd member OK by: 111.3% Allow Shear 9,143 lb 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 Cond's Of Use: Load Duration:1.15-Snow For 5 x 9 1.50 in 11.50 in - • - i Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,588 lb 1,588 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 663 lb 663 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 0.925 in 0.925 in 0.925 in Max Dn Defl - -0.346 in - - - Allowed 0.925 in 0.925 in 0.925 in ProBeam_v7 WC 2-22-18 '��' �° ProBeam Tim Garrison, P.E. Cdcr'lS1�RUCTIONCALC lloonniki_q&waRlrifkliblitIWTki 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 t19022 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 40b worst case Other Info. 3/18/19 6 1 2 3 4 5 b Type? 1 Simple span,fully braced ' v 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, L/ Code Minimum-Normal: L/360&L/240 . V 360 = 0.20 in Total, L/ 240 = 0.30 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: 6.00 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? IYes v Roof Pitch I 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow • ' Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 13.00 ft - 195.7 lb/ft 325.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld.3 40 psf 27 psf - - Uniform Ld.4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf 10.00 ft - 100.0 lb/ft Tot Unit Load - 295.7 lb/ft 325.0 Iblft • Loads • Point loads are 1f10 scale 800 600 - _ - ""_ 400 - , 200 0 . -200 1 2 3 1 6 6 f Engineered Lumber Calc'd Brand Trus Joist _v Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd 1.75 x 11.875 2.0E LVL, 5.3 Of Calc'd Member 1.75 x 11.875 2.0E LVL v LVL 3.5 x 5.5 1.3E LSL 3.5 x 20 2.2E PSL Load Duration Snow: 1,15 V . %Overdesign 1.75 x 9.25 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No I' Pos Bending 263.5% 3.5 x 9.25 1.55E LSL - Fb Pos .2,988 psi Fv 328 psi Neg Bending NA 1.75 x 7.25 2.0E LVL - Fb Neg 2,639 psi Fcp 750 psi Shear 141.8% f (2) 1.75 x 5.5 2.0E LVL 3.5 x 9.25 Plus PSL, Levi Allow Pos Mom. 10,240 ft-lb E 2,000 ksi Span(s)Defl'n 1569.4% (3) 1.75 x 5.5 2.0E LVL 5.25 x 9.25 Plus PSL, Lev1 Allow Neg Mom. -9,044 ft-lb El 488,413 ksi Cant(s)Defl'n NA (4) 1.75 x 5.5 2.0E LVL 3.5 x 9.25 Plus PSL, Lev2 ' Allow Shear 4,541 lb Calc'd member OK by: 141.8% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2 1244.21 iO4 Controlling criteria is: Shear 5.25 x 9.25 2.0E PSL I 3.5 x 9.25 Plus PSL, Lev3 Self Wt 5.31 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 9.25 2.0E PSL 1 5.25 x 9.25 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 11.875 2.0E LVL 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 1,878 lb 1,878 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 903 lb 903 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 0.300 in 0.300 in 0.300 in Max Dn Defl -0.018 in Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 2-22-18 c/3 • Tim Garrison, P.E. Ca s RUCTIONCALC ProBeam We Empower The Bulldln• Indus 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 t19022 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 41b A Other Info. . 3/18/19 lie2 4 6 8 10 12 14 Type? j Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3, Right Cantilever Tot Member Length • . Lenth of Spans: • 13.00 ft 13.00 ft • Allowable Deflection, Main Spans • Live Only, L/ !Code Minimum-Normal:L/360&_L/240 V . 360 = 0.43 in Total, U . 240 = 0.65 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: 13.00 ft Add Self Weight? [Yes-Self weight will be added to applied DL V • • Loads: L Uniform Loads Over Full Length of Member • . • Loads From Continuous Member? No i 1 Increase Roof DL for pitch? !Yes I NF Roof Pitch I 1.0 :12 - • Live Dead Snow Trib.Width Live Dead Snow • Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - . Uniform Ld.2 40 psf 15 psf 7.00 ft. 280.0 lb/ft 105.0 lb/ft - - • Uniform Ld.3 40 psf 27 psf - - Uniform Ld.4 60 psf 15 psf - - - Uniform Ld.5 - 10 psf - - . . Tot Unif Load 280.0 lb/ft 105.0 Ib/ft - Loads Point loads are 1/10 scale • 600 400 - 200 - -200 ° 2 4 6 8 10 12 14 Engineered Lumber Calc'd Brand Trus Joist V Results For 1•.75 x 11.875 2.0E Solutions Using Self Weight of Engrd 1.75 x 11.875 2.0E LVL,5.3 plf Calc'd Member 1.75 x 11.875 2.0E LVL V LVL 3.5 x 11.25 1.3E LSL • 3.5 x 20 2.2E PSL Load Duration Live: 1.00 V %Overdesign 1.75 x 14 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No V Pos Bending 8.0% 3.5 x 11.25 1.55E LSL - . Fb Pos 2,598 psi . • Fv 285 psi - Neg Bending NA 1.75 x 11.875 2.0E LVL • - Fb Neg 1,559 psi Fcp 750 psi Shear 55.6% • (2)1.75 x 9.25 2.0E LVL • 3.5 x 11.875 Pius PSL,Levi Allow Pos Mom. 8,905 ft-lb E 2,000 ksi Span(s)Defl'n 17.6% (3)1.75 x 9.25 2.0E LVL 5.25 x 9.25 Plus PSL,Levi Allow Neg Mom. -5,342 ft-lb - El 488,413 ksi Cant(s)Defl'n NA • (4)1.75 x 7.25 2.0E LVL 3.5 x 11.875 Plus PSL, Lev2 Allow Shear 3,948 lb • Calc'd member OK by: 8.0% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL,Lev2 1244.21 in^4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 11.875 Plus PSL, Lev3 Self Wt 5.31 plf Cond's Of Use: Load Duration:1.0-Live 7 x 9.25 2.0E PSL . 5.25 x 9.25 Plus PSL,Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 11.875 2.0E LVL 1.93 in 1.93 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,537 lb 2,537 lb - ' - 0 ft-lb - 0 ft-lb 0 ft-lb 0 ft-lb Min Total 717 lb 717 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 0.650 in 0.650 in 0.650 in Max Dn Defl - -0.514 in - - - Allowed 0.650 in 0.650 in 0.650 in ProBeam_v7 WC 2-22-18 C4- <- ` ' ProBeam Tire Garrison, P.E. C",c: iSl'1RUCTIONCALC c- "� ' ; untram fro v6.0 Irriportant: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19022 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 42b Other Info. 3/18/19 0 2 4 b 8 t0 12 A 14 Type? Simple span,fully braced .w 1 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13.00 ft 13.00 ft Allowable Deflection,Main Spans Live Only, L/ Code Minimum-Normal:L/360&U240 HP 360 = 0.43 in Total, L/ 240 = 0.65 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: 13.00 ft Add Self Weight? Yes-Self weight will be added to applied DL 1 V Loads: . Uniform Loads Over Full Length of Member Loads From Continuous Member? No w Increase Roof DL for pitch? ryes j v Roof Pitch 1 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 11.00 ft - 165.6 lb/ft 275.0 lb/ft • Uniform Ld.2 40 psf 15 psf 2.50 ft 100.0 lb/ft 37.5 lb/ft Uniform Ld. 3 40 psf 27 psf - - Uniform Ld.4 60 psf 10 psf 2.50 ft 150.0 lb/ft 25.0 lb/ft . Uniform Ld. 5 - 10 psf 10.00 ft - 100.0 lb/ft Tot Unif Load 250.0 lb/ft 328.1 lb/ft 275.0 lb/ft • Loads Point loads are 1/10 scale 1000 • 500 - 0 0 2 4 6 8 10 12 14 -500 - Engineered Lumber Calc'd Brand ITrus Joist _ _ !C7 Results For 2 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd (2) 1.75 x 11.875 2.0E LVL, 10.6 plf Calc'd Member (2) 1.75 x 11.875 2.0E LVL w LVL - 3.5 x 20 2.2E PSL Load Duration Snow: 1.15 w %Overdesign 1.75 x 16 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No V Pos Bending 32.4% 3.5 x 11.25 1.55E LSL Fb Pos 2,989 psi Fv 328 psi Neg Bending NA 1.75 x 16 2.0E LVL - Fb Neg 2,881 psi Fcp 750 psi Shear 90.7% (2) 1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL, Levi Allow Pos Mom. 20,492 ft-lb E 2,000 ksi Span(s)Defl'n 67.8% (3) 1.75 x 9.25 2.0E LVL 5.25 x 11.875 Plus PSL, Levi Allow Neg Mom. -19,751 ft-lb El 976,827 ksi Cant(s)Defl'n NA (4) 1.75 x 9.25 2.0E LVL 3.5 x 14 Plus PSL, Lev2 Allow Shear 9,081 lb Calc'd member OK by:. 32.4% 3.5 x 11.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev2 1488.41 in^4 . - Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL I 3.5 x 14 Plus PSL, Lev3 Self Wt 10.63 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 9.25 2.0E PSL 1 5.25 x 11.875 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2) 1.75 x 11.875 2.0E LVL 1.81 in 1.81 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,761 lb 4,761 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,202 lb 2,202 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 0.650 in 0.650 in 0.650 in . Max Dn Defl - -0.387 in - - - Allowed 0.650 in 0.650 in 0.650 in ProBeam v7 WC 2-22-18 Tim Garrison, P.E. c3NS�vRUCTiON _1ALC ProBeam 1 = , , IA _ }✓ai aym 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 t19022 Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. . • 43b _ Other Info. 3/18/19 `e V 2 4 8 • 8 tII 12 14 Type? i Simple span, fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13.00 ft 13.00 ft . Allowable Deflection, Main Spans Live Only, L/ 'Code Minimum -Normal: L/360&L/240 __ v 360 = 0.43 in Total, L/ 240 = 0.65 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: 13.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V • - Loads: - • Uniform Loads Over Full Length of Member , 'No i m Increase Roof DL forpitch? Yes I v . Roof Pitch 1.0 :12 i Loads From Continuous Member? i l J Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 10 psf 2.50 ft , 150.0 lb/ft 25.0 lb/ft • Uniform Ld. 5 - 10 psf - - • Tot Unif Load 150.0 lb/ft - 25.0 lb/ft - • Loads • . Point loads are 1/10 scale 200 100 - 0 v --- -= - --_-- -- - -- 0 2 4 6 8 10 12 14 -100 - 4x And Smaller (Lumber) Calc'd Member . Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf 14 x 10 1 w Load Duration Live: 1.00 I ® % Overdesign • - (4) 2 x 10 Moisture i Medium Dry-18% I w i Douglas Fir-Larch ® Repetitive Use? No I w Pos Bending -7.8% (2) 2 x 14 r 3 x 14 Press Treated? ;Yes, P.T. I IT I_No. 2 Flat Use? No I w I Neg Bending NA -- - (3) 2 x 10 I 4 x 12 Temp Cond. 100 deg F&less I w Fb P.os 864 psi Fv 144 psi Shear 160.9% Fb Neg 849 psi • Fcp 625 psi Span(s) Defl'n 57.7%- Allow Pos Mom 3,593 ft-lb 1230.84 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -3,531 ft-lb E 1,520 ksi Calc'd member FAILS by: -7.8% Allow Shear 3,108 lb El 350,878 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 • Self Wt 8.28 plf Cond's Of Use: Load Duration:1.0-Live For 4 x 10 1.50 in 1.50 in - - 6x And Larder (Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf 6 x 10 v Load Duration Live: 1.00 ® % Overdesign 6 x 10 " I 12 x 12 Moisture Medium Dry-18% 1 w Douglas FIr-Larch j w Repetitive Use? No Iv Pos Bending 18.2% 8 x 10 I 14 x 14 Press Treated? Yes, P.T. , I W LcLIB-No. 2 w Flat Use? No 1 w Neg Bending NA 10 x_ 10 16 x 16 Temp Cond. 1 100 deg F&less ! V % Fb Pos 700 psi Fv 136 psi � Shear 287.2 - a Fb Neg 696 psi Fcp 600 psi Span(s) Defl'n 101.4% Allow Pos Mom 4,575 ft-lb . 1362.75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -4,548 ft-lb E 1,235 ksi Calc'd member OK by: 18.2% Allow Shear 4,613 lb El • 447,995 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf . Cond's Of Use: Load Duration:1.0-Live For 6 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 1,191 lb 1,191 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 216 lb 216 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case . Deflections Lt Cantivr Span 1 Span 2 Span 3 RtCantivr Max Up Defl - 0.000 in - - - Allowed 0.650 in 0.650 in 0.650 in . Max Dn Defl - -0.336 in - - - Allowed 0.650 in 0.650 in 0.650 in ProBeam_v7 WC 2-22-18 �. PSC; CA S~`RUCTION ALC Pro®eaen Tim Garrison, P.E. .1�__ • imalluicoTrorprnrcrpreim v6.0 fr 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 t19022 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 44b . Other Info. 3/18/19 Type? I Cantilever(s), multiple spans, fixity, or not braced V 0 2 4 A /�6 8 10 12 14 16 18 Cantilevers? ;Left Cantilever . Number of Main Spans 1Two Main Spans _ Fix Left End of Main Span? [NA- Left End Is Cantilever w I Fix Right End of Main Span? No, Leave it Pinned w Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5.00 ft 4.00 ft 8.00 ft ] 17.00 ft Top of Beam Lateral Support Continuous - - -, w Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support I At Supports Only , v Bottom of Beam, Max Unbraced Length 8.00 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ Code Minimum - Normal: L/360&L/240 w Live Only, L/ 'Code Minimum - Normal: L/720&L/480 360 = 0.27 in • Total, L/ 240 = 0.40 in 720 = 0.08 in Total, L/ 480 = 0.13 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 17.00 ft • Add Self Weight? .Yes - Self weight will be added to applied DL I V' • ' Loads: - Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length = 17 ft. • Start Start End End Live Dead Snow Trib. Width Location Trib. Width Location Roof 20 psf 15 psf 25 psf 3.00 ft 5.00 ft 3.00 ft 17.00 ft Floor 1 40 psf 15 psf 1.00 ft 5.00 ft 1.00 ft 17.00 ft Floor 2 - 10 psf 10.00 ft 5.00 ft 10.00 ft 17.00 ft Point Loads Measured from left end of member. Member Total Length = 17 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location . Point Load 2 60 psf 10.00 psf 2.50 ft 6.50 ft 975 lb 163 lb - 0.10 ft Loads Point loads are 1/10 scale 150 100 - - - - 50 ._ - � 3 _ - - I -50 2 4 6 8 10 12 14 16 18 Glu Lam Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Misc manufacturers ® Load Duration % Overdesign 2.5 x 16.5 5 x 13.5 M 8.75 x 12 Moisture I Medium Dry- 18% V 15 x 12 w ,Live: 1.00 Iv Pos Bending 1073.6% F--- 3 x 16.5 5.125 x 13.5 Press Treated? I Yes, P.T. V [24F-V4, DF/DF -;IF I Neg Bending 217.5% 3.125 x 15 6.75 x 12 Temp Cond. IT00 deg F& less w Fb Pos 2,400 psi Fv 265 psi Shear 492.4% Fb Neg 1,830 psi Fcp 650 psi Span(s) Defl'n 3797.8% Allow Pos Mom 23,997 ft-lb 1720.00 in^4 Cantilever(s) Defl'n -19.9% Allow Neg Mom -18,304 ft-lb E 1,800 ksi Calc'd member FAILS by: -19.9% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Defl - Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use: Load Duration:1.0-Live • For 5 x 12 1.50 in 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 3,003 lb 1,757 lb 1,200 lb - -988 ft-lb -331 ft-lb 0 ft-lb 0 ft-lb • Min Total 653 lb -25 lb 587 lb - . -5,766 ft-lb -1,337 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 0.007 in 0.000 in - • - Allowed 0.400 in 0.400 in 0.400 in Max Dn Defl -0.112 in 0.000 in -0.014 in - . - Allowed 0.400 in 0.400 in 0.400 in ProBeam v7 WC,2-22-18 I7 • • -C- `^ ProBeam Tim Garrison, P.E. . CAS?RUCTIONCALC • We Empower The Elul din!"Industry 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 t19022 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 45b • • Other Info. 3/18/19 - Type? 'Cantilever(s),multiple spans,fixity,or not braced I V 0 5 10 15 • 20 .25 Cantilevers? Left Cantilever . Number of Main Spans j Two Main Spans I V Fix Left E-nd of Main Span? !NA-Left End Is Cantilever I V Fix Right End of Main Span? No,Leave it Pinned V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length - Lenth of Spans: 2.00 ft 7.00 ft 14.00 ft 23.00 ft Top of Beam Lateral Support Continuous V . • Top of Beam, Max Unbraced Length ' 0.10 ft Bottom of Beam Lateral Support At Supports Only -- I V Bottom of Beam, Max Unbraced Length 14.00 ft • Allowable Deflection, Main __Spans . _ Allowable Deflection, Cantilevers Live Only, L/ Code Minimum-Normal:L/360&L/240 1 V • Live Only, L/ Code Minimum-Normal:L/720&L/480 I v • 360 = 0.47 in Total, L/ 240 = 0.70 in - 720 = 0.03 in Total, L/ 480 = 0.05 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 23.00 ft - - • Add Self Weight? Yes-Self weight will be added to applied DL V Loads: •• . Point Loads Measured from left end of member. Member Total Length =23 ft. • Live Dead Snow Trib.Width Trib Length Live Dead Snow . Location Point Load 1 20 psf 15.00 psf 25.00 psf - - - Point Load 2, 60 psf 10.00 psf 2.50 ft 6.50 ft 975 lb 163 lb - 0.10 ft Point Load 3 1,000 psf 878.00 psf - 1.00 ft 1.00 ft 1,000 lb 878 lb - 21.00 ft Point Load 4 3,500 lb 1,500 lb - 4.50 ft Point Load 5 1,500 lb 1,037 lb 16.00 ft - Loads Point loads are 1/10 scale 400 - 200 I . • 0 • 5 10 15 20 25 -200 (11 Glu Lam Calc'd Member Results For 5 x 12 . Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf Misc manufacturers Load Duration %Overdesign 2.5 x 13.5 5 x 9 8.75 x 9 ( Moisture Medium Dry-18% V s x 12 . I Live: 1.00 V Pos Bending 197.4% 3 x 10.5 5.125 x 9 Press Treated? Yes,P.T, I V 24F-V4, DF/DF V • Neg Bending 144.6% 3.125 x 10.5 6.75 x 7.5 Temp Cond. 100 deg F&less V Fb Pos 2,400 psi Fv 265 psi Shear 295.0% Fb Neg 1,810 psi Fcp 650 psi Span(s) Defl'n 485.0% Allow Pos Mom 23,997 ft-lb 1720.00 inA4 Cantilever(s) Defl'n 2887.5% Allow Neg Mom -18,102 ft-lb E.1,800 ksi Calc'd member OK by: 144.6% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Neg Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.34 plf Cond's Of Use:Load Duration:1.0-Live For 5 x 12 1.50 in 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 3,692 lb 4,756 lb 2,548 lb - -339 ft-lb -3,159 ft-lb 0 ft-lb 0 ft-lb Min Total 808 lb 1,969 lb 1,062 lb -. -2,192 ft-lb -7,400 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 0.001 in 0.005 in 0.000 in - - Allowed 0.700 in 0.700 in 0.700 in Max Dn Defl 0.000 in -0.007 in -0,146 in - - Allowed 0.700 in 0.700 in • 0.700 in . • ProBeam_v7 WC 2-22-18 +g. d I RUCTION /PLC "roBeann Tim Garrison, P.E. . tw _ii_• • <_�, ax _Y- m9P i 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 t19022 Spans and Supports(Note,pitch and fixity,if any,not shown) _ Member I.D. 46b . Other Info. 3/18/19 II 1 2 3 4 5 B 7 8 L Type? I Simple span,fully braced - I o Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: L 8.50 ft 8.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 360 = 0.28 in Total, L/ 240 = 0.43 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: 8.50 ft Add Self Weight? I Yes Self weight will be added to applied DL V . Loads: . Point Loads Measured from left end of member. Member Total Length = 8.5 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf - - - Point Load 2 60 psf 10.00 psf - - - Point Load 3 - - - - • Point Load 4 1,000 lb 878 lb I 1.50 ft Point Load 5 500 lb 400 lb 3.00 ft Loads Point loads are 1/10 scale 150 100 - - 50 - - I. 50 1 2 3 4 5 6 7 8 9 Engineered Lumber Calc'd Brand TrusJoist V Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd 1.75 x 11.875 2.0E LVL, 5.3 plf Calc'd Member 1.75 x 11.875 2..0E LVL V LVL 3.5 x 7,25 1,3E LSL 3.5 x 20 2,2E PSL Load Duration Live: 1.00 V I % Overdesign 1.75 x 9,25 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No I' Pos Bending 148.4% a 3.5 x 9.25 1.55E LSL - Fb Pos 2,598 psi Fv 285 psi Neg Bending NA 1.75 x 9.25 2.0E LVL - Fb Neg 2,109 psi Fcp 750 psi Shear 83.5% (2) 1.75 x 5.5 2.0E LVL 3.5 x 9.25 Plus PSL, Levi Allow Pos Mom. 8,905 ft-lb E 2,000 ksi Span(s) Defl'n 421.6% (3) 1.75 x 5.5 2.0E LVL 5.25 x 9.25 Plus PSL, Levi Allow Neg Morn. -7,229 ft-lb El 488,413 ksi Cant(s) Defl'n NA (4) 1.75 x 5.5 2.0E LVL 3.5 x 9.25 Plus PSL, Lev2 Allow Shear 3,948 lb Calc'd member OK by: 83.5% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2 1244.21 in^4 - Controlling criteria is: Shear a 5.25 x 9.25 2.0E PSL 3.5 x 9.25 Plus PSL, Lev3 Self Wt 5.31 plf Cond's Of Use: Load Duration:1.0-Live r J 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus,PSL, Lev3 Support 1 Support 2 Support 3 Support 4 _ _ __ Req'd Bearing For 1.75 x 11.875 2.0E LVL 1.64 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,152 lb 672 lb - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,004 lb 319 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 0.425 in 0.425 in 0.425 in Max Dn Defl .- -0.081 in - - - • Allowed 0.425 in 0.425 in 0.425 in ProBeam v7 WC 2-22-18 Ni Tim Garrison, P.E. 0 C' T RUCTIONEC ALC ProEearn I`':x�.T ,i T. s;1:,i mrwix i 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 t19022 Spans and Supports(Note,pitch and fixity, if any, not shown) Member I.D. 47b • Other Info. 3/18/19 b 2 4 6 . 8 to 12 14 Type? [Simple span, fully braced ' v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length • Lenth of Spans: 13.00 ft 13.00 ft • Allowable Deflection, Main Spans Live Only, L/ • ;Code Minimum-Normal: L/360&L/240 w 360 = 0.43 in • Total, L/ 240 . = 0.65 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: 13.00 ft Add Self Weight? Yes - Self weight will be added to applied DL I 0 • Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? ' No v Increase Roof DL for pitch? ,Yes ! v Roof Pitch I . 1.0 :12 i Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf - 25 psf - - - Uniform Ld. 2 40 psf 15 psf 10.00 ft 400.0 lb/ft 150.0 lb/ft Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load 400.0 lb/ft 150.0 lb/ft - Point Loads Measured from left end of member. Member Total Length = 13 ft. • Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf - - - Point Load 2 60 psf 10.00 psf - • - - Point Load 3 - - - - Point Load 4 500 lb 250 lb 3.50 ft Point Load 5 500 lb 250 lb 10.00 ft Loads Point loads are 1/10 scale 600 - 400 - . 200 0 I , { A -200 2 4 6 8 10 12 14 -W Engineered Lumber Calc'd Brand Trus Joist I V Results For (2) 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd (2) 1.75 x 11.875 2.0E LVL, 10.6 pif Calc'd Member !(2) 1.75 x 11.875 2.0E LVL V LVL 3.5 x 20 2.2E PSL Load Duration i Live: 1.00 V % Overdesign - 7 x 20 2.2E_PSL Repetitive Use? No ' ® Pos Bending 24.8% 3,5 x 11.875 1.55E LSL - Fb Pos 2,600 psi Fv 285 psi Neg Bending NA 1.75 x 16 2.0E LVL - Fb Neg 2,524 psi Fcp 750 psi • Shear 78.5% (2) 1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL, Levi Allow Pos Mom. 17,820 ft-lb. E 2,000 ksi Span(s) Defl'n 36.0% (3) 1.75 x 9.5 2.0E LVL 5.25 x 11.875 Pius PSL, Levi Allow Neg Mom. -17,300 ft-lb El 976,827 ksi Cant(s) Defl'n NA (4) 1.75 x 9.25 2.0E LVL 3.5 x 14 Plus PSL, Lev2 Allow Shear 7,897 lb Calc'd member OK by: 24.8% 3.5 x 11.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev2 1488.41 in^4 Controlling criteria is: Pos Bending 5.25 x 9.5 2.0E PSL 3.5 x 14 Plus PSL, Lev3 Self Wt 10.63 plf . Cond's Of Use: Load Duration:1.0-Live 7 x 9.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 L Req'd Bearing For (2) 1.75 x 11.875 2.0E LVL 1.66 in 1.68 in - 0 - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,365 lb 4,423 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,284 lb 1,304 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.650 in 0.650 in 0.650 in Max Dn Defl - -0.452 in - - - Allowed 0.650 in 0.650 in 0.650 in ProBeam_v7 WC 2-22-18 • . Ze7 PrroQeam Tim Garrison, P.E. ,.. NS 1 RUCTION ALC J t <!ii-ir t :. A ,,MtViltt:l 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 t19022 Spans and Supports(Note,pitch and fixity, if any, not shown) Member I.D. 48B Other Info. • b 2 4 a 8 ro- 12 14 l6 18 Type? Simple span, fully braced I v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.40 ft .15.40 ft • Allowable Deflection, Main Spans . Live Only, L/ .Code Minimum -Normal L/360& L/240 360 = 0.51 in Total, L/ 240 = 0.77 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: 15.40 ft Add Self Weight? Yes - Self weight will be added to applied DL ; 0 Loads: Uniform Loads Over Full Length of Member • Loads From Continuous Member? I No - j d Increase Roof DL for pitch? Yes v Roof Pitch 1 1.0 :12 I Live Dead Snow. Trib. Width Live Dead • Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 12.00 ft - 180.6 lb/ft 300.0 lb/ft Uniform Ld. 2 40 psf 15 psf 7.00 ft 280.0 lb/ft 105.0 lb/ft Uniform Ld. 3 '40 psf 27 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 - 10 psf 10.00 ft - 100.0 lb/ft Tot Unif Load 280.0 lb/ft 385.6 lb/ft 300.0 lb/ft Point Loads Measured from left end of member. Member Total Length = 15.4 ft. Live 'Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf - - - • Point Load 2 60 psf 10.00 psf - - - • Point Load 3 - - - - Point Load 4 1,500 lb 1,100 lb 2.00 ft • Point Load 5 Loads Point loads are 1/10 scale 1500 - 1000 - - - - -- 500 - 0 _ - � -500 2 4 6 8 10 12 14 16 18 Engineered Lumber Calc'd Brand Trus Joist _ I ® Results For (3) 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd (3) 1.75 x 11.875 2.0E LVL, 15.9 plf Calc'd Member {(3) 1.75 x 11.875 2.0E LVL I w LVL - 3.5 x 20 2.2E PSL Load Duration I Snow: 1.15 j ® % Overdesign - I 7 x 20 2.2E PSL Repetitive Use? . No i ® Pos Bending 18.1 3.5 x 16 1.55E LSL - Fb Pos 3,109 psi Fv 328 psi Neg Bending NA ____F--- . - - Fb Neg 3,063 psi Fcp 750 psi Shear 62.6% (2) 1.75 x 14 2.0E LVL71- 3.5 x 16 Plus PSL, Levi Allow Pos Mom. 31,971 ft-lb E 2,000 ksi Span(s) Defl'n 13.7% (3) 1.75 x 11.875 2.0E LVL 5.25 x 14 Plus PSL, Lev1 Allow Neg Mom. -31,500 ft-lb El 1,465,240 ksi Cant(s) Defl'n NA (4) 1.75 x 11.25 2.0E LVL - Allow Shear 13,622 lb - Calc'd member OK by: 13.7% 3.5 x 14 2.0E PSL 5.25 x 14 Plus PSL, Lev2 1732.62 inA4 Controlling criteria is: Defl - Span 5.25 x 11.875 2.0E PSL - Self Wt 15.94 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 11.25 2.0E PSL 5.25 x 14 Plus PSL, Lev3 Support 1 Support 2 . Support 3 Support 4 Req'd Bearing For(3) 1.75 x 11.875 2.0E LVL 2.13 in 1.71 in • - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 8,378 lb 6,730 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 4,049 lb 3,235 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.770 in 0.770 in 0.770 in Max Dn Defl - -0.678 in - - - Allowed 0.770 in 0.770 in 0.770 in . ProBeam_v7 WC 2-22-18 Ott Tim Garrison, P.E. CAS-RUCTIONCALC ProBeam We Empower The sundrngTnd,ustr 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 t19022 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 50b I Other Info. 3/19/19 2 4 6 8 10 12 14 Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length . Lenth of Spans: 13.00 ft 13.00 ft . Allowable Deflection,Main Spans • Live Only, L/ Code Minimum-Normal: L. &L/290 I�� ' 360 = 0.43 in Total, L/ 240 = 0.65 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: 13.00 ft • • Add Self Weight? ,yes-Self weight will be added to applied DL I V Loads: Uniform Loads Over Full Length of Member • • Loads From Continuous Member? I No i• Increase Roof DL for pitch? Yes ' Roof Pitch I 1.0 :12 •I • Live Dead Snow Trib.Width Live Dead . Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 13.00 ft - 195.7 lb/ft 325.0 lb/ft Uniform Ld.2 40 psf 15 psf. - - Uniform Ld.3 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft . Uniform Ld.4 60 psf .32 psf - - Uniform Ld.5 - 10 psf 10.00 ft - 100.0 lb/ft Tot Unif Load 52.0 lb/ft 315.2 lb/ft 325.0 lb/ft Loads Point loads are 1/10 scale 1000 ' 500 0 : . 0 2 4 6 8 10 12 14 . -500 Engineered Lumber Calc'd Brand Trus Joist I Iv Results For(2)1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd(2)1.75 x 11.875 2.0E LVL,10.6 plf Calc'd Member (2)1.75 x 11.875 2.0E LVL V LVL - 3.5 x 20 2.2E PSL Load Duration Snow: 1.15 V %Overdesign 1.75 x 16 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No I V Pos Bending 49.1% 3.5 x 11.25 1.55E LSL - Fb Pos 2,989 psi Fv 328 psi Neg Bending' NA 1.75 x 14 2.0E LVL - Fb Neg 2,881 psi Fcp 750 psi Shear 114.7% (2)1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL, Levi Allow Pos Mom. 20,492 ft-lb E 2,000 ksi Span(s)Defl'n 51.8% (3) 1.75 x 9.25 2.0E LVL 5.25 x 11.875 Plus PSL,Levi Allow Neg Mom. -19,751 ft-lb El 976,827 ksi Cant(s)Defl'n NA (4) 1.75 x 9.25 2.0E LVL • 3.5 x 11.875 Plus PSL, Lev2 Allow Shear 9,081 lb Calc'd member OK by: 49.1% 3.5 x 11.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev2 1488.41 inA4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 14 Plus PSL, Lev3 Self Wt 10.63 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 9.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2)1.75 x 11.875 2.0E LVL 1.61 in 1.61 in - - Reactions Support 1 Support 2. Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total . 4,230 lb 4,230 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,118 lb 2,118 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 0.650 in 0.650 in 0.650 in Max Dn Defl - -0.428 in - - - Allowed 0.650 in 0.650 in 0.650 in ProBeam v7 WC 2-22-18 Tim Garrison, P.C. ka 5 RUCTION ALC Plrot3earvr ..t.: -aa`� •-_a , - . , , .I 4*e,L t2 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 t19022 Spans and Supports(Note, pitch and fixity, if any,not shown) Member I.D. 52b _ _ Other Info. 3/19/19 / `, '6 2 4 6 !� to t2 14 rs Type? !Simple span, fully braced ® • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever. Tot Member Length Lenth of Spans: I 14.00 ft 14.00 ft Allowable Deflection, Main Spans Live Only, L/ ;Code Minimum - Normal: L/360&L/240 _ I v 360 = 0.47 in Total, L/ 240 = 0.70 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? weightapplied Yes - Self will be added to a lied DL 1w Loads: . Uniform Loads Over Full Length of Member . . . Loads From Continuous Member? No _ ca, Increase Roof DL for pitch? I Yes I v I Roof Pitch I 1.0 :12 Live Dead Snow Trib. Width Live Dead Snow • Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Uniform Ld. 4 60 psf 32 psf - - Uniform Ld. 5 - 10 psf - - • Tot Unif Load -52.0 lb/ft 19.5 lb/ft - Point Loads Measured from left end of member. Member Total Length = 14 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 10.00 psf 25.00 psf - - - Point Load 2 40 psf 15.00 psf 5.00 ft 2.50 ft 500 lb 188 lb - 3.00 ft Point Load 3 40 psf 15.00 psf - 5.00 ft 2.50 ft 500 lb 188 lb - 9.00 ft Point Load 4 Point Load 5 Loads Point loads are 1/10 scale 100 - 50 I I 2 4 6 8 10 12 14 16 -50 - Engineered Lumber . Calc'd Brand Trus Joist o Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd 1.75 x 11.875 2.0E LVL, 5.3 plf Calc'd Member i 1_75 x 11.875 2.0E LVL o LVL 3.5 x 9.25 1,3E LSL 3.5 x 20 2.2E PSL Load Duration Live: 1.00 . V % Overdesign 1.75 x 11.25 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? Lo l w Pos Bending 89.7% 3.5 x 9.25 1.55E LSL - Fb Pos 2,598 psi Fv 285 psi Neg Bending NA 1.75 x 11.25 2.0E LVL - Fb Neg 1,462 psi Fcp 750 psi Shear 198.4% (2) 1.75 x 9.25 2.0E LVL I 3.5 x 9.25 Plus PSL, Levi Allow Pos Morn. 8,905 ft-lb E 2,000 ksi Span(s) Defl'n 92.1% • (3) 1.75 x 7.25 2.0E LVL 5.25 x 9.25 Pius PSL, Levi Allow Neg Mom. -5,010 ft-lb El 488,413 ksi Cant(s) Defl'n NA (4) 1.75 x 7.25 2.0E LVL J 3.5 x 9.25 Plus PSL, Lev2 Allow Shear 3,948 lb Calc'd member OK by: 89.7% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2 1244.21 inA4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 9.25 Plus PSL, Lev3 Self Wt 5.31 plf Cond's Of Use: Load Duration:1.0-Live 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Rey'd Bearing For 1.75 x 11.875 2.0E LVL 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 1,323 lb 1,127 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 388 lb 334 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.700 in 0.700 in 0.700 in Max Dn Defl - -0.344 in - - - Allowed 0.700 in 0.700 in 0.700 in ProBeam v7 WC 2-22-18 c `-� ProBeam -, �V Tim Garrison, P.E. S �RUCTtONCALC • 1Z1 EY1ii.O W_i, - ' -J r Tif,-wc4-A-1 v 6.0 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 t19022 Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 54b Other Info. 3/19/19 Le 1 2 -3 4 5 6 7 & 9 Type? Simple span, fully braced o Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.00 ft 8.00 ft - Allowable Deflection, Main Spans _ - Live Only, L/ [Code Minimum- Normal: L/360&L/240 v - 360 = 0.27 in Total, L/ 240 = 0.40 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: 8.00 ft Add Self Weight? Yes-Self weight will be added to applied DL 0 • Loads: - Uniform Loads Over Full Length of Member ' Loads From Continuous Member? i No l' Increase Roof DL for pitch? Yes V Roof Pitch 1 1.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - - - Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 60 psf 10 psf 7.50 ft 450.0 lb/ft 75.0 lb/ft Uniform Ld. 5 - 10 psf - - • Tot Unif Load 450.0 lb/ft 75.0 lb/ft - Loads Point loads are 1/10 scale 600 - • 400 - . • 200 0 -,. -- -200 - 1 2 3 4 5 6 7 8 9 ^4x And Smaller (Lumber) Calc'd Member Results For 4 x 12 Solutions Using Self Weight of Sawn 4 x 12, 10.1 plf 4 x 12 w Load Duration live: 1.00 _ e % Overdesign - I (4) 2 x 10 Moisture Medium Dry-18% V [Douglas Fir-Larch - w Repetitive Use? No w Pos Bending 13.8% (2) 2 x 14 3 x 16 Press Treated? iYes, P.T. V No. 2 1 v Flat Use? No 1 Neg Bending NA (3) 2 x 12 4 x 12 Temp Cond. 1100 deg F&less I w Fb Pos 792 psi Fv 144 psi Shear 76.6% Fb Neg 783 psi Fcp 625 psi Span(s) Defl'n 305.9% Allow Pos Mom 4,872 ft-lb 1415.28 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -4,819 ft-lb E 1,520 ksi Calc'd member OK by: 13.8% Allow Shear 3,780 lb El 631,230 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 10.07 plf • Cond's Of Use: Load Duration:1.0-Live For 4 x 12 1.50 in 1.50 in - - 6x And Larger (Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 4 x 12, 10.1 plf j 6 x 10_ V Load Duration l Live: 1.00 V % Overdesign 6 x 10 12 x 12 Moisture Medium Dry- 18% j V Douglas Hie- Larch w I Repetitive Use? No V Pos Bending 6.9% 8 x 10 14 x 14 Press Treated? Yes, P.T. V l WCUB-No. 2 j w Flat Use? LNo w I Neg Bending NA 10 x 10 1 16 x 16 Temp Cond. ioo deg F&less I w Fb Pos 700 psi • Fv 136 psi Shear 115.5% Fb Neg 698 psi Fcp 600 psi Span(s) Defl'n 188.1% Allow Pos Mom 4,575 ft-lb 1362.75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -4,559 ft-lb E 1,235 ksi Calc'd member OK by: 6.9% Allow Shear 4,613 lb El 447,995 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf Cond's Of Use: Load Duration:1.0-Live For 6 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 2,140 lb 2,140 lb - - O ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 340 lb 340 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - . • Allowed 0.400 in 0.400 in 0.400 in Max Dn Defl - -0.078 in - - - Allowed 0.400 in 0.400 in 0.400 in • • • ProBeam_v7 WC 2-22-18 PROJECT DESCRIPTION PROJECT INFORMATION J. SYKORA, CPBO DRAFTED BY NEW SINGLE FAMILY PROJECT ADDRESS: RESIDENCE m I, � SC ZONING TYPE: R-2 3156 ROCK RIDGE PARKWAY 1/4" = 1' U.N.O. i ANACORTES WA 98213 DATE o r © MDWErt 4-5-11 APR 1•:92019 CODE COMPLIANCE PARCEL# 134323 _, CITY OF ANACORTES ALL CONSTRUCTION TO COMPLY WITH LOCAL GODES AND . . ;°• PLAN AREAS < ORDINANCES AND THE FOLLOWING: - 2015 INTERNATIONAL RESIDENTIAL CODE a a OR 'i x : sin MAIN FLOOR 1 ,5113 SQ.FT. - 2015 WASHINGTON STATE ENERGY CODE a ,- 2015 UNIFORM PLUMBING GORE I UPPER FLOOR 536 SQ.FT. W I: , � � k" , Re ;'. TOTAL LIVING AREA: 2,129 SQ.FT. >I n i _ , „ , .. c,,_ .,_,.„ ,J DEFERRED SUBMITTALS yy� GARAGE 652 SO.FT. OPEN DECK I 1 . MECHANICAL HVAG SYSTEM DRAWINGS 2 g 2. ELECTRICAL POWER DISTRIBUTION DRAWINGS a „.,., COVERED DECK 118 SQ.FT. 4, , a.3. NATURAL GAS DISTRIBUTION DRAWINGS , a .. , k i G 4. PLUMBING DRAWINGS BALCONY ?0 SQ FT P. 1.5. ROOF TRU55 DRAWINGS / CALCULATIONS s �� x wa.M COVERED ENTRY 32 SQ.FT. 6. FLOOR JOIST DRAWINGS / CALCULATIONS 1. LANDSCAPE PLANS �;j .x.. " "� r S. LIGHTING PLANS 9. CABINET SHOP DRAWINGS ` ` W 10. CUSTOM HARDWARE / BRACKET SHOP DRAWINGS E 11 . FIRE SPRINKLER (IF APPLICABLE) FIRE AREA: 2,991 SQ.FT. 3 12. SOLAR PANELS (IF APPLICABLE) --`.. o 13. ELEVATOR PERMIT OF APPLICABLE) 3 i FIRE SUPPRESSION NOT REQUIRED DESIGN INFORMATION CITY OF ANACORTES Qo PLANNING & BUILDING DEPT: o a- tO r BUILDER: STRANDBERG CONSTRUCTION, INC. 1 ENcE APPROVED PLL-ANS z rc X alr °FP BOX 1 i EY RESPERMIT#: /P-z0/9-- OZJ W p p NP.® 3 E SSa THm ADDRESS: /ad+� 4 fort,--A -i Q ry en ANAGORTES WA 98221 360 293 1431 APPROVED DY: / �/2424y 4 a Q m bROCK RIDGE PARKY�IAY, ANACORTES Y�tA 15221 SUBJECT TO FIELD INSPECTION. APPROVED PLANS DESIGNER: JIM SYKORA CPBD - STRANDBERG CONSTRUCTION INC. - SHALL NOT BE ALTERED WITHOUT AUTHORIZATION. J IM@STRANDBERGGONSTRUCTION.COM ILI LAYOUT PAGE TABLE REVISION TABLE ° z Q PG# TITLE COMMENTS CONT. DATE PG# DATE DESCRIPTION z ua CA Al COVER SHEET -- . w A >s A2 SITE & LANDSCAPE PLAN u..1 / AS FOUNDATION PLAN el al Ii n A4 FOUNDATION DETAILSIII ill 0 0 v o AS FLOOR FRAMING PLAN re re z Ab FLOOR FRAMING DETAILS °- Al in MAIN FLOOR PLAN As VNINDOV4 SCHEDULE Al UPPER FLOOR FRAMING YY Al0 UPPER FLOOR PLAN \ ,, HO All LONER ROOF FRAMING PLAN I Qy,U 2wU) ILI rccawo Al2 UPPER ROOF FRAMING PLAN WOpw wwa °zwi�3 _._.A13 ROOF FRAMING DETAILS 3w"-nm is i w3 =o - -- 1 igw(1w A14 ROOF OVERVIEht aJ m A15 BUILDING SECTIONS zz�w ' Alb BUILDING SECTIONS i ® Ill All EXTERIOR ELEVATIONS 0 lilt ti ggw° Alb EXTERIOR ELEVATIONS giaigi Kw All ENGINEERING INFO MAIN FLOOR PLAN OWNER APPROVAL A20 ENGINEERING INFO UPPER FLOOR PLAN INITIAL: 21 STRUCTURAL SPECIFICATIONS PAGE: A A22 SINY•IP SITE PLAN g A23 SV*NP BMP'S OF: LOT INFORMATION J. SYKORA, CPBD DRAFTEL' BY. R tr DINNER: JAMES AND LEZLIE MASSEY Q ADDRESS: 3956 ROCK RIDGE PARKWAY c.A�_' 1 N / 1/8 = 1U.N.O. z U -g 4\\\ X/ 40-41 ----- - _ , ; PARCEL# 134323 - W ' iii / // _-_,:_--,-- �\ 4 v\ '� / 4-5-19 vqms$ NSF f / j �� .� LOT SIZE : 1,647 5Q.FT. . F� �.y i / % / /, vas y v / �'� so �titi/ / *,�' - `. �Fb �\ ,> - / MAX BUILDING COVERAGE (35%) = 2,6?6 SQ.FT. �� "" \ GTUAL BUILDING COVERAGE - 61 5Q FT/� = QJ1 / / 1y� iR�o sF A - 2,6 1L/C17 � 0 � `� � '�49(C" v 7v y 4�01 HOUSE IMPERVIOUS: 3,162 SOFT. (ROOF AND DECK) / z se I ? � - � • A �v �� �� � / ' vr\ Cr) ,F v �� / .v ��,�v DRIVEVIAY IMPERVIOUS. 1 ,306 SQ.FT. W !' G �� \ \ PATIO & STEPS IMPERVIOUS: 150 50.FT. � /'� Q ."0. V \ 0 ate . \ ~� \ bpi . ` �— - � ` L,' �� o�G � . �_ A \ - m to \ c \ - - �` DRIVEWAY ENTRANCE. R / , �� \ _ __ o - //I '\ . A V b MAX WIDTH 152o'PER -� �A ->� - -% /�' \ , TOTAL IMPERVIOUS: 4,618 SQ.FT. f i % i // — , .�� DRIVEWAY ENTRANCE. / �Dl /�/� �i / ,\ �. A ED5 STANDARDS. / _- _ :// - - A , � , ' ` V MAX WIDTH 1520'PER / - / \ T / /l / �� / i '` ' :, " \� - \ \-<;\ , / \, N----A----i----4 2 0-----—oft+,/791--->'/--/— ---\ \4, \ /74. :/eti: / `^ DECK qo *O �° O (42:130, /.. ..) , ' \ \\\\7 \ \ N ll, • •\\\ J :::,,cii„ iiii, /42 Qo / 8, • DECK �� \ qo O0, \ \ .,<<- • b., • z , t , *\_ \ NZ / \ AV ,./ ,- V.11\ 7 S\ \ \ \r‘ \ du ,� 5FR osY Fti0� e 4aA, ' \4#7( 5FR s \\ ST / lir74\ z \/ / :ky\,,,cp"(4,\\\\\\:7- ,TK i \ \\ ,,70 i . \ \\ ./.4- ) ..\- \ \\ FF HEIGHT: 431.0' tT6, \ \\ \ , A �� 6), T� 3 \ 426 \� \ yC� \ \ \ / FF HEIGHT: 431.0' Sane \ N ----- - ,' , (\\„/ / \ \ ,_ . �\ . \\ , , z w LL 'Cr to m . . , \ \ -„,,, \ , . \ \ ..0."'v./ - z\\ \ w.A\ , , \--\<\ \ N \ , \\ bp, \ . \ \ s/7. , \ \N\ N, \, , ,, x . , 2 / \ . \X ) 1 \ \ ' Z '', (--\---:-- r \A r0 illr\ .: . m m , 1 \ N \,, \ \ • ' \ • ,. 8,- A ,, ,N, iv _ _ , \ /i ' / r\s, \ \ / /\ \ , \ i CT- /1/4‘./pc'S --— ___--- \ \ l 41 / 4, ,) \‘ % \ / , / ,7 / \ \ l Lu LOT � 3 \ T' i � � • �- 475Fit EWAY � con Y\ ni SI306 SO �N DVEAY / iLNATURAL d' / _/ \ \ \ _ W� 'n / / / ROCK AREA /� V \ 1,3065Q.PT. / / d, \ s / // / /4/_ - c% ( NATURAL ry / / al 1� // v/ / 1/ N V,T / / / / 1 ROCK AREA m /// N Q W MINIMUM TREE DENSITY in v / / GARAGE �'� STEPS / "�F iF / ANAGORTES MUNILOOE-16.50010 \ \ // / / / \ _ - - �� Calculation of the Total Tree Units Required.The total number of tree units required J I / \ - / / _... / FF HEIGHT: 431.0' S ; I �/ / GARAGE STEPS 7, /% / (� S` / ry \ V i / Y to be provided by a regulated project or tree conservation permit approval listed in ! - - ry ` Section 16 50 100 shall be calculated by dividing gross site area,minus any public or \ � ,/ / \ / / / '/ / FF HEIGHT: 431.0' - - -- 1 / N / / W . \ O •1 �. / / / / V p 9 y,by 428 / _ r S,\S / / , I_ -- - I, , ry / fi , O f U / �� GS �;. / / / private street rights-of-way, one thousand Table 16.50.120(D).The result of the ' / „ / __ calculation will be the total number of tree units required for the project approval d_\\ '� ` , i / �"/ . \�s / / • / / (�/ within the building site. V- \ �'� I / / /, +�— z g T LOT SIZE: 1,6415Q. FT. TREES REQUIRED: 8 \ tp \ - ; �� . v\ P rY i �\ \ 428 C , 6zi/ ,7 (L t I .0 4 LANDSCAPING AREAS v �y N v / u) // //� m s emu, Pry w /20% LANDSCAPE REQUIREMENT= 1,530 SQ.FT. • T G ` l / -; / ", N V' / / y s. '/ A s / �T :\ LAWN / LANDSCAPED AREA 1,124 SQ.FT. 0. \vv "� �`, / iNO _' ;�RFAF� \ !f fw =o , .:::-/: '/ Rai� a / / o� l - \ \ \\ ` / 1' :17:41:: M,ps t _t, / ■ ■ ° io 4. ZZpVp ill A�� � //�' I \� ��� ���.' 3oio MULCH / LANDSCAPED AREA 214 SQ.FT. \ sF�\\?Ot' , , \ \ ' / 1/ n, / v =Ha w iiii eFo O / „'/l \ • wse% ?O r/ l / Miro D a uo � GYL V :OW 1 ON SITE TOTAL 1,938 SQ.FT. \ 5ce' •_/ / E a �°4 f y', , W / - - / gyp. \ ` 4i2 ooiwo u)<_____,, LANDSCAPING LEGEND 1 ��"�` JI oa= „ , X t : r ‘,'"L7r1;:ry_ ...),-"/ i // CI a 2 2 l'ai A DECIDUOUS TREE f / \ \ w :3:11.0-rn w / J a i =�S? v //� �� In r CONIFER TREE l �/ Q0 j •OS' �� �� ,� _ �� \ V / / \ �� OWNER APPROVAL _ \ J �� �- I /,7/ NI INITIAL: SHRUBS / PLANTINGS / 2 �� N / _ %! PAGE: ,I N I / / / II OF: \ / LANDSCAPE PLAN SITE PLAN . . FOUNDATION NOTES J. 5YKORA, CPBD O 53'-6" / DRAFTED BY: / 23'-6" X 30'-0" 0 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. ff 2. GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION FOOTINGS(ON THE R 5.2 I1 EXTERIOR OF THE FOOTINGS)SHOULD SLOPE DOWN AT A 5 PERCENT - 5'-6" SCALETr A4 GRAWLSPAGE ACCESS A4 MINIMUM SLOPE.THIS MUST CONTINUE FOR AT LEAST 10 FEET. 1 11 • - ��• ;: ;- .. . ° - • " - � � • • ' � ` 3. IN LIEU OF A COMPLETE GEOTECHNICAL EVALUATION, THE LOAD BEARING 1/4" = 1' U.N.O. .� 1/8" THREAD W5W12- - - •a - . r r -r r r '� - - - - -I I VALUES IN IRC TABLE R401.4.1 SHALL BE ASSUMED. l/8"ALL THREAD it 5.2 I I I I 1 I I I DAT- 1 4. FOOTINGS SHOULD EXTEND TO A MINIMUM DEPTH OF 12 INCHES BELOW w 1 A4 I I / I I I A4 I I • • PREVIOUSLY UNDISTURBED SOIL. FOOTINGS ALSO MUST EXTEND AT LEAST 12 4-5-11 I - 6 X 16 CONCRETE FOOTING I I I I I I A4 A4 - , - INCHES BELOW THE FROST LINE(THE DEPTH TO WHICH THE GROUND I I I I I I I FREEZES IN WINTER)OR MUST BE FROST-PROTECTED. FOOTINGS SHOULD I/ "� HAVE A MINIMUM WIDTH OF 12". 11,_6., I I1:_b: I '_ " I e • - 5.TOP OF THE FOOTINGS MUST BE LEVEL; NO EXCEPTIONS. PREFERENCE FOR /° _-8'-0' _.. . -_ ---- -11'-0"- ____ ,{ _. 12'-6" . .__-_- - - . _- 4' b� _.- 10'-b"_ ___-- 1'-6"� - 5._b„ 9, 5.2 5.2 f �I THE BOTTOM OF THE FOOTING 15 THAT IT 15 LEVEL. EXCEPTION: IF BUILDING A4 A4 10 10 - 10 10 ON A SLOPED GRADE,YOU CAN STEP THE FOOTING AS MUCH AS 1 UNIT -- Z �- Ab Ab Ab A6 b MIL VISQUEEN OVER SOIL VERTICAL PER 10 UNITS HORIZONTAL(OR A 10 PERCENT SLOPE). LI. 0 • t • \ 6.ACCESS SHALL BE PROVIDED TO ALL UNDER FLOOR SPACES. ACCESS \ ' \ OPENINGS THROUGH THE FLOOR SHALL BE A MINIMUM OF 18"X 24". 0 .I r...,r 10 10 \ • . \ OPENINGS THROUGH A PERIMETER WALL SHALL NOT BE LESS THAN 16"X 24". - j GRAWLSPAGE Ab Ab \ • \ �js WHEN ANY PORTION OF THE THE THROUGH WALL AGGE55 IS BELOW GRADE, NC V / I594 5Q FT \ \ AN AREAWAY OF NOT LESS THEN 16"X 24"SHALL BE PROVIDED. THE BOTTOM ��y,., W L 1- H VENTILATE WITH (14) FOUNDATION VENTS \ • ® OF THE AREAWAY SHALL BE BELOW THE THRESHOLD FO THE ACCESS / 0 p OPENING. THROUGH WALL ACCESS SHALL NOT BE LOCATED UNDER A DOORen ` , ®\ \ TO THE RESIDENCE. d o * r f- --13'-9"- -- --- f i' 1 24"X 24"X 8"CONCRETE \ \ 1. FOUNDATION VENTS-THE UNDER-FLOOR SPACE BETWEEN THE BOTTOM OF k. _ FOOTING FOR POINT b X 16 CONCRETE FOOTING \ \ / THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING(EXCEPT SPACE L2'-O" - - _-- -- 8'-6°---.. - --�. I ry • I LOAD ABOVE / ScS I Ns. J f \ \ k' / OCCUPIED BY A BASEMENT)SHALL HAVE VENTILATION OPENINGS THROUGH \ / \• FOUNDATION WALLS OR EXTERIOR WALLS-THE MINIMUM NET AREA OF 10 10 /'\ \ VENTILATION OPENINGS SHALL NOT BE LESS THAN 1 SQUARE FOOT FOR 1. 5.2 5.2 Ab A6 _ _ _ _ _ // // \ \ EACH 150 SQUARE FEET OF UNDER-FLOOR SPACE AREA, UNLESS THE 0 18 X 18 X 8 CONCRETE FOOTING - / \ '' GROUND SURFACE 15 COVERED BY A CLASS 1 VAPOR RETARDER MATERIAL. ; �i :0 6 MIL VISQUEEN OVER SOIL * / e O -I WI(2)#4 REBAR EA WAY. 1 1 I r _ _ _ \ / // \ WHEN A GLASS 1 VAPOR RETARDER MATERIAL 15 USED, THE MINIMUM NET _� 3"FROM BOTTOM.TYPICAL OF(4). Ab Ab I ./ 1 5'-1"' •• \ 1 ' / \ \ AREA OF VENTILATION OPENINGS 5HALL NOT BE LE55 THAN 1 SQUARE FOOT I 1 \ \ 11 / / /- 0 \ \ FOR EACH 1,500 SQUARE FEET OF UNDER-FLOOR SPACE AREA. ONE SUCH m -• THICKENED SLAB-24"WIDE AND 12"THICK. I I in \\ \\ / // / // \\ \\ VENTILATING OPENING SHALL BE WITHIN 3 FEET OF EACH CORNER OF THE f: ,p HEIGHT MAY NOLUDESLABHEIGHT. 1 I y / / BUILDING. w '- USE MIN. REBAROONT.T'FROM TOP AND-1- A4 I - I -j /f I / / \ \ J -J MIN.(2)#4 CONT.FROM BonoM. EXTEND SLAB J f / 8.WOOD SILL PLATES AND WOOD WALLS SUPPORTED DIRECTLY ON w REINFORCEMENT THROUGH THIS FOOTING. \ ,� - • I r \ y CONTINUOUS FOUNDATIONS SHALL BE ANCHORED TO THE FOUNDATION IN J / \ \ r -t 1 �1� I p'• \ �/ / \ \ ACCORDANCE WITH THIS SECTION. COLD-FORMED STEEL FRAMING SHALL BE v 1-- FoonNG-MIN,za°ruvE AND 6"TAu. 3 / \ \ ANCHORED DIRECTLY TO THE FOUNDATION OR FASTENED TO WOOD SILL C iV l/B'ALL THREAD L. 4 I+ 1 A4 I 1 - vE .R.REBAR-USE(2)MATS,W0lb // // \ \ PLATES ANCHORED TO THE FOUNDATION.ANCHORAGE OF COLD-FORMED ' rW5W18- - r m OL,MA%,EADM MAT 3•FROM FALF OF / \ \ STEEL FRAMING AND SILL PLATES SUPPORTING COLD-FORMED STEEL (V 2 ki ✓ 1I8"ALL THREAD- I I 1 N I .- j i WALL.WITH ALTERNATING b"BEN05 / / \ \ A • L AT BOTTOM FOOTING REBAR. C • FRAMING 5HALL BE IN ACCORDANCE WITH THIS SECTION AND SECTION U) '�° (2.-0• I I USE(])MATS OF#9 AT I 24"X 24"X 8"CONCRETE I HORZ.REBAR- / \ \ \ \ s TOP AND BOTTOM OF WALL AND AT IB' S R505.3.1 OR R603.5.1.WOOD SOLE PLATES AT ALL EXTERIOR WALL5 ON o 1 FOOTING FOR POINT 1 I _1_ 1 MAX SPADING.EACH MAT 3'FROM - \ \ \ \ LORD ABOVE ` AceoF W L. O MO INTERIORS ON ATES OF BRACED WALL PANELS AT K a+ - I I- o �. \ \ U- L I G \ \ BUILDINGMONOLITHIC SLABS AND ALL WOOD SILL PLATES Z K Q W In I- 1 s-°" Jr r-b"/ 12'o" �- a-o- X 1'-6" 4'6" y SHALL BE ANCHORED TO THE FOUNDATION WITH MINIMUM 1/2-INCHDIAMETER - m i_ \ L __I 6 X 16 CONCRETE FOOTING • 10 5' \ \ (12.7 MM)ANCHOR BOLTS SPACED A MAXIMUM OF b FEET(1829 MM)ON Q r- asc X ttj / T-9" / 2'-O" f 4'-3" / Cc�` \ \ CENTER OR APPROVED ANCHORS OR ANCHOR STRAPS SPACED AS CI m ry _ In � •/ - -- -- 14'-O" - - -- 9 \&A.RA&E !p \ \ REQUIRED TO PROVIDE EQUIVALENT ANCHORAGE TO 1/2-INCH-DIAMETER tj Q O ZO 5.2 S.2 aTF 65c SC; T O \ \ o A4 (12.7 MM)ANCHOR BOLTS. BOLTS SHALL EXTEND A MINIMUM OF 7 INCHES(178 f Q m A6 A6 9 �-- \ MM)INTO CONCRETE OR GROUTED CELLS OF CONCRETE MASONRY UNITS. A 1 1 \ \ PLATE.A NUT AND WASHER SHALL THE BOLTS SHALL BE LOCATED IN TBE TIGHTENED ON EACH ANCHE MIDDLE THIRD OF THE HOR BOLTDTH OF S A6 • A6 6 MIL VISQUEEN OVER SOIL \ \ THERE SHALL BE A MINIMUM OF TWO BOLTS PER PLATE SECTION WITH ONE \\ \\ BOLT LOCATED NOT MORE THAN 12 INCHES(305 MM)OR LESS THAN SEVEN , 1 } 5'-°" r • 1 KOUT FOR DOOR \ \ BOLT DIAMETERS FROM EACH END OF THE PLATE SECTION. INTERIOR O V yr vB"ALL THREAD A4 I \ \ BEARING WALL SOLE PLATES ON MONOLITHIC SLAB FOUNDATION THAT ARE ,- Z r _ LJ WSW,e_ L � J . ' fn v8"ALL rHREAv- P LAN NOT PART OF A BRACED WALL PANEL SHALL BE POSITIVELY ANCHORED WITH Z ,Il` ` L - • • "�-. _\ FOUNDATION / /�\ \V APPROVED FASTENERS SILL PLATES AND 50LE PLATES SHALL BE I� CO 1 SCALE: 1/4" = 1' a / \ 15‘/ PROTECTED AGAINST DECAY AND TERMITES WHERE REQUIRED BY SECTIONS I- Q 1S f 9' 3„ -/ 9' 3" A4 X / / '\ \ / / R31-1 AND R318. EXCEPTIONS: 1.WALLS 24 INCHES(610 MM)TOTAL LENGTH Z ' (L • XI // / / \ \ // OR SHORTER CONNECTING OFFSET BRACED WALL PANELS SHALL BE W W K \ / \ \ / / 10/, ANCHORED TO THE FOUNDATION WITH A MINIMUM OF ONE ANCHOR BOLT -.1 ,n \ // //-. \ \ // // LOCATED IN THE CENTER THIRD OF THE PLATE SECTION AND SHALL BE SLABS \ / // \ �/ / // / G A ATTACHED TO ADJACENT BRACED WALL PANELS AT CORNERS AS SHOWN IN 5UBGRADE:USE STRUCTURAL FILL OR NATIVE MATERIAL,COMPACTED TO 95%RELATIVE COMPACTION. IT 15 STRONGLY A'- \ / \ // /'Cl 4►• W R�f ITEM 9 OF TABLE R602.3(1).2. CONNECTION OF TS 12 INCHES(305 MM) 1- (L/ RECOMMENDED THAT ALL STRUCTURAL FILL BE CHECKED BY A GEOTEGHNIGAL CONSULTANT. \ // \ // / / • i'e ' 1f4P4 ......- ?Os TOTAL LENGTH OR SHORTER CONNECTING OFBRACED WALL PANELS 0) .IL Q UNDERSLAB INSULATION: MAY USE XP5 OR EPS RIGID FOAM WITH MIN,25 PSI COMPRESSIVE STRENGTH UNDER 5LAB. IF / ��'' t ' TO THE FOUNDATION WITHOUT ANCHOR BOLTSLL BE PERMITTED.THE w v v USED, PROVIDE AND INSTALL PER MANUFACTURERS RECOMMENDATIONS. -- / ' �Z' ' WALL SHALL BE ATTACHED TO ADJACENT BRACALL PANELS AT -, 1 Q < SLAB THICKNESS: USE 4"MINIMUM. O • CORNERS AS SHOWN IN ITEM 9 OF TABLE Rb02 `'� ' Z REINFORCEMENT:U5E ANY OF THE FOLLOWING: r1 li• CZ , n -MINIMUM#3 REBAR AT 24"O.G. EACH WAY CENTERED IN SLAB. Y � ' ! _soe a_ V -WELDED WIRE FABRIC, MINIMUM W2.9 X,6 X 6(b Ga.)CENTERED IN SLAB. SPLICES OVERLAY 8"MIN. �, •• h�r�.�nl�-��iTJ�7L'® 4( ,� -FIBERMESH PER MANUFACTURERS RECOMMENDATION. 'o 13'B ~\&*AL m -HELIX MICRO REBAR, MIN 5LB5 PER CUBIC YARD. CONTROL JOINTS: MAXIMUM RECOMMENDED SPACE=b'O.G.EACH WAY. THIS 15 A NON STRUCTURAL ITEM AND MAY BE CHANGED OR OMITTED BY OWNER. 4�//9 �r ~ `c I VAPOR BARRIER: USE MINIMUM b MIL PLASTIC VAPOR BARRIER UNDER ANY INTERIOR SLAB. 6A„C4 1A{,SEQ's �7c44 is F �4`"�'►. TYPICAL - - '1/1 b O5B F =, ake.skS !3N LY . < FRAMED --__-♦ Z o=Aa WALL '� UrV° � qieZZ°UR • 2X6 WALL inq FOR SPACING SEE -, =wide SHEARWALL SCHEDULE 314 X 3'� X .25" °R wa ��ww� BEARING , _ ___ 0 rol- ',� �..- MINIMUM ACCESS iiog " Fr- SIZE OF " " X 24" PLATE = r tri Tr . t !4!!s u u o� ..... �,� 5/8 X 12 y 1� °,. ..., , 11 II II ANCHOR BOLT Q =g _i' o§Yww „ , =&soo .„,,___,---- 1111 1, II ______,„ II .:__, dmtiQO WITHIN 3' MINIMUM OF (2)7 ___\ II\ N \L \ a 0 °so! BOLTS PER PIECE 12" MAXIMUM --� -I-YE L1- w I. 9" MINIMUM FROM END OF PLATE • FOUNDATION WALL OWNER APPROVAL MINIMUM WELLLI INITIAL; AREA OF lb; a" X 24" PAGE: l� •' rae OF: TYPICAL FOUNDATION VENT TYPICAL FOUNDATION BOLT PLACEMENT TYPICAL GRAINLSPAGE AGGE55 TYPICAL FOUNDATION BOLT J. SYKORA, GPBD DRAFTED BY: �� SIDING MATERIAL MATERIAL BRACED RETAINING WALL - TOP OF WALL 15 CONNECTED TO FLOOR DIAPHRAGM R 21 INSULATION 1/16 oss 1 ) BRACED RETAINING WALL - TOP OF WALL 15 CONNECTED TO FLOOR DIAPHRAGM R-21 INSULATION 1-5_117ING n6 o5B LK 1/2" SHEETROGK NAILS OR SCREWSSCALE1/2" SHEETROGK ' g3/4" SUBFLOOR 3/4" SUBFLOOR " OC. STGGD 1/4" = 1' U.N.O. �'A B G D E F G V W X Y Z _ A B G D E F G V YN X Y Z OPTIONAL 4"SLABLLNAILS IN BLOCKING IiiY[ I (GARAGE.PATIO) '�.ioLENGTH / FLOOR JOISTS , ' °; LENGTH FLOOR JOISTS ( - 4-5-1c'1 a: / (JOISTS PARRALLEL ONLY) RETAINED WALL FOOTING FOOTING FOOTING ' a RETAINED WALL FOOTING FOOTING WALL ANCHOR 80Lt BLOCK OF PERT. VERTICAL HORIZ. FOOTING FOOTING � I � GFOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ.�A35TYP.ONLY HEIGHT POSITION HEIGHT TRANSV. CONT. F -1HEIGHT POSITION HEIGHT •• TRANSV. GONT. }' WIDTH THIGKNE55 SPACING SPACING REBAR REBAR REBARWIDTH THIGKNE55 SPACING SPADING REBAR @ REBAR REBAR i REQIFA>4 _� j,_ _ OPTIONAL 4"SLAB C°SOT.L BEND ` - - (GARAGE,PATIO) BOT.L BEND - __ 511 : lu lu_--- _._F ice` .._- --. . __- 51MPSON HANGER _- aNOT 1 $ b 6 12 REQUIRED b #4 @ 24 #4 @ 24 N�A (2) #4 IFIJOISTS "G"BLOCKING p 0' - 4, CENTERED 18" b" b" ��" REQUIRED b11 #4 @ 24" #4 @ 24" NSA (2) # 4 !F IOISTS PARAI I FI L0, 4, „ u „ u NOT n �� " LNSTALL CENTERED TS PARAI 1 FI '^' - ' -INSTALL"6"BLOCKING1 " ' IN(2)BAYS. 0 IN(2)BAYS. _ -w,4 1 b 5" 24„ $„ b„ „ o �✓@ @ (2) # 4 _ 4' 1 "- b' S" 24 $ b 56 4$ b #4 @ 24" #4 @ 24" #4 @ 24" (2) # 4 -SCREWS OR NAILS YN 056 4$ b #4 @ 24 #4 24 #4 24 5GREWS OR NAILS E Z �,:J/3"O.G.THRU SUBFLOOR I A 1- v 3"O.G.THRU SUBFLOOR A = z18"MIN. '� , u _ u un u u n u „ „ n 18"MIN. J a 0 • r b' 1 " - 5' b" 32" 10" $" 2$" 2$" $" #4 @ 16° #4 @ 1s" #4 @ 16" (3) # 4GRAWLSPAGE BELOW GRADE N b 1 $ b 32 10 $ 2$ 2$ $ #4 @ 16 #4 @ 18 #4 @ 16 (3) # 4CRAYNLSPACE BELOW GRADE o (f, X wz4"TIGHTLINE 2 r_ RiD� ENE q„ nu „ „ „ " „ #5 14" #5 18" #5 14" 1 X 4 P.T.EXPANSION JNT: „ „ ❑ „ „ „ ° „ " " " 4"TIGHTLI A8 1 - 10 $ 42 10 $ 1 $ 1 $ $ @ @ @ (4) #4 �' Ea EXT.WALLS ONLY J az $ 1 - 10 $ 42 10 $ 1 $ 1 $ $ #5 @ 14 #5 @ 18 #5 @ 14 (4) # 4 1 X 4 P.T. EXPANSION JNT EXT.WALLS ONLY®: �//\/lb -CONDITIONED AREA SLAB \ O -CONDITIONED AREA SLAB (ON GRADE Z Y \ -MIN LAP SPLICE=24" zON GRADE Y " NSLAB OR FILL-SEE OTE#1 -B�,- wGENERAL NOTES: SLAB OR FILL-SEE OTE#1 -* g GENERAL NOTES: NOTE #1 �� NOTE #1 �� \ ___ v * COLUMNS C, D, E, IN, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN CRAWLSPAGE Illinial * COLUMNS C, D, E, IN, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN GRAWLSPAGE 3 a"PERF. R-10 FOAM __ , DRAIN ` R-10 FOAM J �< / DRAIN ROCK * A SUM IL BEARING PRE55URE: 2 000 PSF WHEN NO SLAB IS NEEDED. REQUIRED UNDER, MIN. . -- -- / 3 , ' "P ROCK WHEN NO SLAB I5 NEEDED. COLUMNS 50 ARE MAXIMUMS. MAY LE55. RETAINED Hr.(A) FILL EQ D � '�10 MIL vs V 1 * I * COLUMNS F, G, ARE MAXIMUMS. MAY LESS. kV 10 MILVBY * =F _ D F -- _.. - UNDER. MIN. D V _ 3" _._._ .40 (E PER F. * ASSUMED 501E BEARING PRE55URE: 2,000 PSF RETAINED HT.(A) FILL REQUIRED b MILL YB ® tEXT Aso"L� b MILL VB rw LS ONLY) Y * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF V1/25 PSF MAX SNOW. o' -4' NONE IF NO SLAB MAX LOAD2 RESIDENTIAL STORIES AND ROOF W/25 PSF MAX SNOW. 0 4 NONE IF NO SLAB C , as ifr G * REBAR MINIMUM GRADE 60. 5' -6' 12" TOE HEEL * REBAR MINIMUM GRADE 60. 5' -b' 12" TOE HEEL i * CONCRETE MINIMUM fc 2500 psi 7 - 8' I Ib" * A55UMED SOIL BEARING PRESSURE: 2,000 P5F * CONCRETE MINIMUM fc 2500 psi T - EY 18" * ASSUMED SOIL BEARING PRESSURE: 2,000 PSF I ** ANCHOR BOLT SPACING - U5E LESSER OF THIS OR 5HEAR WALL CALLOUT. 9' - 1 W 0' I 24" ** ANCHOR BOLT SPACING - USE LESSER OF THIS OR 5HEAR ALL CALLOUT. '1' - 10' 24" NOTT0SCALEiii - -- -- - ----- NOT TO SCALE IL. E NO FLOOR ---SIDING MATERIAL ° \ RETAINING WALL - WALL HAS FILL ON INSIDE WITHIN 12° I SIDING MATERIAL 1/16 05B ( 2 CANT. RETAINING WALL - TOP OF WALL 15 NOT CONNECTED TO FLOOR DIAPHRAGM 12 1/16 05B o MIN. _ �+ J 1 X 4 P.T.EXPANSION JNT: W 2 X b WALL PONY ALL ,� _ __ 2 2X6 WALL cv A B C D E F G V W X Y Z _BASEMENT PERIMETER A B C D E F G V W X Y Z co c O - ABOVE GRADE AREAS Ilisularl NI _ _�I O -CONDITIONED AREA SLAB F _-_ I sl‘ LENGTH ON GRADE 4"5LA6 LENGTH F I 6" MIN. Z K W c i - UNBALANCED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING a d--- - _ I ---\ w RETAINED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING - m r HEIGHT POSITION WIDTH HEIGHT THICKNESS SPADING" SPACING REBAR@ REBAR - REBAR TRANSV. CONT. ° ®II �- 4 HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING" SPACING REBAR@ REBAR REBAR TRANSY. CONT. XI- 1- E a iii BOT.L BEND BOT.L BEND GRAWLSPAGE § a z m ° ry „ u u NOT n - 24" -__ E o - „ SEEQ p 18 b b SEER-1- FOAM R-1 O FOAMu u NOT (ten „ " E (n m 0' - 4' CENTERED SHE5EE REQUIRED b #4 @ #�} @ 24" N/A (2) # 4 IN/10 MIL VB 24"MIN. m 04' CENTERED 1 $ b b SHEARWALL REQUIRED `'' @ 24 #4 @ 24 N/A (2) # 4III al UNDER, MIN. I H > Y '�- - F e 4' 1 "_ 3„ 24" 5" bn SEE NOT bu @ u @ @ (3) # 4 A u u n SEE NOT u „ " „ 4"TIGHTLINE CD m CJ V SHE5EE REQUIRED #4 1 8 #4 24 #4 1 S W lt7 Z 4 1 "- 6 5 24" $ b b #4 @ 18 #4 @ 24 #4 @ 18 (3) # 4 ,'n 111 a 5HEARWALL REQUIRED ICI -} = 6' 1 " - $' 6" 36" 10" $" SEE NOT p" @ @ " @ " (4) # 4 J o b' 1 " - $' 1 36" 10" $" SEE NOT 5" #5 @ 11" #4 @ 18" #5 @ 11" (4) # 4 A �-r Z V #5 11 #4 18 #5 11 Q }- SHEARWALL REQUIRED A SHEARWALL REQUIRED V 18"MIN. X Z o C) z BELOW GRADE O b' 1" 10' „ n n „ SEE NOT „ „ " �� b' 1" - 10' an 45" 10" $" SEE NOT @ @ " @ (4) # 5 LL - $ 48 10 $ $ #s @ q #5 1 s #5 a $ #5 9" #5 18 #5 q" 2"CLR. w SHEARWALL REQUIRED @ (4) # 5 1 X 4 P.T. EXPANSION JNT. -T CLR. n CV SHEARWALL REQUIRED R-1O : o SCREENED 2"PVC -MIN LAP SPLICE=24" m -CONDITIONED AREA SLAB I� w W dd3 WEEP HOLES 6'O.G. - -- ON GRADE w II- Q Cr Z Y MIN LAP SPLICE=24" t Z Y - 'TIGHTLINE I 24 WALL FOR GENERAL NOTES: NOTE #1 SLABORFILL-SEE OTEIt1 B= , 18 MIN GENERAL NOTES: 10 ri T•� B J * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. Ac -- • * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. FILL OVER FOOTING IN CRAWLSPACE R-10 FOAM , CI W * COLUMNS F, G, ARE MAXIMUMS. MAY LE55. D '- �T�r DRAIN ROCK * COLUMNS F, G, ARE MAXIMUMS. MAY LE55. WHEN NO SLAB 15 NEEDED. D • DRAIN ROCK W/10 MIL VB riz n� " L FNN- _. I 3" _ 4 PERF. I- - !L 3 / / 4"PERF. -- - - - _. UNDER, MIN. - / -- )- ` , * ASSUMED SOIL BEARING PRESSURE: 2,000 P5F -- \ * ASSUMED SOIL BEARING PRE55URE: 2,000 PSF RETAINED HT.(A) FILL REQUIRED 6 MILL Y8 1/ W X * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/25 PSF MAX SNOW. �, _— —G_ V _ �, * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW. 0' -4' NONE IF No SLAB -I G / O al 0 0 * REBAR MINIMUM GRADE 60. TOE HEEL * REBAR MINIMUM GRADE 60. 5' - b' 12" TOE HEEL V 1 Iv Z * CONCRETE MINIMUM fc 2500 psi * ASSUMED 501E BEARING PRESSURE: 2,000 P5F * CONCRETE MINIMUM fc 2500 psi T-5 16 * ASSUMED 501E BEARING PRE55URE: 2,000 P5F r V Z ** ANCHOR BOLT SPACING - U5E LESSER OF THIS OR SHEAR WALL CALLOUT. ** ANCHOR BOLT SPACING - U5E LESSER OF THIS OR 5HEAR WALL CALLOUT. 9' - 10' 24" NOT TO SCALE NOT TO SCALE m NI 7I� -- 6 X b P.T. POST %- CASE �I �- SIDING MATERIAL CASE 2 I SIDING MATERIAL 1/4" X 3 1/2" DRIVE 12" 50N0 TUBE ABUbb POST BASE RETAINING WALL - 4' MAX RETAINED - CENTERED REBAR NO FLOOR R-21 INSULATION - I -AWL 45" O.G. w WITHIN 12" - 1/16 05B • 1/16 O5B -= 2 X WALL a \ � ' 1/2" SHEETROCK • 2 X TREATED PLATE 1X4P.T. EXPANSIONJNT.- _ -- R-21 INSULATION - (4) GRADE 40 R-10 @: 2 X 6 WALL 3/4" SUBFLOOR (WHERE NEEDED) (s) A B C D E F G V W X Y Z BASEMENT PERIMETER . R-10 @: #4 REBAR z� _R CONDITIONED AREA SLAB 1/2" SHEETROCK = VERT. HOOKS 4,:i ABOVE GRADE AREAS - __ -CONDITIONED AREA SLAB F -_-' - -- ON GRADE I I� W rc''V s FLOOR JOISTS ' (4) GRADE 40 ai =wg�w LENGTH ON GRADE 4"SLAB a •- 'ors UNBALANCED WALL FOOTING FOOTING WALL ANCHOR BOLT BLOCK OF VERT. VERTICAL HORIZ. FOOTING FOOTING -- - �� ° ^ , --- ----- A� _ - - REBAR E p3< "���. .� / A35 TYP.ONLY _ _ I O ± �yaW j 1 , 0�� Yr Q HEIGHT POSITION WIDTH HEIGHT THICKNESS SPACING" SPACING REBAR REBAR REBAR TRANSV. CONT. ^ 1' REQ IFA>4' #4 BOT.L BEND ,� A 'U -- -- . ' r • •• R-1O FOAM - oaiza O -_.. . __- .i \ _. __ W/10 MIL VB - ``� \ ox>wm R-10FOAM ~ IF F �e IN/ = moo 1 $" b" NOT b„ @ „ ( ) E FOAM 1 6u _ UNDER.MIN. dJ „52� V C'." R-10 FOAM 0' - 4' CENTERED SEE 2,} 24" NSA 2 # 4 IN/IO MIL V6 (®BASEMENT W I MIL VB f '� (2) GRADE 40 .og. 5HEARWALL REQUIRED m -INSTALL"G"BLOCKING -_y. - O Wiz PERIMETER UNDER,MIN. ABOVE GRADE AREAS) I- ' W - UNDER,MIN. #4 REBAR - MAY VARY-PER PLAN iaaoo �awo� Z _. _ ._-. . - _. _ .. _ -__ _. __. _ agq�o I78"WHIN. ----- ---._ ------- ._..._-- ---.__-. 24"MIN. z i, zo wo _ IN 2 BAYS. W � -5GREWS OR NAILS - -� 3"O.G.THRU SUBFLOOR E �- � � W" ` o GRAYNLSPAGE ,fl g / 6 v I THICKENED FOOTING I POST FOOTING < z ,,,,�� BELOW GRADE = a ; SCALE 1" = 1' SCALE: 1" = 1' Q ��___ X is 4"TIGHTLINE = Q fiihz o B- 1 X 4P.T.EXPANSION JNT. I I aw o0 CENTER --- w LS ONLY J i —�` azn1° rhni GARAGE DOOR GAR n a "_SCREENED2"PVC i -CONDITIONED AREA SLAB SPLICE 1 a / BUCK OUT FOR GARAGE DOOR 4- Ak1 f� O ILV WEEP HOLES 6'O.G. Y ON GRADE Z Y N 4" CONC. SLAB OVER b ,� ,��, f :, N� F'I MIN LA w p 4'TIGHTLINE - - MIN LAP SPL v -MIL VAPOR BARRIER ON F� FT 1O- GENERAL NOTES: Z B LAB OR FILL-sEE NOTE f11 B �_ GRANULAR FILL �� L I OWNER APPROVAL * COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER. tMinlIniiia `l \ _ * I. _ �! • DRAIN ROCK R-10 FOAM t, • DRAIN ROCK ASSUMED 501E BEARING PRE55URE: U5E 2,000 PSF D � IN/10 MIL VBT • / INITIAL: / - / 4"PERF. 3" /- / i\\ 4"PERF. (2) GRADE 40 / * MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF YV/25 PSF MAX SNOW. \ 3 OF MILL SLAB V _. , (EXT.INNISONLY) / #4 REBAR ��rtg ' � PAGE: y * REBAR MINIMUM GRADE 40. I� VII TYPICAL FOUNDATION WALL ' � * CONCRETE MINIMUM fc 2500 psi Y G p OE HEEL TOE C HEEL LCA• 1,4Ee j'$ .5E*A4 - ** ANCHOR BOLT SPACING USE LE55ER OF THIS OR SHEAR WALL CALLOUT. * A55UMED 501E BEARING PRE55URE: 2,000 PSF * A55UMED 501E BEARING PRE55URE: 2,000 PSF ( S GARAGE DOOR 1s � Sra�.ras'rr v �� SCALE: 1 1 OF: �T>EM,S ��•i Ili , NOT TO SCALE NOT TO SCALE GENERAL NOTES rK AcG.- J. SYKORA, CPBD 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. ff 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. N / 53'-b" / - / 23'-b" X 30'-0" / 3.VERIFY HEADER HEIGHTS WITH SUPER. g 1/4" = 1' U.N.O. g 5.2 0 4.ALL EXTERIOR WALLS ARE 2 x b- 16"O.G. STUDS, UNLESS NOTED ,T-- -- b'_6" _ \ --- 12' b' - __ ♦ 14 0 - 12 0" _--. \ 6'-b' er 5_ OTHERWISE - --. A4 A4 . 1- --r r „-i - - - - T re I - - - -1 .- .ALL INTERIOR WALLS ARE 2 x 4 1b O.G. STUDS, UNLESS NOTED a 5.2 V ��I N �r _� - 'ft•i, I 5 OTHERWISE. D ;1 1 1 1 I 1 -,.isxa.25'LVL �_ a m ___- 2'-q -;:1 m 12,_0„ ---- - 6,_6" I I I I / �o / I i III 11 r'1 - 8' 1 t 1!2"_„ 12'-6" __. _--- _ p,_q. x ---_ sae-,iyxq.2s•LVL 0 '-I 0 6. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER In �� �'� �gal • i A4 b DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR T �� ( %I'1//I%/� 17 o y T • I LOCATIONS. A6 I• I 6 I I I I I L528 (2)1.'15'X11B"LVL I a' I I I : ; ILots 0 9 A S 1 1 10 Ir\ LOWERED FLOOR AREA i 10 ( 1 I o ( `// �` A6 Ab A6 I I FOR CURELESS - Ab "I AlV ' FRAMING I NG NOTES 0 • 101110 •1. .; - I 1 T O I .f / ) 1 2 E./ J 1 1 A I 'J F \.\\ 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. y�,,, Ab A6 o Lii \ - . 2. COORDINATE W/MECH. & ELEC. FOR LOCATIONS& SIZES OF x I I I INI I ` o _ FOUNDATION/SLAB/JOISTS BLOGKOUTS. L. lc 2'-0" 3'-0" 1 L L I = I I 1 I m \ i F o - 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR a Li III 3 I Iri I I I a =m SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT 2 I ' 9_ 12'-b" 14'-0" 12'-0" I I V 4 i \\ ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVALM `,..`" - R % - Is e, ; ;S m R6 �`';\ 0 PRIOR TO THE FABRICATION AND INSTALLATION. a s ; -:. L_ -J w \ \ ti' / x I ry n ? ( O 1 T 1 4.ALL TRUSS TO TRUSS &TRUSS TO BEAM CONNECTORS TO BE DESIGNED E. %D 10 10 BY MANUFACTURER Ab I' 1 I Ab 50B (2)1.'15"X 11.8"LVL I I / O I r t j r f - _ =z => sir.---- j ' \\ 5. FLOOR SHEATHING TO BE 3/4"GDX OR OSB STURDI-FLOOR T&G, GLUE S D Y� 0 1 1 is r- - - I I / \ AND NAIL W/RING SHANK bd's @ b" EDGES& 12" IN THE FIELD. FACE 1_ O `- Mil. Ab �� O 1 518-1 IS"X 11.8' LVL 1 �• 1 5-1 �C � '� 0 / j r ® ®\ \ GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE V16" V CO \ iii d' WIN 1 c m - 4 I ,, \ ��� 1.. -(1 � ' \ 058 OR EQUAL aFlEil - - O m J 1 ® \ E\\ / / -'%•/ / \ , \\ LOCATIONS IONS AVIDE OND BETWEEN ULID BLOCKING PPER EAND LOWERR STUDS AT FLOOR JOIST CAVITY'BENEATH ALL �O V -- ST 0 • ..I41 1 A4 1 2- FLOOR HOEDOWN LOCATIONS. 5,9-b•x,r PT BEAM. - 1- _ . I I I I I -.�AI] ' 3 y..\/ . = / ' \\�'.,\ ry r -I �, \ N - .- - --- 4 e r 1 0 / \ \ 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING n N A4 / . • / \ \ Kr c �� O 1 �' , oT J ,i I I I / /, \ \ LOCATIONS WHERE THERE 15 A LOAD BEARING WALL ABOVE. Q 0 M' I I I i) 1 1 �' \ \ O 8.ALL CONNECTIONS TO BE 51MPSON OR EQUAL. N li I I x • . .) I I I .1 1 1 I I a \ \ \ • \ Z mw ¶ -0 9 1_ 1 , 1 4 U - J I 1 , \ ; \ \ • \ I. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE IZ X 1- r cc6 T5P I I CONNECTIONS A5 WELL A5 FROM TRUSS OR RAFTER TO BEAM O a u� 6 © .. i I f I I \\:\\ \ \ l \ Q m l) CV .. L I 1 J Ati 1 1 I , ' i.\ CONNECTIONS. 9 ra Z W T \ \ \ Al I ,. ' \ 4\\ CO E Q m 4:? 14'-0" / V\ \ \ \ .o I I H I \ \ \ \e sae-b x,rrrBEAM I I� 10 _ �_ 10 4-$ - E. I Ab I � I A' I t'- \ \ a . \\ III 1 1 1 �. \\ \\ Iry \\ V -- �N iL-e I I .I I It.; .\ :Li_> v`�zv, v v v � r.•,-1 I - I 't 9 v ',vv -\v LUnin el Scan re co yIII \ \ ^\ \\ \\ Z ILI to L- - -� - \ - \ / : > J W A6 0 \ \ e ' . \ VP'-' li N / 9'-3„ / 9, 3„ A4 \ ' \ V -. / 1 \ / / / v if (] W / 181-6" \ / -- - / A '\ ,\ •/ -/ a FLOOR FRAMING - MAIN FLOOR : \ '- : VP \ \ }' o \ \ oal 0 • \ \ . .// fy_ ci z o n_ to s -cc BEAMS �� I m DEFAULT SAN MATERIAL I5 DOUG FIR NO 2 OR BETTER. b' 1ry o YV POST SCHEDULE DEFAULT GLULAM, LVL, PSL MATERIALS - SEE STANDARD STRUCTURAL SPECS HEREIN. DEFAULT LSL IS 1.5E, 2,300 PSI, MIN FB. DEFAULT WALL CONNECTION: 3" BEARING IN POCKET OR ON PLATE WITH MIN., 2 STUDS BELOW. Z ` Pi_ 52 CONNECTOR i n DEFAULT END POST CONNECTION: LCE, ACE, EPCZ, ECGQ, OR SIMILAR. 'd, 02°° MARK MINIMUM SIZE ALTERNATE SIZE B (IF BLANK USE DEFAULT BELOW) ° 2,1 DEFAULT CORNER POST CONNECTION WITH MITERED BEAMS OVER: LCE4, LCE4Z, OR RTC44. pp°� awUQyu� Zw�U¢ - DEFAULT MID-POST CONNECTION: LPCZ, PCZ, GOO, OR SIMILAR. _ _ U- 2a<„p (2) 2 X 4 4 X 4 FLOOR DIAPHRAGM °; w, 70P DEFAULT BEAM TO BEAM CONNECTION: HU, HUC, HUG& OR SIMILAR. ," VYw �p�yw SHEATHING: WITH JOISTS AT 24" OR 19.2" OG, USE MIN., 24 OG RATED, APA STURD-I-FLOOR; EITHER nth 2 °�a GALLOUT MIN., USE ALT 1 MIN., USE ALT 2 MIN., USE CONNECTOR (IF BLANK USE DEFAULT, NOTES 3/4" SPECIES GROUP 1, OR 1/6" SPECIES GROUP 4. MAY BE 05B OR PLYWOOD. GOOD FOR 130 PSF, TL Z 3w.y� °->w- (2) 2 X b _ ,i, <w2 ABOVE) @ L1360 DEFL. I wtww° OR w3a== 11 P (3) 2 X 4 308 4X8 SHEATHING: WITH JOISTS AT 16" OG, USE MIN., 16 OG RATED, APA STURD-I-FLOOR, MIN., 19/32"THICK. °i-a-; - 4 X b MAY BE 05B OR PLYWOOD. GOOD FOR 245 PSF TL @ L/360 DEFL. 2 °° 31B 4X8 w°° e° z °°2u° SHEATHING LAYOUT: CASE 1 PER IBC2306.2.1(1) <,313a< ! F°3.',� 328 4X8 ORIENT SHEETS CONTINUOUS OVER TWO OR MORE SPANS, WITH THE LONG DIMENSION ACROSS IL. gb3 72P (3) 2 X b 33B 3X9 GLULAM 5X1.5 GLUALM SUPPORTS. !�N Vg w _> 40B 1.15X11.8 LVL 1 NAILING: GLUE,AND CONNECT WITH SD RING SHANK NAILS OR#9 SCREWS, AT 6" EDGES, 12" FIELD. »a �. BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS (BEAMS)AND CONNECTIONS TO 5HEAR WALLS o W>8u gwpew 41B 2- 1.15X11.8 LSL 2- 1.15X11.8 LVL 3.5X11.8 PSL BELOW. o it-.coot 2Vr b X b 42B 2- 1.15X11.8 LVL 3.5X11.8 PSL - l<°s OR 43B 4X12 PT bX10 PT 3X9 PT GLULAM i. GAR, j MI „i 13P 4 X b PT 44B 5X12 PT GLULAM DECK DIAPHRAGM ti �b N0 Q - b X b P •T 45B 5X10.5 PT GLULAM DECKING: USE WOOD OR COMPOSITE DECKING PER ARCH., MIN.ACTUAL DIMS: 3/4"X 3.5". E. 't . ''is, IN APPROVAL (OUTDOOR ONLY) DECKING ATTACHMENT: USE DECKING SCREWS, LENGTH TO ENSURE 2" MIN., EMBEDMENT INTO r i 4bB 1.15X11.8 LVL • A 0 INITIAL: FRAMING BELOW. as DEFAULT WOOD MATERIAL 15 DOUG FIR#2 OR BETTER. DEFAULT STEEL-SEE STANDARD 41B 2- 1 .15X1 1.8 LVL 3.5X11.8 PSL USE 2 SCREWS PER DECK BOARD PER FRAMING MEMBER. AT DECKING SPLICES, CENTER SPLICE „_ >� _ q PAGE: STRUCTRUAL SPECS PAGE. 48B 3- 1 .15X11.8 LVL 5.2X11.8 P5L OVER FRAMING MENBER AND USE 2 SGREwS PER SPLICED END. s F 'ice` DEFAULT BOTTOM CONNECTION ON PLATE: (2) FG OR(2)A34 WITH SCREWS, OR(4) 16d FACE NAILS. 505 2- 1 .15X11.8 LVL 3.5X11.8 PSL BLOCKING: NOT REQUIRED EXCEPT AT SUPPORT BEAMS. 45/19 OVAL Ar DEFAULT BOTTOM CONNECTION ON BEAM: (2)FG OR(2)A34 WITH SCREWS, OR PGZ. 51 B 1.15X11.8 LVL IN ADD'N TO FLR JOISTS lams L'3W2"v I DEFAULT BOTTOM CONNECTION ON CONCRETE: PB, OR AB, OR ABU, OR ABW, OR GBS&. 52B 2- 1.15X11.8 LVL 3.5X11.8 PSL c OF: ALTERNATE BOTTOM CONNECTION ON CONCRETE:#5 REBAR OR 5/6"ALL THREAD, EPDXY 6" �1. UyQfi� S 5E'44 INTO POST BUTT,AND 6"MIN EMBED INTO CONCRETE. CONCRETE EMBED MAY BE NET SET 53B 1.15X9.25LVL (S E'ev_. ST1j. ,CS. OR EPDXY. 54B 4X12 PT bX10 PT 'JT£M,S OP-1 LA' . J. SYKORA, GPBD Floor Joist Blockingper IRC 502.1 2" - Funnel Flange DRAFTED BY (seismic Design Categories D1 & 02) ( -- -< - BGI Joist ) [14l 1/E,J / SIDING REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. cs Blocking " Supports 11/a"to 1/z, f TYVEK HOUSE WRAP p Pt . / COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF - thlck flanges /� 1/4" - 1' U.N.O. ITS m l/1605BSHEATHING FOUNDATION/SLAB/JOISTS BLOGKOUTS. a .>- FLASHING ` — �\ DECKING / FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE 15 FOR ti i I ��� 4-5-1 q E U.S. 2X12PT.JOIST lb"o.c. SCHEMATIC DESIGN ONLY. MANUFACTURER SHALLPROVIDE AND ° �i �: r:it 01 / I 1 ' SGREN5 @9"O.G.rBeann rIntermediate �I ci..„..H 1� IADDED2X BLOCKING 5IMP50N DTTIZAS REG2UIRED ALL TRU55 TO TRU55 & TRU55 TO BEAM CONNECTORS TO BEg I IIIFjayFOR DEPTH (4)LOCATIONS EVENLY DISTRIBUTED !! -mil INSTALL(1)WITHIN24"OF EACH END DESIGNED BY MANUF. CD (MALL OR BEAM) Nailing per local 1 ti . code provisions k'-a/`^-/ 2 X 12 TREATED DECK LEDGER 0 Cae7 i y Typical ITSLVL SHEATHING TO BE 3/4" CDX OR OSB STURDI-FLOOR T&G, GLUE Installed on �___ _ AND NAIL W/ RING SHANK bd's @ b" EDGES & 12" IN THEFIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 1/16" 1�G CONTINUOUS BLOCKING 4 TOP FLANGE HANGER �1 DECK LEDGER O5BOREQUAL. /O p 1 Ab Ab ' '"h PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POSTCa LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. ;. 4' /' PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING a ew r ---r----__ L� LOCATIONS WHERE THERE 15 A LOAD BEARING WALL ABOVE. p o 0 j ' ° ' ALL CONNECTIONS TO BE SIMPSON OR EQUAL. g r • • • / ' • ata 0do S INSTALL HURRICANE TES AT ALL TRU55 OR RAFTER TOP PLATE W 00 d ° CONNECTIONS A5 WELL A5 FROM TRUSS OR RAFTER TO BEAM _, X06. R1 (0 ) _ N tow , ' __. ' , AC+ CONNECTIONS. E • m '0 I�� Lateral �! EXPOSED WOOD - ALL WOOD EXPOSED TO WEATHER MUST BE c • ry/—► 1 ►1/24 *� ° 1 N s PRESSURE TREATED OR OF NATURAL RESISTANCE TO DECAY AND BE o fi .4 \ 0 .0 .1 LABELED ACCORDINGLY. IRC R311.1 & R311.2 N 2 �,,. - - -' FASTENERS FASTENERS FOR PRESERVATIVE TREATED WOOD AND o Nail Boise Rimboard FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED co rn I to BGI®joist with 8d —C Ri911t a -e II Typical ACE GALVANIZED OR STAINLESS STEEL OR EQUIVALENT. zto II- m w v nail into each flange. '�� �, WASHER PLATES - 3" X 3" X 1/4" SQUARE HOT DIPPED GALVANIZED p! • X a 17 a Installation w o IC) . s111) —1 a j— WASHERS ARE REQUIRED AT EACH ANCHOR BOLT. IRG R602.11 i cov ry GUARDRAILS - GUARDRAILS SHALL BE A MINIMUM OF 36" IN HEIGHT 5 .i O z S 5 2 WHERE THE ADJACENT SURFACE OR GRADE 15 30 OR MORE BELOW. to � ¢ "' Ab RIM BOARD Ab JOIST HANGER - L U O R U Ab AC POST CAP RAILING OPENINGS SHALL NOT ALLOW THE PASSAGE OF A 4" SPHERE. 4 IRG R312.1 . PRE- ENGINEERED FLOOR AND ROOF TRUSSES - SHOP DRAWINGS 111 ` ` AND ENGINEERING MUST BE PROVIDED TO INSPECTOR AT TIME OF V > 23/32" MIN. PLYWOOD/OSB Funnel FRAMING INSPECTION. 2 z r OR RIMBOARD CLOSURE. Flange"" Z 11 1 CI II. r �11f__-4--- Locator ;`` . �_ 4L�.L cT • .-- Tab �` 4.— NAIL WITH EA NAILS rl, BGI®JOIST BLOCKING , Z W INTO EACH FLANGE. REGeUIRED FOR CANTILEVER. ° �° ® v 41110° re a w In 11 ti 41,, 1, x , , I4, , 11 p Zu 1�4" q CANTILEVERED JOISTS b I-JOIST HANGER 3 ABU POST BASE =UV AS Ab Ab =g�� V QdU� 22�U� z_ 3k�N �3tir'm 41_ 4w gw rw� oaizn z'�1y�y ��.���(](](]���))) i lF rc ii - i a 3/4"OSB jzsa _ �3niz a li ll8"BGIJOISTS � '� paauo w02Up R-30 INSULATIONIlMo- W III w�` y� _� °0 el zz�=E z zw2(�ii CONTINUOUS BLOCKING o ozan NUZ�J PM2Xb STUDS lb"O.G.WITH za�oo DOUBLE TOP PLATE. T". � soo4 11�� �QU'U2 O� 1/2"X b"A.B.48"O.C. F`B z W/3"X 3"BEARINGIll ,,, " PLATE r- - - I'a - - -, OWNER APPROVAL TREATED 50LE PLATE I I I I L I b"X lb" GONG.FOOTING IN/(2) J L INITIAL: GRADE 40#4 HORZ.REBAR !I PAGE: b MILL VAPOR BARRIOR UNDISTURBED SOIL 10 INTERMEDIATE JOIST SUPPORT OF: Ab FLOOR PLAN NOTES J. SYKORA, GFBD li1 4 SMOKE DETECTOR EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED IN EVERY BEDROOM AND Al Alb AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA GIVING ACCESS TO EACH SEPARATE SLEEPING DRAFTED BY: RETAINING WALL 1 AREA. IN NEW CONSTRUCTION,REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM-- -' 53'-6" THE BUILDING WIRING AND SHALL BE EQUIPPED WITH BATTERY BACKUP. SMOKE DETECTOR AND CO DETECTOR / _.. - _._--1T-21/2" --- - __. MO 5"" - ---7'_3'• __ _ y 14.-3 1/2" --.._ _../-_- 6_6„ �. II,,II,, II,, II,, - I, I, ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. Cat r2ttn -5-0" T1 9'-0 b-11" T 4'-0' T2'21n"� W12-3066 I W11-3066 �iP I W10-4046 I ui 7� W09 4i:i;: I W08-3020 WOl 3020 WOb-3020 71P1 SCALE-�-- • �... -. _�- '�' �_- ... _ 2 SHELF AND HANGING ROD. 1/4" - 1' U.N.O. -6-----li m WSW72 ® ® !_i 4.3- �, 4X N%" 4X ®qe.' ��qb° '' lip . a COFFEE @qe' ®qS- ®qy- PANrRY o �12. �` \ 3 BUILT IN SHELVES. z �■! l 4-5-11 - :u m _ 3 SHOW R 9'LEILING _,!�_-, a 9'-3" sa e \'\ PATIO 3 in 4X ®qb cla #-,. \ FULL TILE s _ __ 13 6 -__ \` __ 5 __. .._: 4 CABINET-OWNER/CONTRACTOR TO VERIFY. 91 A15 n ry I r CLOSET ry o oPT w 2 KITCHEN \i 3_ 55trz--I ... , .--L l 59 SG FT 4X d \ 1 • 233 SO FT I I --� �1- 3 I r II \\ \ EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.7 f .� "'µE GLASS WR°'E�' DOOR RO W \ \ \ 5 SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20'WIDE AND 24" - DINING 9 CEILING CEILING I I - N \ HIGH. SILL HEIGHT MAXIMUM 44"OFF FLOOR. '' m Y -2'_1 RLEILING o. - \/'r\ - v 4X e 9b- 123 50 FT iD DW - # r-0.-. �+ �y ` WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUCH m �% 1 -- -- - cc, -I bs �J AS CLOCK TIMER WITHA ZONE RATING OF 1.50R LESS. o in ` RANGE HOOD MASTER BDRM aCD I MIN WO CFM 199 5Q FT \, FA.U.ON1b'NIGH PLATFORM.TOP OF PLATFORM TO BE 1I/WT&G PLYWOOD. : :: e .G ti I ®,�,,,",� a MASTER m ,�� EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/B"TYPE GYP.BD. NO FURNACE SHALL m ' _ BATH m BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A BEDROOM, .O m ® I " 10 9•CEILING (GQ BATHROOM,OR CLOSET. PROVIDE AT LEAST 3D'QF WORKING SPACE IN FRONT OF i/VVV///'e 11 4X @qb" \ q'C "1 >� �I -4,_p': _ x I ..4 118 SO FT SMOKE OCT. G " , Q� FURNACE > - / I I 41. - B'-6112" I 2668 ® O 1 ��V� A i � "�(\ C \ \�• �&� ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE . us, -1I, B'-6 1/2"- I . _--- � : C - j \: Ci INSTALLED,SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES BEAM ABOVE IS HEADER I IH 2'-511Y - - -b'-0"-- ♦-,TOILET - b'8' -- +at - / �, (0 \\ „ RESULTING FROM THE QUICK CLOSING OF THESE VALVES DRAIN OUT,NO TRAPPING. > C:i 1 - 22 50 FT I j u I A. it \ END OF PIPE LESS THAN 2 FEET ABOVE GROUND POINTING DOWN. TANKS SHALL BE m- '°`"" o, m STRAPPED WITHIN UPPER IIi AND COINER I9 TO PREVENT OVERTURNING IN AN - Q - - • - ); - t °% [ ry i 9 CRETE SIDEWALK J x W 16-3040 W 11-3040 °I'' y I 1 O -I / i ®� 'F \ . EARTHQUAKE. 1 LINEN <P �y x 1'-S"-1'-3'-0°-0'3'Lir 3.-0, �1'-0",/ 5 p" q p 1 o I o o I o �y p�� °' PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT 8 COLD SHUTOFF 3f44 9 CO.,- . CONTROL VALVES&WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL y 8'-6" )� , I. 306 707 ,.J y�Gey In --/ ®DOOR-• \` / �A COMBINED HORIZONTAL AND VERTICAL LENGTH OF 35 FEET.THE MAXIMUM LENGTH OF A Ft] L 4" l� / \ k Q ` Q Yam/ q THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR R5 / - _- 13'-b" --- _- __ a SMOKE VET \ \ ' F�1. a EACH AO-DEGREE BEND.AMINIMUM 4-INCH DIAMETER EXHAUST DUCT OF �I ? % LAUNDRY/ �L� o, : .�" d' ("Cr. O 17 ' HALL O \ /� MUDROOM ]� -``� SMOOFH00RE NONCAM0USn8LE MATERIALS REQUIRED WITH BACK DRAFT DAMPER. -., I f 4 CEILING V' " 9150 FT V 2350 FT MECHANICAL FAN. BATHROOM, AUNDR ROOMS AND POWDER ROOMS SHALL BE F" 9'CEILING ®96" - 9'CEILING , "'"/ PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 COVERED DECK 6-p 1/2 y q)( ®DOORRO ®q6' 16 C.F.M.AND SHALL NOT TERMINATE CLOSER THAN 5 FEET TO ANY OPERABLE WINDOW _ it- It 6 l 10 Q , '✓ I I AOROPENINGINTOTHE BUILDING. MINIMUMDUCTSIZEI541NLHES5DRYER,KITCHEN,Q 118 5Q FT j ®DOOR RO 266b - '= � .. Q ATIO I OANDBATHFANSTOBESEPARA ELYVENTEDTO HEOUT510E. INSTALLDUL Y ORKIL iali srx _. POWDER , P PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE kWJ3-3060 > so. 4X _ (T) COMPOSITE DECKING LENT Y '�" ` 33G0 Fr / ` yam- 8 Q� " 13b 5Q.FT. CONSTRUCTED OF SMOOTHBORE,NONCOMBUSTIBLE MATERIALS. APPROVED FLEX51 ING W . I 1D p4X6 > 1 . ®DOOR RO /�0, 5 / CONNECTORS NOT EXCEEDING b FEET IN LENGTH MAY BE USED IN CONNECTION WITH o 148 Q FT x 1 J 31 5Q T ",". m h fa ®�. ,wc` t --•„ ,\/ \ O n 1 b // --��\ DOMESTIC DRYER EXHAUST 1n A W N ®�• oo :1.3 Yr \ V' 0 ` T5. '/ (/ \ 22"x30"MIN.ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. D IL aC Yr) LP \ , FIRE RING \ FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2"PLYWOOD. Ia_ 13 ",""; Zl pQb a \ , \ I I 1 1 ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHERSTRIPPED OR J I _- - j- , - S / SEALED TIGHT 1 : 1 "QDOORRO . / 2 >a / \ `T N \ iy / _--5._6., _._. ... __ _ _ _ ' I J III ,;., \ \ RAIL B. I .J �_-. ..9 3Ubp , ::s .,f` ,4..y .---.` L50EFr - 11 / /' \ -- . - 12INTERMEGUARDRADIATE ERNE SPACING SHALL NOT ALLOW A4E FINISHED FLOOR_STAIR O DIAMETER SPHERE HERE TO PASS STAIR E 1 rc-24 %`! 1-2066 ,9 THROUGH PER RC SECTION 312] O W 18-31066 m., 'NT XH \ r - V ` - b-2" ® O PRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE CONSULT WITH OWNER FOR CEILING TRANSITION - COVERED ENTRY / - TRIM PACKAGE CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO 1 ,,/ �/ / '\, / 13 MANUFACTURER'S FOR MINIMUM REQUIREMENTS OF NON-COMBUSTIBLE DECK BEAMABOVEISHEADER 1� `V . / V L --- W5W18 I 525O.FT. 7- SURROUND B HEARTH MATERIAL. v- V 129 50 FT \ / / \ - r� �� CI .`. COMPOSITE DECKING in m - I _ / / \ / 4X o, A GARAGE FLOOR SURFACES SHALL BE MIN.4"CONCRETE. SLOPE CONCRETE FLOOR N MuuION Y *NI/ MIN.1/b'PER 12"TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN O /GARAGE d v in 6 ,By' USE(2)115-X55'LVLS CONTINUOUS I \ 6� _. s KK UPPER BOTTOM PLATE TO TOP PLATE. I 6S2 SQ FT TEMPERED GLASS b j HEADERS MAY HANG ON THIS WITH \ to \ HUG.HUCQ OR SIMILAR. --1 _.._ 141-OII -_ _ _. ' r O CO I 1h Y- ' ` - \ \ 9'CEILING • X El o 0 0 . '. 1�1-6 1f2" / !N SUBLE RAIL O I \TAIR OASE / \ 14 \ lb 20 MIN.FIRE RATED DOOR IN/SELF-CLOSING DEVICE. Q 0 (T7 N m ® e° 16'CEILING I Alb \ \ 5 F 6 d p t- i 1 OP PER , 3'_2 \ : ,� GENERAL NOTES GREAT ROOM m 29250 FT • 2 \ \ 71P .�ojJ ., 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. A15 - UP- I --- \ D ®DOOR RO \ m m MU11oN'J A15 © ® V 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. o O USE(2)1 T5°X 55"LVLS CONTINUOUS >\ \ 1.�� Or m co 48 BOTTOM PLATE TO TOP PLATE - - T _- _ 1 , (�\ !tV i11 Q HEADERS MAY HANG ON THIS WITH MULLION 6 o. \ �\¢ al y 3.VERIFY HEADER HEIGHTS WITH SUPER HOC,HULA OR SIMILAR. - O `9 .D USE(2)1 R'X 55 LVLS CONTINUOUS - Ie. ' \ \ �. ®1&Y 18O'UPPER qXb ,p UPPER o p BOTTOM PLATE To TOP PLATE .AO 4 ALL EXTERIOR WALLS ARE2x6 ib"OL 5TUD5,UNLESS NOTED OTHERWISE. m m _§ HEAVERS NAY HANG ON THIS WITH , \ \ . � t� m HUG,H'lut OR SIMILAR 04 \ \ - 1 5.ALL INTERIOR WALLS ARE 2 x 4-16"O.G.5TUD5.UNLESS NOTED OfHERW15E. OZ r� - -W5W78 m4X I30•uPPER S 4 W'WPERI I r DOOR RO ni sib. -o' \\ I O /96.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPERzf V' �yv W al W j W22-3066 W23-306� /'� / L' \ V DISPENSERS,MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR �^ W48-3016 I W41-3016 ( / ®- L „DNS I-' . ........ :.--.- .... '_ LOCAnONS tr- . ��v-� y1 �� 11 \ i 11'-71l2" k 3,_p„ 4k 3,_0" �.. 1 - U'I \ / 3G�G \;: - r ,� I(C ry �, FRAMING NOTES a w Ill o O 1�' 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. ~ Y O �9 - 2. COORDINATE W/MECH. & ELEC. FOR LOCATIONS & SIZES OF WIli 0 0 .: . . . . .. . iik\��Q� FOUNDATION/SLAB/JOISTS BLOGKDUTS. �• (<1 x0 z Y; 3. FLOOR JOIST OR ROOF TRU55/RAFTER LAYOUT SHOWN HERE 15 FOR (� �V // .0 '`�. SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT X 1( 1�A„ ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL �A. PRIOR TO THE FABRICATION AND INSTALLATION. X m '•"�' `' ' ' '.�.:. ,..:-•,. •. • I_ , . .. - TRUSS &TRUSS TO BEAM CONNECTORS TO BE DESIGNED 4 ALL TRUSS GRAVEL PATHWAY ?' •'„}... •?' :,'. ; r' 1 BY MANUFACTURER 1\ s Fog ri s� WAR 5. FLOOR SHEATHING TO BE 3/4"CDX OR 058 STURDI-FLOOR T&G, GLUE o°V� �r AND NAIL W/RING SHANK Sd's Q b" EDGES& 12" IN THE FIELD. FACE Z a F _ GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 1/16" A _° �F~ e�0 yt�°��� OSB OR EQUAL. wg�� a y I tz�€ 61. / aeamo 1 HEADER SCHEDULE i 0I 6. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST 11.° �,.. � LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO FLOOR HOEDOWN LOCATIONS. IY TRIMMER KING STUD, EACH END ENGINEERS •MARK SIZE/TYPE MARK a‘ ILO POST SCHEDULE (IF BLANK V5E DEFAULT OELOW) {IF BLANK USE DEFAULT BELOW) s/,r9 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING- 2X6"L" GONFIG.CONNECTOR 1 (�,,7qi� 1LOCATIONS INHERE THERE I5 A LOAD BEARING NALL ABOVE. OMARK MINIMUM SIZE ALTERNATE SIZE 4X6 OR `(IF BLANK USE DEFAULT BELOW) 20H 4 X b DF#2 li £L�04.4,fi6Q'S 'SEAL 8.ALL GONNEGTION5 TO BE 51MP50N OR EQUAL. � , -EOP (2)2X4 4X4olt ' -;0 -2 X 10 "L" CONFIG, 9. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE Pic-i• TYPICAL HEADER FRAMING 4X5 OR 21 H Z-7644,1 ON-+� i ���W° (2)2 X b CONNECTIONS A5 WELL AS FROM TRUSS OR RAFTER TO BEAM Z �w�oo CONNECTIONS. g¢.^LL HEADER LESS THAN 5' HEADER MORE THAN 5' W W W INDO /6" POST WINDOW W/ 3" POST \11 P J (3)2 X 4 O 6 4 X 8 ENERGY CREDIT la ' 5 1/2 X 10 1/2 GLULAM EFFICIENT BUILDING ENVELOPE I PP2 ji -WINDOS: 28PLAN ARE 5 t . t I7 12P (3)2 X 6 5X10.5 3 22 H FLOOR: = R-38 INSULATION I■ ■I I■ ■I SLAB ON GRADE - R-10 ENTIRE SLAB MAIN FLOOR 1 ,593 SQ.FT. 4 j'� � 1 OWNER APPROVAL HEADER LESS THAN 5' HEADER MORE THAN 6 X 6 ® 3 1/2 X 10 1/2 GLB ENERGY CREDIT 2a UPPER FLOOR 536 SQ.FT. OR 23 H AIR LEAKAGE CONTROL & EFFICIENT VENTILATION INITIAL: (I)TRGNER CONLEA FLANGE OR 2 TOTAL LIVING AREA: (1)KING STUD FROM (2)KING STUDS HANGER EA.SIDE L15-Pj 4 X 6 PT - 5 1/2 X 9 GLB -AIR LEAKAGE: 3,0 AIR CHANGES PER HOUR 2,12150.FT. PAGE: TOP PLATE TO -~ 4 FROM TOP PLATE TO -'. S b X 6 PT BOTTOM PLATE OOTTOM PLATE (OUTDOOR ONLY) - -WHOLE HOUSE FAN PER SECTION M1501,3 --0)TRIMMER 0--(1)TRIMMER (2)KING STUDS (2)KING STUDS --- GARAGE 652 5Q-FT. 3ii 16 FROM TTT�PLATE FROM BOITPLATE PLATE DEFAULT WOOD MATERIAL IS DOUG FIR1t2OR BETTER. DEFAULT STEEL-SEE STANDARD ENERGY CREDIT 3a I I STRUCTRUAL5PEG5PAGE. HIGH EFFICIENCY HVAC EQUIPMENT OPEN DECK 121 SQ.FT. DEFAULT BOTTOM CONNECTION ON PLATE:(2)FC OR(2)A34 WITH SCREWS,OR(4)1bd FACE 11111 N fr II ■I NAILS. *DEFAULT HEADER MATERIAL 15 DOUG FIR#2 OR BETTER. -GAS FIRED, PROPANE, OR OIL FIRED BOILER COVERED DECK 1'78 SQ.FT. DEFAULT BOTTOM CONNECTION ON BEAM:(2)FC OR(2)A34 WITH SCREWS,OR PCZ. WITH MINIMUM AFUE OR 94%. OF: ir DEFAULT BOTTOM CONNECTION ON CONCRETE:PS,CRAB,OR ABU,OR ASH,OR CBSO. '2 X HEADERS MUST BE IN TALL ORIENTATION WITH FLAT 2 X NAILED AT BOTTOM IN"L"CONFIGURATION. _.. - -__--- ---- BALCONY l0 SQ.FT.,�''` „wr y - I I I I. JrJr ALTERNATE BOTTOM CONNECTION ON CONCRETE:#5 REBAR OR 5/B"ALL THREAD,EPDXY 6" 'DEFAULT TRIMMER,USE(1)2 X STUD OR SIMPSON LUG HANGER EACH END. ENERGY CREDIT SL 7 j 7- JLIj -)I7 Jr 7_ / INTO POST BUTT,AND b"MIN EMBED INTO CONCRETE. CONCRETE EMBED MAY BE NET SET "DEFAULT KING STUD,OPENING b'WIDE AND LESS USE(1)FULL HEIGHT STUD EACH END PLATE TO PLATE. EFFICIENT WATER HEATING 2 7 1 YC ` ' OR EPDXY. 'DEFAULT KING STUD,OPENING WIDER THAN 6', USE(2)FULL HEIGHT STUDS EACH END, PLATE TO PLATE. -GAS FIRED, PROPANE,WITH MINIMUM EF OF 91%. COVERED ENTRY 32 SQ.FT. /I" :,'ESI6NEr v,' V1INDOIN SCHEDULE J. SYKORA, GPBD NUMBER OTY FLOOR SIZE EGRESS DESCRIPTION AREA, ACTUAL (SO FT) COMMENTS _ROOM NAME OTY NUMBER DRAFTED BY: 1N01 1 1 2066 DOUBLE NAMING-5 13.0 _ ENTRY 1 1N01 YV 0 1NO2 1 1 3016 SINGLE ANING 4.5 POWDER 1 YV02 " 103 1 1 _ 3060 DOUBLE NAMING-5 _ 18.0 HALL 1 103 SCALE YV04 1 1 3060 DOUBLE AYVNING-B 18.0 LAUNDRY / MUDROOM 1 YV04 1/4" = 1' U.N.O. i YV05 1 1 2650 SINGLE HUNG 12.5 LAUNDRY / MUDROOM 1 YV05 DATE W fr- YVO6 1 1 _ 3020 SINGLE NAMING 6.0 MASTER BDRM 1 YVO6 4-5-11 YV07 1 1 _3020 SINGLE AYVNING 6.0 - MASTER BDRM 1 YV07 YV08 1 1 3020 SINGLE APNING 6.0 MASTER BDRM 1 N08 INN 1 1 4030 _ DOUBLE CASEMENT-LHL/RHR 12.0 SHOYVER 1 1Oq YV10 1 1 , 4046 DOUBLE CASEMENT 18.0 KITCHEN 1 YV10 c( Z IN11 1 1 3066 DOUBLE NAMING-5 11.5 DINING 1 YV11 aV ` , YV12 1 1 3066 DOUBLE AYVNING-B 1g.5 DINING 1 IN12 t,�;J YV13 1 1 3666 DOUBLE APNING-B 22.15 DINING 1 YV13 0 ""` YV14 1 1 3666 DOUBLE APNING-B 22.15 DINING 1 1N14 W YV15 1 1 _3666 DOUBLE AYVNING-B 22.75 DINING 1 IN15 YV16 1 _ 1 3040 SINGLE CASEMENT-HR 12.0 DINING/COVERED DECK 1 Yi16 Co x IN17 1 1 3040 SINGLE CASEMENT-HR _ 12.0 DINING/COVERED DECK 1 IN17 'A YV18 1 1 31066 _ DOUBLE AYVNING-B 24.12 GREAT ROOM/COVERED DECK 1 YV18 IN1 q 1 1 31066 FIXED GLASS 24.g2 GREAT ROOM/DECK 1 YV11 YV20 1 1 31066 , FIXED GLASS 24.g2 GREAT ROOM/DECK 1 N120 1 YV21 1 1 31066 FIXED GLASS 24.g2 GREAT ROOM/DECK 1 121 11111/4 YV22 1 1 3066 DOUBLE NAMING-5 11.5 GREAT ROOM 1 122 I IN23 1 1 3066 DOUBLE AYAINING-B 11.5 GREAT ROOM 1 123 I I YV24 1 1 3066 DOUBLE AYVNING-B _ 1 '1.5 GREAT ROOM 1 124 YV25 1 2 3036 _ SINGLE CASEMENT-HR 10.5 HALL 1 1"125 YV26 1 2 3036 SINGLE CASEMENT-HL 10.5 HALL 1 126 cd YV27 1 _ 2 3050 FIXED GLASS 15.0 OPEN BELOYV 1 IN27 E 128 1 2 3050 FIXED GLASS 15.0 OPEN BELOYV 1 128 0 IN21 1 2 3050 _ FIXED GLASS 15.0 OPEN BELON 1 12qra IN30 1 2 3050 FIXED GLASS 15.0 OPEN BELOIN 1 1/430 (74 co lii IN31 1 2 3050 _ FIXED GLASS 15.0 OPEN BELOIN 1 , IN31 IN32 1 2 31050 FIXED GLASS 11. 11 OPEN BELO1 1 132 0 1 K P_' co YV33 1 2 31050 FIXED GLASS 11. 17 OPEN BELOYV 1 YV33 Z m w W34 1 2 31050 FIXED GLASS 11.11 OPEN BELO1 1 YV34 w Q o o . . ES YV35 1 2 2650 SINGLE CASEMENT-HR 12.5 BEDROOM / BONUS/BALCONY 1 YV35 " z m ry ,,,,I YV36 1 2 2650 SINGLE CASEMENT-HL 12.5 BEDROOM / BONUS/BALCONY 1 YV36 m z ° Q 0_ K1 YV37 1 2 2846 YES SINGLE CASEMENT-HR 12.0 BEDROOM 1 YV37 IN38 1 2 2846 SINGLE CASEMENT-HL 12.0 BEDROOM 1 138 YV31 1 2 2816 SINGLE NAMING 4.0 BEDROOM 1 131 al P140 1 2 2816 SINGLE AYVNING 4.0 BEDROOM 1 IN40 YV41 1 2 2816 SINGLE AWNING 4.0 BEDROOM 1 IN41 0 z 4 YV42 1 2 2050 _ SINGLE CASEMENT-HR 10.0 BATH 1 Y�I42 nin 143 1 2 2016 FIXED GLASS 3.0 z _ BATH 1 YV43 � Q OC 1N44 1 1 3040 SINGLE HUNG 12.0 GARAGE 1 YV44 z - a. ser YV45 1 _ 1 3040 SINGLE HUNG 12.0 GARAGE 1 IN45 W YV46 1 1 3016 FIXED GLASS 4.5 . GREAT ROOM 1 YV46 V W kD A w 147 1 1 3016 FIXED GLASS 4.5 GREAT ROOM 1 W47 ri YV48 1 1 3016 FIXED GLASS 4.5 GREAT ROOM 1 IN48 V }- EC IX YV4g 1 1 31016 FIXED GLASS 5.15 GREAT ROOM/DECK 1 IN41 w Lu v IN50 1 1 , 31016 FIXED GLASS 5.15 _ GREAT ROOM/DECK 1 IN500 t Z IN51 1 1 310 6 FIXED GLASS 5.15 _ GREAT ROOM/DECK 1 151 IX 1/ 152 1 2 2616 FIXED GLASS 3.15 BEDROOM / BONUS/BALCONY 1 1152 1n IN53 1 2 2616 FIXED GLASS 3.15 BEDROOM / BONUS/BALCONY 1 YV53 m 1"154 1 2 6016 FIXED GLASS 1.0 _ BEDROOM / BONUS/BALCONY 1 1/454 YV55 1 2 2816 FIXED GLASS 4.0 BEDROOM 1 YV55 IN56 1 2 2816 FIXED GLASS 4.0 BEDROOM 1 IN56 YV57 1 2 3016 FIXED GLASS 4.5 HALL 1 YV57 YV58 1 2 301t FIXED GLASS 4.5 HALL 1 158 J 44' i4�a TOTALS: p 71 q.1 q Oh ei IHJ w TYPICAL HEADER FRAMING own ai Prws �oo '00-I HEADER LESS THAN 5' HEADER MORE THAN 5' ININDON IN/ 6" POST YVINDOW IN/ 3" POST l0 w=uz-wi w3 in J Ji J, il 1 jr jr tJ '^\o w F� g'dwozw-oII � n=HEADER LESS THAN 5' HEADER MORE THAN 5' ny w• (1)TRIMMER CONGEAL FLANGE H= (1)KING STUD FROM (2)KING 5TUD5 )[ HANGER EA.SIDE YVIIN NOTES: TOP PLATE TO / FROM TOP PLATE TO BOTTOM PLATE BOTTOM PLATE )-[ • OY'iNER APPROVAL VERIFY ALL WINDOW SIZES, LOCATIONS, OPERATION CONFIGURATION, HARDWARE AND GRID • (1)TRIMMER • (1)TRIMMER (2)KING STUDS (2)KING STUDS OPTIONS, GLASS COATINGS, U-VALUES, 5TC RATINGS, AND OTHER DETAILS WITH CLIENT PRIOR FROM TOP PLATE TO FROM TOP PLATE TO • INITIAL: BOTTOM PLATE BOTTOM PLATE TO WINDOW ORDER. - ( PAGE: VERIFY ALL HEADER HEIGHTS AND ROUGH OPENING SIZES. ROUGH OPENINGS MAY VARY �� V T N" �� ¢4 i# y DEPENDING ON WINDOW MANUFACTURER. OF: INSTALL WINDOW FLASHING SYSTEM PER MANUFACTURERS INSTRUCTIONS OR AAMA 2400 / J Jr jr Jr Jr Jr AAMA2410 METHOD "B" OR EQUIVELANT INSTALLATION INSTRUCTIONS. GENERAL NOTES wrr 221-0" \ J. SYKORA, GPM, DECK DIAPHRAGMF 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE DECKING: USE WOOD OR COMPOSITE DECKING PER ARCH., MIN. ACTUAL DIMS: 3/4"X 3.5". DRAFTED BY: � 1 6" 1'-b 5 8 '� 14'-10"- ,a 6 _ T P / -- � �� _ __-TIP _ _ _ - - - '111'i \ DECKING ATTACHMENT: USE DECKING SCREWS, LENGTH TO ENSURE 2" MIN., EMBEDMENT INTO 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.D. n f / - �� \ FRAMING BELOW. or( F I, V ) / {TIP \ U5E 2 SCREWS PER DECK BOARD PER FRAMING MEMBER. AT DECKING SPLICES, CENTER SPLICE 3.VERIFY HEADER HEIGHTS WITH SUPER. SCALEKt in f�--aoB-1.75"x 11.a^LVL ' / \ OVER FRAMING MEMBER AND USE 2 SCREWS PER SPLICED END. 1/4" = 1' U.N.O. ' 4 I / \ 4.ALL EXTERIOR WALLS ARE 2 x 6- 16"O.G. STUDS, UNLESS NOTED 4 0. / BLOCKING: NOT REQUIRED EXCEPT AT SUPPORT BEAMS. /I 1 O \ OTHERWISE. w :o / FLOOR DIAPHRAGM i II 468- 1.75"X 11.8"LVL- I 47B-(2)1.75"X 11.8"LVL F ( SHEATHING: WITH JOISTS AT 24"OR 19.2" OC, USE MIN., 24 OC RATED, APA STURD-I-FLOOR- EITHER 4-5-19 a N rc {.. d' / 5.ALL INTERIOR WALLS ARE 2 x 4- 16"O.G. 5TUD5, UNLE55 NOTED a __CI p o li / 3/4" SPECIES GROUP 1, OR 7/8" SPECIES GROUP 4. MAY BE OSB OR PLYWOOD. GOOD FOR 130 PSF, TL OTHERWISE. _ .- I 6 I�� �a _ m fl it / I @ L/360 DEFL. 1 = A6 m 11 488 —. 4I r / I SHEATHING: 111TH JOISTS AT 1 b" OC, USE MIN., 16 OC RATED, APA STURD-I-FLOOR, MIN., 19/32" THICK. S. PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER fly A9 :0 408- 1.75"X 11.8"LVL I '- o 'v `fl DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER FOR I ' II o 'm L. I in / MAYBE 05B OR PLYWOOD. GOOD FOR 245 PSF TL @ L/360 DEFL. II ' I 468- 1.75"X 11.8"LVL v b ` I I / LOCATIONS. Z _7 SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.1(1) it i 111} �� A6ti // ORIENT SHEETS CONTINUOUS OVER TWO OR MORE SPANS, WITH THE LONG DIMENSION ACROSS / 0 t ,��LI 'I= SUPPORTS. RAM I N G N OT E5 40B- 1]5"X 11.8"LVL m , FLOOR BEAM / NAILING: GLUE, AND CONNECT WITH 8D RING SHANK NAILS OR#9 SCREWS, AT 6" EDGES, 12" FIELD. 0 ..,r,.,. (V m1 I I 1 , — 458-5 1/2"X 10 1/2"PT GLB 1,` / BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS (BEAMS)AND CONNECTIONS TO SHEAR WALLS ill 1 / �, fl BELOW. / 1.Iid 2 7 2 i` ' r / 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. (V Al < 5-31n" A9 .i /j- \ a r 5 L I- - ; r' _ / / 2. COORDINATE W!MECH. & ELEC. FOR LOCATIONS& SIZES OF I El Ab 4I 418-(2)1.75"X11.8"LVL pcs, �I� •�I nPl, ITOP} / / �,/ \ /- FOUNDATION/SLAB/JOISTS BLOGKOUTS. i r 'D - AS -1--408-1.15"X 11.8"LVL / \ \ .�„>r m i / / / \ 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE 15 FOR g u m y SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT r :" )II} I 9) 0 II , / / / / \ ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL r/Arr m m / \ / PRIOR TO THE FABRICATION AND INSTALLATION. a F ,o m 6 I n 1 / / \ e J _ r O o `t A6 ' ,I -30B-4 XB BEAM / / / ,/ m ' `,, / 4.ALL TRUSS TO TRUSS&TRU55 TO BEAM CONNECTORS TO BE DESIGNED • 3 Ifl + / m III 8 Al o Al ] } _ - - - - - \ 5„� / / \ BY MANUFACTURER n 418-(2)1 7S X 11 8"LVL - / \ \\ / ;: / . --] , m l m \ \ .../ / // 5 FLOOR SHEATHING TO BE 3/4"CDX OR 05B STURDI-FLOOR TBG, GLUE ii 438-4X12 PT BEAM5 I II I -- 446-5 1/2" 6 BEAM _ POST TO B \\,,,,,, ,\/ / / AND NAIL W/RING SHANK Bd's @ b" EDGES& 12" IN THE FIELD. FACE A6 s I ) \ / ,/ \\ / \ GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16" V �{;I 308-A X r X 12"PT BEAM BELOW i / / iii _ _: - - -=-. r. - — (N / \ /' \ \ 055 OR EQUAL. - - - - � / E .Lr. 13'41 1/2" 1 Tait C ti \\ \ b. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST II \ O 5 31n 19'-3" 4 4 1/2" II I \ / \ LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO I �� \ FLOOR HOLDOWN LOCATIONS. Ira O k 23 ? 1/2 I I2 2' I \\ / \ / \\\ \ \ L \ -- \ / \ 7. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING - \ \ / \ LOCATIONS WHERE THERE 15 A LOAD BEARING WALL ABOVE. O - v \\ \ \\ \\ 8.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. O� 9 \\ / - c m . I \\ / \\ 9. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE W Q X w m / \ CONNECTIONS A5 WELL A5 FROM TRUSS OR RAFTER TO BEAM Q m 0 - N \\ \\ • \ / \ CONNECTIONS. ! Z O Z \ m aQ mK • \ \ / FLOOR FRAMING - UPPER FLOOR \\ \ \\ / \\ in iii \ \ \ / \ POST SCHEDULE V \ \ \ " - \ \ 2 MINIMUM SIZE ALTERNATE SIZE CONNECTOR O \/ \ MARK (IF BLANK USE DEFAULT BELOW) \ ) L al ni - P ,.\ `\ '\ 7- - \ / / / ! 10P1 (2) 2X4 4X4 I— co \ / � Z SIMMS W \ 111 / \ / (2) 2Xb J \ / A _ OR V _ \ / / \ / / 11P (3) 2X4 Q W \ / / \ 4Xb 1— IX f \ \ v )-' Y O \� / / \✓ -- W 12P (3) 2X6 O ' ° Z BEAMS GAR* b Rtr Im — DECK RAILING HARDI-PLANK SIDING -- S. 43k, �V OR FORM WATERPROOF TYVEK HOUSE WRAP - L� r, '- ''i �C '1 13P 4 X 6 PT DEFAULT SAWN MATERIAL 15 DOUG FIR NO 2 OR BETTER. MEMBRANE AROUND ��7 -- 6 X 6 FT POST BASE. 1/1605B SHEATHING (44 1 `, le i DEFAULT GLULAM, LVL, P5L MATERIALS - SEE STANDARD STRUCTURAL SPECS HEREIN. DEFAULT L5L 15 1 .5E, 2,300 PSI, MIN FB. SLOPE 1/4•PER FOOT (OUTDOOR ONLY) WATERPROOF MEMBRANE FLASHING ,� ® 3/4 SUBFLOOR - / r DEFAULT WALL CONNECTION: 3" BEARING IN POCKET OR ON PLATE WITH MIN., 2 STUDS BELOW. &UTTER --- \ DPI zo w'oo� �_ nn3 DEFAULT WOOD MATERIAL 15 DOUG FIR#2 OR BETTER. DEFAULT STEEL-SEE STANDARD o DEFAULT END POST CONNECTION: LGE, ACE, EPCZ, ECCQ, OR SIMILAR. VF.. FASTEN 2X Pr LEDGER WITH IL - STRUCTRUAL SPECS PAGE. p wa 2 X48LOCKING AT _ J. (3)ROWS DF I/4'X41/Y SOS A, L.DEFAULT CORNER POST CONNECTION WITH MITERED BEAMS OVER: LCE4, LCE4Z, OR RTC44. SHEATHING SPLICES SCRw15®a•OO 1 M R30INSULATION 4l+$�/�f �1VAL DEFAULT BOTTOM CONNECTION ON PLATE: (2)FG OR(2)A34 WITH SCREWS, OR(4) lbd FACE N fl8. DEFAULT MID-POST CONNECTION: LPCZ, PCZ, CCQ, OR SIMILAR. � � I NAILS. ft 9uLL CgNo DEFAULT BOTTOM CONNECTION ON BEAM: (2)FC OR(2)A34 WITH SCREWS,OR PGZ. O �x DEFAULT BEAM TO BEAM CONNECTION: HU, RUC, HUGQ OR SIMILAR. - FLOOR BEAM SIMPSON ZMAX LU210 wow FLOOR BEAM DEFAULT BOTTOM CONNECTION ON CONCRETE: PB, OR AB, OR ABU, OR ABW, OR CBSQ. 0�iro ATTACH FlLLER TO BOTTOM OF JOIST EL t�f�fi is rC�(� axs�a T8G CEILING G �4 w7G ALTERNATE BOTTOM CONNECTION ON CONCRETE:#5 REBAR OR 5/8"ALL THREAD, EPDXY b" W:,)(c H CALLOUT MIN., USE ALT 1 MIN., U5E ALT 2 MIN., USE CONNECTOR (IF BLANK USE DEFAULT, NOTES IS Est" 5T0-urre6, INTO POST BUTT,AND 6" MIN EMBED INTO CONCRETE. CONCRETE EMBED MAY BE NET SET ,J Z Hal ABOVE) 3 UPPER DECK - INATERPROOF 'JTE.M.S OP-IL4 . OR EPDXY. U1 - nowp 30B 4) 8 Al ,N.1-- §3n"z SCALE:3/4"=1' u� _ �< UO 31B 4X8 !f � iej02 OOYVp W I2il� 32B 4X8 n tngoa= 335 3X9 GLULAM 5X1.5 GLULAM 0- IL §� gil 40B 1.75X11.8 LVL Q-- aooww VV adVOO 2- 1.75X11.8 L5L 2- 1.75X11.8 LVL 3.5X11.8 PSL --------- - - -------- 415 -- DECKRAILIN6 � aw ig42B 2- 1.75X11.8 LVL 3.5X11.8 P5L I soot43B 4X12 PT bX10 PT 3X9 PT GLULAM MEMBRFORM TEAROUNDOOF TYYEKHOUSEWRAP _INATERPROOF MEMBRANE E. 7/1SO585NEATHING -.„,,,,N. BEMBEONOUTSIDEWALL - BEUPTOP IST HEIR --'-I <-> _ BEAM UP TO J0157 HEIGHT 1 3/4'SUBFLOOR /I MEMBRANE AROUND x __ _\i___- 44B 5X12 PT GLULAM I FLASHING \ - 45B 5X1 5 FT GLULAM GUTTER , L —` 3/4"SUBFLOOR ROOF STRUCTURE I A - -- - OWNER APPROVAL -- BE B W FSUURRF SURFACE TTLO.. -- \ / __.. _ 11 I _ NOTCH FLOOR BEAM TO 46B 1.75X11.8 LVL . 4 I I 6X10 FLOOR BEAM IWO INSULATION - ' � I I III! INITIAL: I J 47B 2- 1.75X11-8 LVL 3.5X11 8 P5L 2X4BlOCKINGAT PAGE: SHEATHING SPLICES 48B 3- 1.75X11.8 LVL 5.2X11.8 P5L II/ I 1BEAM , 50B 2- (1.75X11.8 LVL 3-5X11.8 P5L FLOOR BEAM / t - 58" HEETROCK F R TAG CEILING / \\ - FLOOR BEAM I _i: S 51 B 1.75X11.8 LVL IN ADD'N TO FLR JOISTS i V L- 1/7'SHEETROCK 52B 2- 1.75X11.8 LVL 3.5X11.8 P5L 2 1 UPPER FLOOR - ININDOIN SEAT OF: 53B 1.75X1.25LVL UPPER DECK - DECK BEAM �� ACI SCALE:3/4"=1' _ Al SCALE:3/4"=7 54B 4X12 PT 6X10 PT FLOOR PLAN NOTES J. SYKORA, GPBD SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED IN EVERY BEDROOM AND ----- AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA GIVING ACCESS TO EACH SEPARATE SLEEPING DRAFTED BY: 1 AREA. IN NEW CONSTRUCTION.REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM ___ THE BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE DETECTOR AND CO DETECTOR tO 20'-b" - ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. N N / -13'-111n° b'-6 1/2" SCALE 20•-3" SHELF AND HANGING ROD. = U.N.O.3'-313/16" 2-5" 2'-8" 2'-b' 2'-10" 1 2'-0" 3'-103/1b" 1/4" 1' UNO 1' yI I'} W3q-281b W40-2816 W41 2816 W42-2050 LINE OF FLOOR BELOW 'L ` ,- _ BUILT IN SHELVES. - _ - qI ;,u`^s ate" _ \ ` SHOWER 1 4-5-19 z zo_m ®tot- 10 SHOWER - I 4 CABINET-OWNER/CONTRACTOR TO VERIFY. ®101" ®1p1' " 0 I N 13'-21n' L _`III PG UNIT I I EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.1 I{ I ""`'" I I 5 SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20'WIDE AND 24" 0O I 'AD m 1'-6" `= - I HIGH. SILL HEIGHT MAXIMUM 44"OFF FLOOR. w I LN co 4x6 BATH C li o Jl I b WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUCH CV to I ui m a K Ir ®w• K '!0 SQ FT CV I AS A CLOCK TIMER WITH AZONE RATING OF 1.5 OR LESS. .I� o _ 3 o ` cc -I o I -" m'D Q I , r F.A.U.ON12"HIGH PLATFORM.TOP OF PLATFORM TO BE 11/8T&G PLYWOOD. ('(I LL I 7-TT I N I EXPOSED FACE AND SIDES TO HAVE 1 LAYER 53•TYPE"%"GYP.BD. NO FURNACE SHALL i Q I lV W �gry• SMOKE PET. I I 1 BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A BEDROOM, 0 W t= I'CEILING D 1 I in BATHROOM,OR CLOSET. PROVIDE AT LEAST 30"OF WORKING SPACE IN FRONT OF Z I O �- FURNACE. 71 1 5 BEDROOM I \ L i \ 1815Q FT \ Z 2666 - \\ ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE ! "' INSTALLED.SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES -- N 1 81(1' \ (1 RESULTING PROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT,NO TRAPPING, 1 6" TVl m -. 2866 }_ '0 \ END OF PIPE LE55 THAN 2 FEET ABOVE GROUND,POINTING DOWN. TANKS SHALL BE 5 I m C rt m W LL ill? \ STRAPPED WITHIN UPPER I/3 AND LOWER 13 TO PREVENT OVERTURNING IN AN -EETEARTHQUAKE. v eEQ. 2 2 ry - 3'fi" / el N in \ PROVIDE DRYER VENT TO EXTERIOR PROVIDE RECESSED HOT 8 COLD SHU OFF _ 4' 6' !° - SHosE UET / J'r \ CONTROL VALVES&WASTE AT WASHER EXHAUST DUCTS SHALL NOT EXCEED A TOTAL Z v. �� 2868 ` \ COVEr. O 1 3 1 O i\ ( COMBINED HORIZONTAL AND VERTICAL LENGTH OF 35 FEET.THE MAXIMUM LENGTH OF 8 / 5'-0" / , i -' \ � THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE SEND AND 5 FEET FOR QII EACH AP-DEGREE BEND.A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF $ mN HALL J \ \ \ \ SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER. y,r. $ N [�`/ q,_5" _ _. / 3'•9 1/2"- ./: 64 SQ FT �,r -- \ ;,,�. ry NQ 2-D" �E \ MECHANICAL FAN BATHROOM.LAUNDRY ROOMS AND POWDER ROOMS SHALL BE Z J � $ ®DOOR R.O. snow PET 46EILING .D ,p /� PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 '^ } 2 2 \ - \ O.F.M.AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPERABLE WINDOW 2 0 11� ' O I T m -, \ \ OR OPENING INTO THE BUILDING. MINIMUM DOLT SIZE 154 INCHES. DRYER,KITCHEN, F into in BALCONY 13'21n' J I I eiCt S. \ \ 1 0 AND BATH FANS TO BE SEPARATELY VENTED TO THE OUTSIDE INSTALL DUCTWORK _ _ \ PRIOR TO INSULATION FOR FRAMING INSPECTION EXHAUST FANS TO BE P 13 SO FT m A \ CONSTRUCTED OF SMOOTHBORE,NONCOMBUSTIBLE MATERIALS.APPROVED FLEX • II \ CONNECTORS NOT EXCEEDING b FEET IN LENGTH MAYBE USED IN CONNECTION WITH 2 {- 2 Q 1OI m ✓4 o 4 — ` DOMESTIC DRYER EXHAUST. r rm.- 1 4X BEDROOM / BONUS in N p 1 1 e min -' C� \ \ 22^sap^MIN.ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOMI . �` @OOORRO. 1B5 SQ FT N I I ®tor c �^ in I \\ \\ o J FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN I/2"PLYWOOD. d. A- 11 ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER-STRIPPED OR D WATERPROOF DECK - I \ \ SEALED TIGHT. 9 i" I 4•-1" P I \\ \\ /'� GUARDRAIL 36"ABOVE FINISHED FLOOR.STAIR HANDRAIL S6"ABOVE STAIR NOSING. IL �m ''a 4'CEILING \ I \ \ 12 INTERMEDIATE RAIL SPACING SHALL NOT ALLOW A 4"DIAMETER SPHERE TO PASS o '� 1 \ f� THROUGH PER LR.G.SECTION 312]. O Ti Tb 4X t I \im 2�V PRE-MANUFACTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER FOR m m !'- DN _J \ \ 0 • 1 2 TRIM PACKAGE.CONTRACTOR SHALL ASSUME AU.OPTIONS REFER TO O T T (g1 DOOR RO. ` C .. - - - \ 'n J MANUFACTURERS SPECS FOR MINIMUM REQUIREMENTS OF NON-COMBUSTIBLE z w , o LINE OF FLOOR BELOW \ \\ SURROUND BHEARTH MATERIAL. N _ _. _ __.._ -.. T S \ O L cm' "" CI - - :i G /, \ GARAGE FLOOR SURFACES SHALL BE MIN.4"CONCRETE. SLOPE CONCRETE FLOOR N N /- \ '� 14 MIN.1/0"PER 12"TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN_ 1S C C� \ O 8 et 0 4 3 \ r \\ \\ 15 TEMPERED GLASS ,�• •m z w in UPPER \ \ '- x k ' l`6 \ \ 1 b 20 MIN.FIRE RATED DOOR W/SELF-CLOSING DEVICE. ILl Q Q rP N m\ o MIALION —_ — — �_. m m \\` \\\ G N RAL NOT 5 F a (Yl . o O \ USE(2)i.TS'%5.5"EVES CONTINUOUS 41) 2 m LJ BOTTOM PLATE TOTOP PLATE. ®160" ? \ \ ' in HEADERS MAY HANG ON THIS WITH F- in in - UPPER- ry L ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE ' ®p R HUE.HULA OR SIMILAR IL Y m - \\ \\ A. ' p m ,_ OPEN BELOW f _ o \\ \\ 2.ALL HEADER MATERIAL TO BE 4 x 10 D.F.#2 U.N.O. o 2Sb SO FT -� \ \ 3.VERIFY HEADER HEIGHTS WITH SUPER. lal ` ` -` f o f Aa 1 1 _ UPPER- -may p� \ \ 4.ALL EXTERIOR WALLS ARE 2 x 6-lb"O-O STUDS,UNLESS NOTED OTHERWISE. L\�^/y MULLION ti ®1�. USE(2)t.T5•x55-LVLS CONTINUOUS +" m \ \\ 5.ALL INTERIOR WALLS ARE 2 x 4-lb"O C.STUDS,UNLESS NOTED OTHERWISE. O Z r- cS�- UPPER _ 90TTOM PLATE TO TOP PLATE. p p \ /''�� - HEADERS MAY HANb ON THIS WITH 0.P \ \ \ HUG,HUCQ OR SIMILAR. 4X m o \ \ b.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER f�, 1, Q' \ \ DISPENSERS,MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR ` , ®1� 4X ®p Cy X UPPER ER _ O� \ LOCATIONS. L 0 .n ` ` ` i W31-3050 W30-3050 T� \ ` ` ` \\ \� W V I 11'-T 1/2" Jr 3'-0" �,�, 3.-0" If 0 \ i -- \ -- , --111_1V o'-31n" o'-V \ FRAMING NOTES V 18'-611 / \ \ !� \ rvi— \ - \\ - 1, REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. 1— \ Y \ s\ � V r \ - , \\ - ' 2. COORDINATE W/MESH. & ELEC. FOR LOCATIONS&SIZES OF 17-�; v \�.7 \ - - FOUNDATION/SLAB/JOISTS BLOCKOUTS. 0 • A 0 z4 fr 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE 15 FOR (L v. -i .0 4 - SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT L ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL m PRIOR TO THE FABRICATION AND INSTALLATION. 4.ALL TRU55 TO TRUSS&TRUSS TO BEAM CONNECTORS TO BE DESIGNED BY MANUFACTURER � GAR* pf WA3,1 f� 5. FLOOR SHEATHING TO BE 3/4"CDX OR OSB STURDI-FLOOR T&G, GLUE Z z ag ODVQ CAS eat, ,; - -0 0 AND NAIL W/RING SHANK&I's @ b"EDGES& 12" IN THE FIELD. FACE 4nr" [�' t `= GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 1/16" 2g=° 1 agog i' i 05B OR EQUAL. �i Zuj° w _ G g.,=z6- HEADER SCHEDULE � � � _ b. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST FUI o '�Sh LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO CK oa�ia TRIMMER KING STUD, EACH END ENGINEERS �w�-'' MARK SIZE/TYPE MARK ISM OVAL FLOOR HOEDOWN LOCATIONS. o= w= N'" 00 (IF BLANK USE DEFAULT BELOW) (IF BLANK USE DEFAULT BELOW) ya POST SCHEDULE /� f i wLwwg 2 X 6 "L" COMETS. l7MIIli� V3W2o 1 T. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING O w3o�f MARK MINIMUM SIZE ALTERNATE SIZE CONNECTOR 4X6 OR 20 H 'G Q I LOCATIONS WHERE THERE 15 A LOAD BEARING WALL ABOVE. g iwoo (IF BLANK USE DEFAULT BELOW) \/ _4 X 6 OF #2 E ,f 1A4 E. l'S �` �Lwq ?OP (2)2 X 4 4 X 4 )5 Fo 4 e. 5T .t LK.Z'!. 8.ALL CONNECTIONS TO BE SIMPSON OR EQUAL. ; ti bingo 2X10 "L" COMETS. =,T£MS bni�-� . liZ ",�5.pz3 TYPICAL HEADER FRAMING 4X8 OR 9. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE NUdla r' (2)2 X b 21 H CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM WI o0z z�oDo HEADER LESS THAN 5' HEADER MORE THAN 5' WINDOW VW 6" POST WINDOW W/3" POST [ '11 P (3)2 X 4 OR 4 X8 -4 X 8 ENERGY CREDIT la CONNECTIONS. n QzU o 5 1/2 X 10 1/2 GLULAM EFFICIENT BUILDING ENVELOPE !� hp i J f J WINDOWS: U=0.28 hp 7 I7 5X10.5 3 22 H PLAN AREAS ..._________________ I■11111111111111.1111111 ■) l2P (3)2 X b FLOOR: = R-38 INSULATION _._......____. I■i ■I SLAB ON GRADE- R-10 ENTIRE SLAB MAIN FLOOR 1,593 SOFT. _ HEADER LESS THAN 5' HEADER MORE THAN 5' j . &Xb ® 3 1/2 X 101/2 GLB ENERGY CREDIT 2a OWNER APPROVAL CONCEAL FLANGE __ OR OR 2 23 H AIR LEAKAGE CONTROL & EFFICIENT VENTILATION UPPER FLOOR 536 SO,FT- (,)TIxIMMER -5 1/2 X 9 GLB -AIR LEAKAGE: 3.0 AIR CHANGES PER HOUR INITIAL: (1)KING STUD FROM (2)KING STUDS HANGER EA.SIDE 2,129 5Q.)=T. TOP PLATE TO —� FROM TOP PLATE TO—' l3P 4 X 6 PT b X 6 PT TOTAL LIVING AREA: PAGE: BOTTOM PLATE BOTTOM PLATE OUTDOOR ONLY) -WHOLE HOUSE FAN PER SECTION M1501.3 '—(1)TRIMMER '—(1)TRIMMER (2)KING STUDS (2)KING STUDS ( - ---- -- ---- - - — ,yy, FROM TOP PLATE TO FROM TOP PLATE TO ENERGY CREDIT 3a GARAGE 6525Q.FT. (,* '.", BOTTOM PLATE BOTT IM PLATE IIII ■I DEFAULT WOOD MATERIALIS DOUG FIR#2 OR BETTER. DEFAULT STEEL-SEE STANDARDHIGH EFFICIENCY HVAG EQUIPMENT STRUCTRUALSPECSPAGE. OPEN DECK 129 SOFT.DEFAULT BOTTOM CONNECTION QN PLATE:(2)FC OR(2)A34 WITH SCREWS,OR(4)ibd FADEM T IN TALL ORIENTATION WITH FLAT 2 X NAILED AT BOTTOM IN"L"CONFIGURATION. GA5 FIRED, PROPANE, OR OIL FIRED BOILER NAILS. WITH MINIMUM AFUE OR 94%. COVERED DECK 1l8 SO.FT- f f — I� ■I 'DEFAULT HEADER MATERIAL IS DOUG FIR 1f 2 OR BETTER. f f f f - DEFAULT BOTTOM CONNECTION ON BEAM:(2)FC OR(2)A34 WITH SCREWS,OR PCZ. '2 X HEADERS U5 BE OF: jr DEFAULT BOTTOM CONNECTION ON CONCRETE:PB,OR AB,OR ABU,OR ABW,OR C854. ALTERNATE BOTTOM CONNECTION ON CONCRETE:#5 REBAR OR 5/8"ALL THREAD,EPDXY b" 'DEFAULT TRIMMER, USE(1)2 X STUD OR SIMPSON LUG HANGER EACH END. ENERGY CREDIT SC BALCONY IL( IL( LI(, INTO POST BUTT,AND 6"MIN EM6€D INTO CONCRETE. CONCRETE EMBED MAY BE HET SET *DEFAULT KING STUD,OPENING b'WIDE AND LESS USE(1)FULL HEIGHT STUD EACH END PLATE TO PLATE. EFFICIENT WATER HEATING '10 SQ.FT. jr OR EPDXY. 'DEFAULT KING STUD,OPENING WIDER THAN b', USE(2)FULL HEIGHT STUDS EACH END,PLATE TO PLATE. OAS FIRED, PROPANE,WITH MINIMUM EF OF 91%. COVERED ENTRY 32 SQ.FT. 531-6H FRAMING NOTES J. SYKORA, CPBD 2X12FAGIA A15 2X12FACIA A13 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. _-- DRAFTED BY: il Il it it � , 24°OVERHANG I11P 1111 24'OVERHANG / 2. COORDINATE IN/ MECH. & ELEC. FOR LOCATIONS & SIZES OF r 1 -- _z - - - - - - - FOUNDATION/SLAB/JOISTS BLOGKOUTS. SCALE__ 11 ,g, PLATE HT=1091/8' p Q tl . ) � 1/4" = 1' U.N.O. g I II A13 1.1. I A13 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN FT [I ! MANUFACTURED TRUSSES 24"�0.C. - � HERE 15 FOR SCHEMATIC DESIGN ONLY. MANUFACTURER o jb y I a: STANDING SEAM METAL ROOFING SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO THE 4-5-11 z 1 @ �� I A19 :; , - BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE a. a. A13 6 x11 FABRICATIONAND '42 *# INSTALLATION. FL TSt 1 335-51/2'X 12'6L8 SOL ROOF LEDGER 'F f ' 4. ALL TRU55 TO TRU55 & TRUSS TO BEAM CONNECTORS TO L.- 11 I E ,; ui : C. `r g� , BE DESIGNED BY MANUF. < z ::: \ tip' c� Q 5. FLOOR SHEATHING TO BE 3/4" CDX OR 05B STURDI-FLOOR CD n I L , f Y �`t Gp� T&G, GLUE AND NAIL W/ RING SHANK Sd's @ 6" EDGES & 12" IN /"' e p� =� THEFIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. (�L/) ""1"" • X �: fr. �• 1.5 :12 1 . - GJ7.6:s‘ ROOF SHEATHING TO BE 1/16" 05B OR EQUAL. 'till/ �� PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH �i " in #fr ` ' ..- i % p i� , , h . c � � ER ALL POST LOCATIONS AND BETWEEN UPPER AND LOW STUDS AT FLOOR TO FLOOR HOEDOWN LOCATIONS. .:-•\:". 1�� `'` 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR I -BDL��OF LEDGER \fiJ .,\, � © BEARING LOCATIONS WHERE THERE 15 A LOAD BEARING ail BEARING WALL 32B-4X8 BEAM 1 4 / \�' i- �'�,�� WALL ABOVE. �`•� N rnim.m BEARING WALL A13 „-' \ \ _ _ 80L ROOF LEDGER ® R _ \ `' 8. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. _ 1VP " �\ q. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP 2. \.( .;':,:,93-\\,-,1 ,i as in ipt A13 \ \ r i `0 '� c PLATE CONNECTIONS A5 WELL A5 FROM TRUSS OR RAFTERI e `�,b eJ� '� TO BEAM CONNECTIONS. SEE DIAGRAM BELOW.• BOL ROOF LEDGER < „, - j j �°�I! PLATE HT=1D9v6° ,LL., ' �':., _ \ \, -'� l o'�,q \ N, 10. EXPOSED WOOD -ALL WOOD EXPOSED TO WEATHER MUST wX BE PRESSURE TREATED OR OF NATURAL RESISTANCE TO J,„ a s, ,����., DECAY AND BE LABELED ACCORDINGLY. IRG R311.1 & R311.2 c�_o \ 3' G• O_�� , 0 11. FASTENERS - FASTENERS FOR PRESERVATIVE TREATED13P31 B-51/2•X 12"GLB, ilALIv \ \ Shy yA 0 :Q+`� �` o WOOD AND FIRE RETARDANT TREATED WOOD SHALL BE HOTpJ { _ ��Jh �� #'\��� % DIPPED GALVANIZED OR STAINLESS STEEL OR EQUIVALENT.�p ��\����44 1 , - 12. WASHER PLATES - 3" X 3" X 1/4" SQUARE HOT DIPPED cryv 11i 24 OVERHANG �GF ;�:� �... ' GALVANIZED WASHERS ARE REQUIRED AT EACH ANCHOR Q I I 2 X 12 FACIA \ �J� ������\���4 ��� BOLT. IRG R602.11 SEE DETAIL 5 ON PAGE A13 �� p.♦..., .♦ Q '-‘ A1314' FOR POST DETAIL \ '� \ ' . \\ u- r ;L_sc 13. GUARDRAILS - GUARDRAILS SHALL BE A MINIMUM OF 36" IN N ���� \ �` ♦ HEIGHT WHERE THE ADJACENT SURFACE OR GRADE 15 30" mFram- ' � ������ �����,� OR MORE BELOW. RAILING OPENINGS SHALL NOT ALLOW ►LI a O p - tt :i: p .� �0 S� \ THE PASSAGE OF A 4" SPHERE. IRG R312.1. d - d o m \ \ I\\� ROOFOYERFRAMEAREA A��` - 0 z .� .. \\ \ a ��� \ �j� 14. PRE- ENGINEERED FLOOR AND ROOF TRUSSES - SHOP m IL Q OS1 m K \ ������������������\,�� � ` DRAWINGS AND ENGINEERING MUST BE PROVIDED TO y .`\,.♦,\♦ �� �, INSPECTOR AT TIME OF FRAMING INSPECTION. ?Th19\: t� , krih: -vec. i ibE p �� 1B )- 10 Z g Z cV ct �a \. g,0a�1b ,,\ \/ y f . Z lilt lir I s" PCB \\ G o z^D�� +1�PC� 0 ��\ to v L LOYVER ROOF FRAMING PLAN �� 1 A2 ri _A w SCALE: 1/4"= 1' \ • \ 1 -.,...,.-,,�/ 1`' $ir�� "V % j j- 1.- Ii- \zz . o; 12 0.• ; m I BEAMS HURRICANE TIE DEFAULT SAWN MATERIAL 15 DOUG FIR NO 2 OR BETTER. SEE NOTE q ABOVE DEFAULT GLULAM, LVL, P5L MATERIALS - SEE STANDARD STRUCTURAL SPECS HEREIN. DEFAULT L5L 15 1 .5E, 2,300 PSI, MIN FB. POST SCHEDULE g DEFAULT WALL CONNECTION: 3" BEARING IN POCKET OR ON PLATE WITH MIN., 2 5TUD5 BELOW. GAR ohk o602 DEFAULT END POST CONNECTION: LCE, ACE, EPCZ, EGGQ, OR SIMILAR. MARK MINIMUM SIZE ALTERNATE SIZE CONNECTOR �.• WAS f� 1P. DEFAULT CORNER POST CONNECTION WITH MITERED BEAMS OVER: LCE4, LCE4Z, OR RTC44. (IF BLANK USE DEFAULT BELOW) ti 41, • ylNC� 11 RD - ROOF DIAPHRAGM (=0Weco3� _ <WV- a- 3K� DEFAULT MID-POST CONNECTION: LPCZ, PCZ, COO, OR SIMILAR. --- a t 1,1_ Z o xm 10P (2) 2X4 4 X 4 cN DEFAULT BEAM TO BEAM CONNECTION: HU, HUC, HUGQ OR SIMILAR. ref . 5HEAR CAPACITY: GOOD FOR EH =230 PLF - SEISMIC; EH = 322 PLF -WIND. MAX ASPECT RATIO = 3:1. -%g @ i 1 Li _ � FRAMING: TRUSSES OR RAFTERS: 2X AT 24" OC, MAX. O o =i CALLOUT MIN., USE ALT 1 MIN,, USE ALT 2 MIN., USE CONNECTOR (IF BLANK USE DEFAULT, NOTES S1 ', FRAMING CONNECTION AT SUPPORT: & " mow° (2) 2 X 6 i2o2-g ABOVE) ~‘iONA, WHERE CONNECTED TO SHEAR WALL, CONNECT PER 5HEAR WALL CALLOUT-TOP OF WALL. f a l - (3) 2 X 4 / _I"< 30B 4X8 11 P OR �`��I WHERE TRUSSES OR RAFTERS CONNECT TO BEAM, U5E H2.5, OR A34 WITH SCREWS, OR SIMILAR, TYP. Win 4 X b tarsal WWtc ' AT LEDGER, CONNECT PER LEDGER CALLOUT. ry Z Win 318 4X8 wim< SHEATHING: 1/16" MIN., 05B OR COX PLYWOOD. I av°l'l 32B 4X8 644 LµR'S fi€ SEAL = o<Y SHEATHING LAYOUT: CASE 1 PER 15C2306.2.0) �w U-'UUF 33B 3Xq GLULAM 5X7.5 GLUALM 'inc (3) 2 X 6 Is e`�`'Z i.' NAILING: USE BD AT b" EDGES, 12" FIELD. (� oo 7,T£M.S aM tit . BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS AND AT CONNECTIONS TO SHEAR WALLS BELOW. v =prg(2 40B 1.75X11.8 LVL J am�ha 41B 2- 1.75X11.8 LSL 2- 1.15X11.8 LVL 3.5X11.8 P5L _� SO L - LEDGER - ROOF DIAPHRAGM <�o 42B 2- 1.15X11.8 LVL 3.5X11.8 P5L 6 X 6 °gym <o 43B 4X12 PT bX10 PT 3Xq PT GLULAM OR LEDGER CONNECTION: WHERE A LEDGER 15 CALLED FOR BELOW, IF CONNECTING TO RIM OR HEADER, U5E 5D5, OR LEDGERLOK AT MAX 12" OC, STAGGERED. IF CONNECTING TO STUDS, USE 2, SDS OR "� 44B 5X12 PT GLULAM 13P1 4 X 6 PT LEDGERLOK PER STUD. --- 6 X 6 PT LENGTH OF 505 OR LEDGERLOK = FULL DEPTH PENETRATION INTO RIM, OR 2.5" MIN EMBEDMENT INTO SOLID FRAMING. OWNER APPROVAL 45B 5X10.5 PT GLULAM (OUTDOOR ONLY) 4bB 1.75X11.8 LVL MIN DISTANCE OF CONNECTOR 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. INITIAL. 41B 2- 1.75X11.8 LVL 3.5X11.8 PSL DEFAULT WOOD MATERIAL IS DOUG FIR#2 OR BETTER. DEFAULT STEEL-SEE STANDARD RAFTERS PERPENDICULAR: U5E 2X OR LVL LEDGER, MIN HEIGHT TO MATCH RAFTERS. APPLY LEDGER OVER WALL SHEATHING. U5E HANGERS TO HANG RAFTERS ON LEDGER. PAGE: STRUGTRUAL SPECS PAGE. 48B 3- 1.75X11.8 LVL 5.2X1 1.8 PSL DEFAULT BOTTOM CONNECTION ON PLATE: (2)FC OR(2)A34 WITH SCREWS, OR(4) tbd FACE PARALLEL RAFTER OR TRUSS TOP CHORD: LEDGER MAY BE TOP CHORD OF TRU55 OR LAST RAFTER OR SIMILAR. LEDGER TO BE PLACED OVER WALL SHEATHING. 50B 2- 1.15X11.8 LVL 3.5X1 1.8 P5L NAILS. MONO TRUSS TOP CHORD PERPENDICULAR: USE CONTINUOUS 2X BLOCKING BETWEEN TRUSSES NAILED THROUGH WALL SHEATHING WITH 16D © 6" OC TO SOLID WOOD BACKING (CONTINUOUS RIM, PLATE, 51 B 1.75X11.8 LVL -■ IN ADD'N TO FLR JOISTS DEFAULT BOTTOM CONNECTION ON BEAM: (2)FC OR(2)A34 WITH SCREWS, OR PCZ. LEDGER, OR BLOCKING.) DEFAULT BOTTOM CONNECTION ON CONCRETE: PB, OR AB, OR ABU, OR ABW, OR CBS&. MONO TRUSS BOTTOM CHORD PERPENDICULAR: OF: 525 2- 1.75X11.8 LVL 3.5X11.8 PSL ALTERNATE BOTTOM CONNECTION ON CONCRETE:#5 REBAR OR 5/8"ALL THREAD, EPDXY 6" ALTERNATE 1: HANG BOTTOM CHORD WITH HANGER MOUNTED OVER WALL SHEATHING TO SOLID WOOD BACKING (RIM, PLATE, LEDGER, OR BLOCKING.) 53B 1.75Xq.25LVL INTO POST BUTT,AND b"MIN EMBED INTO CONCRETE. CONCRETE EMBED MAY BE NET SET ALTERNATE 2: USE MIN., 2X4 LEDGER LET IN TO'TRUSS BOTTOM CHORD. LEDGER TO BE PLACED OVER WALL SHEATHING AND CONNECTED WITH MIN., 3- 16D @ 24" MAX SPACING. 54B 4X12 PT bX10 PT OR EPDXY. ROOF DIAPHRAGM: CONNECT ROOF DIAPHRAGM TO LEDGER WITH &D RING SHANK OR SCREWS AT 3" OG. FRAMING NOTES J. SYKORA, CPBD 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. DRAFTED BY: b 2. COORDINATE IN/ MECH. & ELEC. FOR LOCATIONS & SIZES OF ^I 20'-6" / - 2 Al2I 2X12 FACIA FOUNDATION/SLAB/JOISTS BLOCKOUTS. SCALE � 1' q 1/4„ = U.N.O. I k♦• '��•�•�♦��♦�•�•����♦� • � � �� 3 HERE FLOOR I5 FOR SCHEM ROOF ATIC DESIGN ONLY. MANUFACTURERFTER LAYOUT N oi it u --1 SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO THE q z X 4 ►--”-1111�:�:-:�:®:�:�:�'�:=:' :�♦ �;, DROP TRUSS 1 BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE a ►���`����������` 4fr I6r I FABRICATIONAND INSTALLATION. 4. ALL TRU55 TO TRU55 & TRU55 TO BEAM CONNECTORS TO • kg( * ROOF OVERFRAME AREA����� I BE DESIGNED BY MANUF. � ��������� �����������, ♦ 1:12 " 5. FLOOR SHEATHING TO BE 3/4" GDX OR 05B STURDI-FLOORImola. 0 tif. � �������� • , I T&G, GLUE AND NAIL W/ RING SHANK Sd's Q 6" EDGES & 12" IN 0 isasakos ►�������• ,►�����, m I THEFIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. , ����`,�`♦�`♦��� in ` ROOF SHEATHING TO BE 1/16" 055 OR EQUAL. UM! ' , 4P / \ 6. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH * Q► _ ___ kp \ ALL POST LOCATIONS AND BETWEEN UPPER AND LOWER CO x At � ��+ ' o z a `,, n \ \ 5TUD5 AT FLOOR TO FLOOR HOEDOWN LOCATIONS. x N ♦♦♦A �♦•♦•♦♦/ N —tit 0 A72 A72 \ a ui ®prip ► ii�-- - . , m __I \ 7. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR 1 crV 4��►i \\ BEARING LOCATIONS INHERE THERE 15 A LOAD BEARING % £3 A T �j�''i 1 = w w ALL ABOVE- 3 m Y ♦ \2,_0„� W p it \ 'F i — \ / \ & ALL CONNECTIONS TO BE SIMPSON OR EQUAL. / g v z v v E A72 ' ! A72 D F \`�44 \\ 9. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP I I Ill. a IL N _ \ e k, III I o ♦ 1.12 f \\ PLATE CONNECTIONS AS WELL A5 FROM TRU55 OR RAFTER r TO BEAM CONNECTIONS. SEE DIAGRAM BELOW. C > \ \ — z w m > I \ \ J 10. EXPOSED WOOD -ALL WOOD EXPOSED TO WEATHER MUST w z a 3 I \\ \\ BE PRESSURE TREATED OR OF NATURAL RESISTANCE TO IL — 1 \ \ DECAY AND BE LABELED ACCORDINGLY. IRG R317.1 & R317.2 E I� X I \\ \\ 11. FASTENERS - FASTENERS FOR PRESERVATIVE TREATED Q 1 \ \ WOOD AND FIRE RETARDANT TREATED WOOD SHALL BE HOT o 305-4X8BEAM - - — — ,J \\ \\ DIPPED GALVANIZED OR STAINLESS STEEL OR EQUIVALENT. e 1 N 3 - DROP TRUSS \� \\ 12. WASHER PLATES - 3" X 3" X 1/4" SQUARE HOT DIPPED nii r iv , . ' \\ GALVANIZED WASHERS ARE REQUIRED AT EACH ANCHOR Q o 8OL ROOF LEDGER C' \ BOLT. IRG R602.11 p K 21 1 1 -_,_ 1" ,. \\ \\ 13. GUARDRAILS - GUARDRAILS SHALL BE A MINIMUM OF 36" IN Z Cr W m kj N \ \\ HEIGHT INHERE THE ADJACENT SURFACE OR GRADE 15 30" Qr co f Es 4 OR MORE BELOW. RAILING OPENINGS SHALL NOT ALLOW g) N 1 • N o ® IA72I 1. 2 \\\ \\\ THE PASSAGE OF A 4" SPHERE. IRG R312.1. Q Q CD Z ri w w . \ \ 14. PRE- ENGINEERED FLOOR AND ROOF TRUSSES - SHOP In I Q IL m K In J \ N w S y \\ \ DRAWINGS AND ENGINEERING MUST BE PROVIDED TO N I m >= y,110., \ \ INSPECTOR AT TIME OF FRAMING INSPECTION. ti Ia W ♦ 1:12 P p \ \ in "g z ,1Ig ry m T \ \ III 0 Z \\ \\ 3/4 19hs" O `J >' i F \ IA12I I Al2 \ \ tl ` , I A A ci �/ CQPLATEH7=ib-D. 1Al2 \\\ \\ �` ez4DROFTRUSS \ ✓ \23/A �yW k (\ ILI S. 24"OVERHANG \\ '4 \ ) 4 e1 I —Ial (12X12 FACIA 1A22 \\ / \\ // ! M� 18'-6" / \ \ °" o O UPPER ROOF FRAMING PLAN77O z \ IY Z SCALE: 1l4"- , �- \. ' H 1 Si, ,, f m BEAMS HURRICANE TIE DEFAULT SAWN MATERIAL 15 DOUG FIR NO 2 OR BETTER. SEE NOTE CI ABOVE DEFAULT GLULAM, LVL, P5L MATERIALS - SEE STANDARD STRUCTURAL SPECS HEREIN. DEFAULT LSL I5 1.5E, 2,300 PSI, MIN FB. POST SCHEDULE DEFAULT ' NALL CONNECTION: 3" BEARING IN POCKET OR ON PLATE WITH MIN., 2 STUDS BELOW. < r° CONNECTOR re GAIt1pI °V DEFAULT END POST CONNECTION: LCE, ACE, EPGZ, ECCQ, OR SIMILAR. MARK MINIMUM SIZE ALTERNATE SIZE 0F'Nr►sy, P 9ii (IF BLANK USE DEFAULT BELOW) ° DEFAULT CORNER POST CONNECTION WITH MITERED BEAMS OVER: LCE4, LCE4Z, OR RTC44. �1 ��� �c� 11 RD ROOF DIAPHRAGM =00w DEFAULT MID-POST CONNECTION: LPGZ, PCZ, CCQ, OR SIMILAR. n ' Z z HI! DEFAULT BEAM TO BEAM CONNECTION: HU, HUG, HUGQ OR SIMILAR. SOP (2) 2 X 4 4 X 4 ` u' �� y rf SHEAR CAPACITY: GOOD FOR EH =230 PLF - SEISMIC; EH =322 PLF -WIND. MAX ASPECT RATIO = 3:1. O :"< ° 2e�� FRAMING: TRUSSES OR RAFTERS: 2X AT 24" OC, MAX. w „ CALLOUT MIN., USE ALT 1 MIN., USE ALT 2 MIN., USE CONNECTOR (IF BLANK USE DEFAULT, NOTES (2) 2 X b V. ii FRAMING CONNECTION AT SUPPORT: 0 o 1 ABOVE) JAL INHERE CONNECTED TO 5HEAR WALL, CONNECT PER SHEAR WALL CALLOUT-TOP OF WALL. . 1\ wtdis V �,3ay, 11 P (3) 2 X 4 OR y �jl � INHERE TRUS5E5 OR RAFTERS CONNECT TO BEAM, USE H2.5, OR A34 WITH SCREWS, OR SIMILAR, TYP. PI 30B 4X8 as 20 AT LEDGER, CONNECT PER LEDGER CALLOUT. -Z Po€moo <w�a< 31 B 4X8 SHEATHING: 7/16" MIN.,055 OR GDX PLYWOOD. ;€�_R 32B 4X8 E, IAM,EEQ's '$E.&44 03300 SHEATHING LAYOUT: CASE 1 PER IBC 2306.2.(1) Q ����� 33B 3X9 GLULAM 5X7.5 GLUALM is Fern. Stead/ L § h =a 72P (3) 2 X 6 NAILING: USE 8D AT b" EDGES, 12" FIELD. � 111 °=W 6 �,7£A1S �� IL� . 40E-thp$ 408 1.75X11.8 LVL BLOCKING: NOT REQUIRED EXCEPT AT SUPPORTS AND AT CONNECTIONS TO SHEAR HALLS BELOW. PR— 6WYNU 41 B 2- 1.75X11.8 LSL 2- 1.75X11.8 LVL 3.5X11.8 PSL - o°o ° 42B 2- 1.75X11.8 LVL 3.5X11.8 PSL 6 X 6 80 L LEDGER ROOF DIAPHRAGM ,-a°° °os 43B 4X12 PT 6X10 PT 3X9 PT GLULAM OR LEDGER CONNECTION: INHERE A LEDGER 15 CALLED FOR BELOW, IF CONNECTING TO RIM OR HEADER, U5E 5D5, OR LEDGERLOK AT MAX 12" OC, STAGGERED. IF CONNECTING TO 5TUD5, USE 2, 5D5 OR F "`Z 45B 5X10.5 PT GLULAM 4 X b PT LEDGERLOKNTHOFPER STUD. 44B 5X12 PT GLULAM �3P ! 6 X 6 PT LENGTH OF 5D5 OR LEDGERLOK= FULL DEPTH PENETRATION INTO RIM, OR 2.5" MIN EMBEDMENT INTO SOLID FRAMING- OWNER APPROVAL (OUTDOOR ONLY) MIN DISTANCE OF CONNECTOR TO END OF LEDGER OR SPLICE =2". MIN EDGE DISTANCE TO TOP OR BOTTOM OF LEDGER =2" 46B 1.75X11.8 LVL INITIAL: FRAMING CONNECTION TO HALL, GENERAL: USE ANY OF THE FOLLOWING, WHICHEVER 15 APPLICABLE. 47B 2 1.75X11.8 LVL 3.5X11.8 PSL DEFAULT WOOD MATERIAL IS DOUG FIR#2 OR BETTER. DEFAULT STEEL-SEE STANDARD RAFTERS PERPENDICULAR: U5E 2X OR LVL LEDGER, MIN HEIGHT TO MATCH RAFTERS. APPLY LEDGER OVER WALL SHEATHING. USE HANGERS TO HANG RAFTERS ON LEDGER. PAGE: STRUCTRUAL SPECS PAGE. 48B 3- 1.75X11.8 LVL 5.2X11.8 P5L PARALLEL RAFTER OR TRU55 TOP CHORD: LEDGER MAY BE TOP CHORD OF TRU55 OR LAST RAFTER OR SIMILAR. LEDGER TO BE PLACED OVER WALL SHEATHING. 2DEFAULT BOTTOM CONNECTION ON PLATE: (2) FC OR(2)A34 WITH SCREWS, OR(4) 16d FACE 506 2- 1.75X11.8 LVL 3.5X11.8 P5L NAILS. MONO TRU55 TOP CHORD PERPENDICULAR: USE CONTINUOUS 2X BLOCKING BETWEEN TRUSSES NAILED THROUGH HALL SHEATHING WITH 16D @ 6" OC,TO SOLID HOOD BACKING (CONTINUOUS RIM, PLATE, 51 B 1.75X11.8 LVL IN ADD'N TO FLR JOISTS DEFAULT BOTTOM CONNECTION ON BEAM: (2) FC OR(2)A34 WITH SCREWS, OR PCZ. LEDGER, OR BLOCKING.) 1.75X11.8 LVL 3.5X11.8 PSL DEFAULT BOTTOM CONNECTION ON CONCRETE: PB, OR AB, OR ABU, OR ABW, OR CBSG. MONO TRUSS BOTTOM CHORD PERPENDICULAR: OF: 52B 2- ALTERNATE BOTTOM CONNECTION ON CONCRETE:#5 REBAR OR 5/8"ALL THREAD, EPDXY 6" ALTERNATE 1: HANG BOTTOM CHORD WITH HANGER MOUNTED OVER WALL SHEATHING TO SOLID WOOD BACKING (RIM, PLATE, LEDGER, OR BLOCKING.) 538 1.75X9.25LVL INTO POST BUTT,AND 6" MIN EMBED INTO CONCRETE- CONCRETE EMBED MAY BE WET SET ALTERNATE 2: USE MIN.,2X4 LEDGER LET IN TO TRU55 BOTTOM CHORD. LEDGER TO BE PLACED OVER WALL SHEATHING AND CONNECTED WITH MIN., 3- 16D @ 24" MAX SPACING. 54B 4X12 PT bX10 PT OR EPDXY- ROOF DIAPHRAGM: CONNECT ROOF DIAPHRAGM TO LEDGER WITH SD RING SHANK OR SCREWS AT 3" OG. FRAMING NOTES J. S. YKORA, GPBD STANDING SEAM METAL ROOF 1. REFER TO SHEET A4 FOR FOUNDATION NOTES AND DETAILS. =v tr 1/16" SHEATHING STANDING SEAM METAL ROOF 2. COORDINATE IN/ MECH. & ELEC. FOR LOCATIONS & SIZES OF ry MANUF. TRUSS l/16" SHEATHING FOUNDATION/SLAB/JOISTS BLOCKOUTS. HEEL VARIES 3. FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN 1/4" = 1' U.N.O. AIR BAFFLE IN/ 1 " GAP HERE IS FOR SCHEMATIC DESIGN ONLY. MANUFACTURER - 2 X 1 O - MANUF. -� RUSCJ SHALLPROVIDE AND SUBMIT ENGINEERED DESIGN TO THE 4-5-19 Ot BUILDING DEPARTMENT FOR APPROVAL PRIOR TO THE D- 2 X 12 FASCIA-- OUTLOOKER R-4q INSULATION FABRICATIONAND INSTALLATION. /� ALUM. DRIP EDGE 4. ALL TRU55 TO TRU55 & TRU55 TO BEAM CONNECTORS TO STRIP VENT _ BE DESIGNED BY MANUF. d ENCLOSED SOFFIT VENTED BLOCK GUTTER_ 5. FLOOR SHEATHING TO BE 3/4" GDX OR 05B STURDI-FLOOR a2,_(J��n I— T&G, GLUE AND NAIL IN/ RING SHANK M's @ 6" EDGES & 12" IN0 2 X 12 FASCIA THEFIELD. FACE GRAIN PERPENDICULAR TO SUPPORTS. Qf�� ROOF SHEATHING TO BE 1/16" 0513 OR EQUAL. V ! STRIP VENT VENTED BLOCK 6. PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH 3 ALL POST LOCATIONS AND BETWEEN UPPER AND LOWER �� ' ENCLOSED SOFFIT 1 5/8" SHEETROCK STUDS AT FLOOR TO FLOOR HOLDOWN LOCATIONS. R-4q INSULATION 1/2" SHEETROCK .t of-- 2 _O 1. PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR s 5/8" SHEETROCK 2 X b WALL BEARING LOCATIONS WHERE THERE 15 A LOAD BEARING 9 1/2" SHEETROCK R-21 INSULATION n WALL ABOVE. J V S. ALL CONNECTIONS TO BE SIMPSON OR EQUAL. Y 2 X b WALL B L '1. INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP 1 TYPICAL EAVE DETAIL @ RAFTER PLATE CONNECTIONS A5 WELL A5 FROM TRUSS OR RAFTER o TO BEAM CONNECTIONS. SEE DIAGRAM BELOW. 4 TYPICAL EAVE DETAILS 2 SCALE: 1" = 1' 10. EXPOSED WOOD -ALL WOOD EXPOSED TO WEATHER MUSTo w Al 2 SCALE: 1" = 1' BE PRESSURE TREATED OR OF NATURAL RESISTANCE TO DECAY AND BE LABELED ACCORDINGLY. IRC R311.1 & R311.2 E 11. FASTENERS - FASTENERS FOR PRESERVATIVE TREATED o3 METAL ROOFING WOOD AND FIRE RETARDANT TREATED WOOD SHALL BE HOT o MANU. TRU55 DIPPED GALVANIZED OR STAINLESS STEEL OR EQUIVALENT. v ALUM. DRIP EDGE — _ — — — 1/16" SHEATHING 12. WASHER PLATES - 3"X 3"X 1/4" SQUARE HOT DIPPED c _ r ti — — — — rL GALVANIZED WASHERS ARE REQUIRED AT EACH ANCHOR t- o ��,� — _ = BOLT. IRG R602.11 I rnGUTTER —� U 2 X 12 FASCIA 13. GUARDRAILS - GUARDRAILS SHALL BE A MINIMUM OF 36" IN mX HEIGHT WHERE THE ADJACENT SURFACE OR GRADE I5 30" rr_ c2 X 12 FA��JGIA L ! A �' OR MORE BELOW. RAILING OPENINGS SHALL NOT ALLOW _ N4 ii THE PASSAGE OF A 4" SPHERE. IRG R312.1. oSTRIP VENT ��rVENTED BLOCK DROP TRU55 —� - 14. PRE- ENGINEERED FLOOR AND ROOF TRUSSES - SHOP m 2' O" DRAWINGS AND ENGINEERING MUST BE PROVIDED TO ENCLOSED SOFFIT r'z'�•' 3/4" T&G CEILING INSPECTORATTIME OF FRAMING INSPECTION. ILI 2'-O" 41-011 R-4q INSULATION 3/4" 1 /16" 0 (2) 5/8" BOLTS PER POST X X X o Z t .-- A ®• 3/4 5/8" SHEETROCK / 0 ° 2 I- el �" 1/2" SHEETROCK Q w inW 10 1 /2" X 5 1 /8" 2 X 6 WALL \\� 21"�� v A w GLB POST (X2) ish4rys / / se- ,y 0d'1 O w V 0 • n H 1 $''4'' Vin! Cs DI 4( _ 1 2 TYPICAL OVERHANG DETAIL @ RAKE 'C m Al 2 SCALE: 1 — 1' HURRICANE TIE 1 SEE NOTE 9 ABOVE STANDING SEAM METAL ROOF z> SEE DETAIL "A" ON —.1 woos PAGE A13. 7/16" SHEATHING ,., f \ < 8E0€ �IU / ZOnH w�� I - �� AIR BAFFLE W/ 1 " GAP ? 3w° O w TV; KNIFE PLATE (X2) ----�- 0 MANUF. TRUSS 4 ® �3/8"PLATE ^ oan I .. 5/8"X 6"HEADED u w°' " I �r • R-41 INSULATION { STUDSTf� • 0li a I e r w3niz g. I ° c _� E �LlUa�po _ — HEADED - - ALUM. DRIP EDGE _ _ — =woo GONGRETF BASE. ° • — — — — — — m STUDS el 0 .169H 5/B"X6"H D �Ql/�/II/� IfJ L� — w a w 3 GUTTER r1��i 3 717172/ — § C7OggSa o ° igg- 6 uu °zww • 2 X 12 FASCIA I sp ° I a • ° • +a , I It -o . • ° e • ° A J ---- - -- - ----- 3/8 PLATE • z • e ° -- -_1 I ' ' • • .. a I 1 i A1 1!2 GAP °p I ° a ° ° ° e I -� 1 r ® ® &Eo ° e •• ° ,�oog �' e a STRIP VENT VENTED BLOCK i 5/8"X6"HEADED , _ � 0 _ 1 �1 ° ° a a ENCLOSED SOFFIT 3/4" T&G CEILING11 STUDS77A G (�/ il— NA �/ OWNER APPROVAL -� ' ° a b ° ° ° ° • I \� II 21_O11 � - - INITIAL: ° . PAGE: 11 T I i - Tr - -111 Tf l- - -ITT - - TI --11T 14 1 - 18" ~ --...-I I I I ' I I I 1 ' 1 1 I -I 1 I 1 1 I I I I I I I 1 1 1 CONCRETE BASE bb" S POST DETAIL @FRONT ENTRY 3 TYPICAL OVERHANG DETAIL @ ROOF BEAM / OF: /� 1 2 SCALE: 1" = 1' Al SCALE. 1„ _- 1' DETAIL "A" - KNIFE PLATE CONNECTION @ POST A o _ n + I rn 1 1 MO139)ioaa aovAif19 ano 1f10d9NMOO N 1/1// LI 1 - • L s a -- I (P - M N _ I _-14111_1 :12 3 D r 1 1 I I N N D Z z o a z i UT ut D N > 1 X rn r > • N • O I xi — - tffi 0 _ z 2 X 4 SKYLIGHT Ill N 3 z 1 v rn z __ z ci rn _ . -- rn - 2 O O X N rn r31 - 3 v - m H a 1 .5 :12 ♦ O 0 (P / - _C 2 O i S---',..-- '' '-- --- \ 2 Z ` C1 � O 2 � N D 3 � t )10) .; m tic \ At 4070 infirsinnips, ... .... .. - , . Z O z@ %NkNr \ ,-- - ___,/" --- D ■ 3 rn tJ y r \ \,., s o PROJECT / CLIENT INFO BUILDER INFO: 4`t�, !T r i MAILING ADDRESS: p N �1" rn P.O. BOX 319 a it 7� a� D ROOF OV� fi�Vl �h! MASSEY RESIDENCE ANAGORTESINA18221 `,I Y�,(� R © D li O AIS PHONE• ( ` 1 ,A C ro icy a /0 3156 ROCK RIDGE PARKINAY w 8293 7431 O I-< 0 AND MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE EXPRESS WRITTEN PERMISSION OF THE INFORMATION,PLANS,DESIGNS,NOTES AND ARRANGEMENTS SHOWN ON THIS DRAWING ARE CONFIDENTIAL F eFt INFORMATION CONSTRUCTION INC.DRAWINGS NOTED AS PRELIMINARY SCHEMATIC ANDI OR CONCEPTCONTAM ArNA�GORTES VIA 98221 DESIGN W INFORMATION CONT IS STRUCTIONINCCONCEPTUAL ND CT NOTED AS PRE.THE DESIGNER MAKES NO CLAIM FOR ACCURACY J h OF CONCEPTUAL INFORMATION OR OF INFORMATION SUPPLIED BY OTHERS. UAW).strandber construction.com I 0 FILE: cawnith!D'°F°c4 e nd berg Fr*dsIMnse Jim°mnMflIa,Sa+24 X5b.Nyput PRINTED: Friday,April 5,2019 :..� 4 _:i BUILDING SECTION DETAILS J. SYKORA, CPBD PRA` 1 1 STANDING SEAM METAL ROOF R _I iti SCALE r2 2 X 12 FACIA 1/4" = 1' U.N.O. il 1 OVERALL BUILDING HT. Ar 112 12 5 5 ENCLOSED SOFFIT i 2 4 • I 4-5-1 q jH3 / PLATE HT. I _i TTT I1 I1I 1 I ' - 7 3 5 l T. I 4 5 - a — L 4J MANUFACTURED TRUSSES 24" O.G. _�/ __ _ �jj PLATE HT. Y. - -- 1 -_ A - 41 PLATE HT. T I d 3 TT � 3 IT54 j. Z DEDROOM / BONUS BEDROOM 6 5 1 R-49 INSULATION User 0 u' ♦ b i 6 R-21 INSULATION ``�� bl 15 vl 0 asinis. I �_ - - - - FLOOR HT LAJ O - �/ pp �rp rrIII 12 5/6 FLOOR SYSTEM N >is 129 n o /\ 1 l l I I I 12 I 1 5/8" SHEETROCK x \ '�- - - - - O� ; ` PLATE HT. GREAT ROOM 8 1 1/2" SHEETROCK :to I 4 8 if O R a) L I o AREAT ROOM KITCHEN q 7 q 1 CABLE RAILING ON DECK SITTING AREA cO a i 9 I I I I E -2 -' a r1 o] 5/4" COMPOSITE DECKING - - l 5 15 10 MAIN FLOOR -7 ---- --- _ 15 15 E 1 5/8"FLOOR SYSTEM 2 __ - MAIN FLOOR MAIN FLOOR " 111 12 5/& FLOOR 5Y5TEM IIIIIIII II IIIIIIIIIIIIII131 ILI 12 518"FLOOR SYSTEM W 1 $ 11 2 X 12 PT. JOIST 16" O.G. 13 13 12 12 lilJ GRADE \ - 12 11 lieSCI b000 1.8 "I" JOISTS 16" D.G. E o V •• 'J I ••I•I Q 0 13 R-SS INSULATION 1r 3 v yF L i # tics _ N.4 ����\ 1 O '`�+. BUILDING SECTION # 1 14� 6 MIL VISQUEEN p v rn o� z ( w m -0 • SCALE: 1/4"=1' 15 3/4" SUBLFDOR EZ Ili d x0 0 ai i s] 4" CONC. SLAB In I Q 0- m K BUILDING SECTION 2 r BUILDING SECTION 1 ua v o z ni Q 4( tr w In °— K 12 _ v alc 0 1 1 W. _4 al 2 5 r 4 3 W , 1 " V .�` PLATE HT. Air �J _-_._----- i --_---_- -___--_ - Er __-__ -... -. !{. l O i I b ► 0 .'fi it z it 4 8 ( BEDROOM BATH 1 15 4 5i 4 5 tan < z> FLOOR HT. • / ---- _ __. ° 3 -T w=o8 12 5/15"FLOOR SYSTEM X Z O m w PLATE HT. • \ 2a _ 2 2 UgaS • 3 ra —1 — — w aG=z sr a NN"gO - -- . H tb DININGROOM KITCHEN 9 3W�ww y2 Wt¢¢ I r0-i�g w ww0 , n w3nza II___ill MASTER BEDROOM ' , 0.&17 � Rig 6 J PANTRY SHOYVER__ CLOSET �6w° - I ili1a aWa'< 1 I wOa�a V$ 15 — [1_5L Z. 5,�3ho_ 1 z-f- MAIN FLOOR a ' - 1�/e ,I wozw4 125/8"FLOOR SYSTEM A J� J_ - - I Q zwgz2 13 12 XLX71 13 12 X g��oo am io Wig �a 3 <�o 14 pf WF 1141 I • I OWNER APPROVAL INITIAL: PAGE: BUILDING SECTION it3 .. 3 SCALE: 1/4"=1' OF: BUILDING SECTION 3 v S16,N„.E) BUILDING SECTION DETAILS J. SYKORA, CPBD DRAFTED BY: 1 Tr 1 STANDING SEAM METAL ROOF o 1 5CAL OVERALL BUILDING HT. j 2 1 2 X 12 FACIA 1/4" = 1' U.N.O. if a z r._ I ENCLOSED SOFFIT t -- , 3.1 4-5-1 q Ar PLATE HT. t} MANUFACTURED TRUSSES 24" O.G. L 5 I R-49INSULATION0 lio I b- y .J 6 R-21 INSULATION `r" ll oCo r 12 12 1 _ r 12 1 4 W 4 CI 5/8" SHEETROGK 4 C' / � FLOOR HT. I 0 9 5 12 5/8"FLOOR SYSTEM { 2 13 I 1 r III - 2 \ e PLATE HT. l 3 \ I 1/2" SHEETROGK I GABLE RAILING ON DECK 4 Q ---- ° • I b r 8 —\ j 10 5/4" COMPOSITE DECKING a - 8} Q 1111111.111 � 1 ' \ \ MAIN FLOOR 1 2 X 12 PT JOIST 16 O G 1 " . 12 5/8"FLOOR SYSTEM -_J .. _-_ - :_-__ _._... J 12 13 i . 1141 1121 11 7/8" BGI 6000 1.8 "I" J0151-5 16" O.G. I •h --1 I . v I-r o 13 R-38 INSULATION v L—_ ry N 2-. 6J .N O �4 6 MIL VISQUEEN O 1 K P BUILDING SECTION # 4 z 1szi; w m CO 4 SGALE: 1/4"=1' — 3/4" SUBLFOOR �' a x ix r- 2 i151 a m° p - ry ro J Q om 16 4" CONC. SLAB '° 0_ Q m I BUILDING SECTION 4 u-t ov ) 2. z z ua n z A 4 HI J al A w v —) 11.1 o o o `� 4 4 2 3 11 2 � .�(' �ri � 5 5 s .`_ CO b 7 or 1 V I 2> In FU 1 - z W 2�u¢ I U to V O a 4 ¢ B aw I h ino 16 :N¢iE5w _ o ia let 11.1 gin li— e . I rczwoo zozua V [ 03300 �-7 0 f � i - 'I r� swo¢ Q UOZ46 =p48j0 BUILDING SECTIONw� 5 # 5 J amphL ate SCALE: 1/4"=1' e pzo„ 3 u Ogm� UO. D2IFNU Z CANNER APPROVAL INITIAL: PAGE: e. at i OF: BUILDING SECTION 5 DE a &N.= EXTERIOR DETAILS J. SYKORA, GPED DRAFTED BY FIBER CEMENT LAP SIDING INSTALLED cr —1 1 WITH 1" EXPOSURE. ut SCALE (- STANDING SEAM METAL ROOFING. 1/4" = 1' U.N.O. i L2 _ _ IL W o - - -OVERALL BUILDING HT. Lu OVERALL BUILDING HT. -- 2"X 12" FASCIA z i 3 ENCLOSED SOFFIT(VENTED) 4-5-11 a 121 a ----- ---- 3 !I -T&G PINE 1N/ NATURAL FINISH. PLATE HT. I 4� -- 1 1 WINDOW HEADERS k - 2 ' 2 4 FIBER CEMENT PANEL SIDING. WINDOW HEADERS / \ 4 / \ — J_ 5 "X„ METAL OUTSIDE < Z 13 3 j� PLATE HT. / \ _ / \ _::.. _. - WINDOW HEADERS CORNERS0 `} (/\, /\\ / 4 T 6 I CEDAR LAP SIDING. INSTALL WITH 4"zo „ � /'� i _� , EXPOSURE. "' " 6 / ' 3 UPPER FLOOR - ♦ - _-- - J s - --( 3 --r- 1 36" HIGH GABLE RAILING TO CODE. f V J O 12 5/8"FLOOR SYSTEM WINDOW HEADERS x PLATE HT. - 5 — - S 5/4"X 6" COMPOSITE DECK PLANKING lc 1-1 lc ` WINDOri HEADERS Ce - - - �- WINDOW HEADERS N 439 5 ' - - 4 q EXPOSED GLB - NATURAL FINISH s - _ o o a _ °' CULTURED STONE. TYPE AND COLOR E 1 �1 D TO BE DETERMINED. Q I — 8 1 1 36" HIGH HOG WIRE FENCE. MAIN FLOOR \ • 'i • MAIN FLOORid PLATE HT. 12 5/8"FLOOR SYSTEM -- 1 12 5/8"FLOOR SYSTEM a PLATE HT. 12 WATERPROOF DECKING E o c AVG.GRADE + \ O 4 NORTH ELEVATION 13 CONTINUOUS ALUMINUM GUTTERS. ry co cv RETAINING WALL - LANDSCAPE BLOCK OR Ili SCALE: 1/4" = 1' 14 ROCKERY - ; X ►w- .:I-01 c 15 as w oo .. ' tO ado_ mKl 16 NORTH ELEVATION v oZ. g z lU N Ill V it A w - - - OVERALL BUILDING HT.- - - - - - - - - - - - - - - - - - - - - - - - - - PLATE HT. A r 3 4 . n it z ri to I< 1 WNDOW HEAD ERE {�1... X 14). — I COkI 10 10 , =16I `_� �s 2 7 I => 3 UPPER FLOOR o : 121 _ -- 2 - - -- 1 y z 00 O "FLOOR SYSTEM - — 14 I 13 IonLOgg PLATE HT. � - - - - - ..-0�- -- - - -- __ - O h:nI ` "1 �. I\ 5 ;w w _ _ -_ _ _. _ — _.. w,Ill Iyr - - ___ --- .ors i _ ---- — 10 4 w w o 4 1 =i<gi o 1 / /\ _ / - �iwoo — 11 a 8 - / / _ - MAIN FLOOR \ \ II ___� ._. --...... _ __ " .. -_.- I I 12 5/8"FLOOR SYSTEM - - --" -- re PLATE HT. X 051-161111 $ T VATION wAVG.GRADE IAIL�(� �L�SCALE: 1/4" = 1' OWNER APPR INITIAL: PAGE: OF: • IALEST ELEVATION I J. SYKORA, CPBD s n N — OVERALL BUILDING HT. - SCALE '7 1/4" = 1' U.N.O. i 3 ru\—i-r o 10 ', PLATE HT. 4-5-19 a WINDOW HEADERS \ LL a 4 I31 3 3 6 / � 4 15 zo -a5 -d- rit( Z 6 3 ~ 4 CD. PLATE HT. ', .= 3 f j IWINDOW HEADERS - --- ���,,,,,,,,,/// �- III Cr)INSISIII Net 10 / 4 J5I 3 v 3 2 ♦ \ _ UPPER FLOGS in b -...... . ... .. .. ....... - _ - 12 5l8"FLOOR SYSTEM O PLATE HT. __ - _ --_ (13 _.V- -- -_�- WINDOW HEADERS Abs1'A'WINDOW HEADERS C- _ - _.�.--- -- i■ 1 — - 3 I1 --- 1 1 WINDOW HEADERS _ \\ — /� D _ _. _._ I \ b i - _. _ _.____-.___ -. - , 0 4 / P I - MAIN FLOORS \ — 6 ' I III I I I I [ 12 5/8"FLOOR SYSTEM _ 9 PLATE HT. ij MAIN FLOOR -- _ i 1 I AYG.GRADE °' 12 5/8"FLOOR SYSTEM - J J + ' PLATE HT. - _ -__ - - _.- TTT I I I I , i i i i i I i I t I I I I I 14 i i 1 0 I I I I I I I I I I I I � I I I IA 1 I I I I � �' 1 I I 0 I.' • L _ w I • t I — 1 I 2 v N 3 CV +` SOUTH ELEVATION N, 1 . 21 SCALE: 1/4" = 1' SOUTH ELEVATION (Sit. cr K z cw m M SCALE: 1/4" = 1' IX. XI- 1-- C w 00 i Q [0 v ry w 1 d o m s. � O a14 l m f n_ Q m K SOUTH ELEVATION v EXTERIOR DETAILS 0 Z Z 111 N II 1 FIBER CEMENT LAP SIDING INSTALLED i-- Q �" l 1 J WITH 1" EXPOSURE. Z V l EL. W r 2 1 STANDING SEAM METAL ROOFING. V — I OVERALL BUILDING HT. r/ DI W i------ 2"X 12" FASCIA 1-- ti It. 3 ENCLOSED SOFFIT(VENTED) ) J[ 0 3 _u PLATE HT. - T&G PINE kV NATURAL FINISH. w , ( VO v 7\ WINDOW HEADERS \ 41 FIBER CEMENT PANEL SIDING. 0 v , (L� Z y -- i10) r --1 "X" METAL OUTSIDE 4: it9 \ I_5 i CORNERS X m / 4 m b CEDAR LAP SIDING. INSTALL WITH 4" _ EXPOSURE. 2 \ ♦ c UPPER FLOOR 1 36" HIGH GABLE RAILING TO CODE. Z .V1 _,- 3 12 5/5"FLOOR SYSTEM O (12 o _ 13 r3 3 13 • cV PLATE HT. O La(35 gi _.. . __. -.- - WINDOW HEADERS 1 3"'aUx ft —1 3 3 r e3 ! 5/4" X b" COMPOSITE DECK PLANKING o � � TACT, 1 ' / \ / \ / "`__ 1 \ } 5 ^ -.at..., n \/ ^ 1 co '1 EXPOSED 6LB - NATURAL FINISH w �_a4 "� 3 r 0 1\ i L_ 4 ----- --- 1 /\ CULTURED STONE. TYPE AND COLOR W ; oo / 10 N - b - 6 \ / 1 TO BE DETERMINED. !t w1113 k — / -- ___,1zoo 1 " 36" HIGH HOG WIRE FENCE gw --- ____ _. __ -_ MAIN FLOOR 11 ! wozw ,_. ...: I I I l - -.. -. _. .. . _. ... . -.-..... _ __ ___ _--- — - - - - ---- 125/5"FLOOR SYSTEM (v o24�t I - .... . - PLATE HT. re I — 12 W npc,o =m= o WATERPROOF DECKING ',._ ozU, 1 RoLP • , �. t A <4 AVG.GRAPE PO TT I 7 I iIll , , _� I � 11n�14 I _ 13 . I I I I I I I I I I I I I I I I I Iv++ OWNER APPROVAL RETAINING ALL - LANDSCAPE BLOCK OR 'I, 14I WALL INITIAL: EAST ELEVATION PAGE: SCALE: 1/4" = 1' 1 5] OF: 1 EAST ELEVATION J. SYKORA, GPBD DRAFTED ED `E3 IT s TV N SCALE 1/4" = 1' U.N.O. (1PiN) DATE: W iv W 4-5-11 a a I 1 I 1 I I I WSW12 AM rv< Z al o ® RP Cn 85W - 1^1S11418 SIMPSON WOOD SHEAR WALL _ - w ii v 9 WOOD SHEAR WALL: USE VNSW13. WIDTH = 18". HEIGHT, SEE BELOW. I I 1 HEIGHT: FOUNDATION TO TOP PLATE. OKAY TO ORDER WSW LONG AND CUT TO HEIGHT AS � NECESSARY. NOTE WSW SITS DIRECTLY ON FOUNDATION; WALL AND FLOOR TO FRAME AROUND 22PIN v B '1 WSW. OKAY TO HANG FLOOR JOIST ON W5W. \W� 29 ALIGNMENT: IF USING TRIMMER, NAIL 2X TRIMMER TO WSW FOR HEADER SUPPORT. TRIMMER % CREATES EDGE OF ROUGH OPENING. MAY USE HUG IN LIEU OF TRIMMER, IN THIS CASE WSW aa CREATES EDGE OF ROUGH OPENING. REMAINDER OF WALL SECTION MAY BE FILLED IN WITH gabI Ms STANDARD FRAMING. v LL ki POSITION TO ALIGN WITH OUTSIDE (EXTERIOR) FACE OF STUDS. FURR-OUT AS NECESSARY TO RP ® E FLUSH UP WITH REMAINDER OF WALL. © o v TOP CONNECTION: CONNECT TOP OF WSW TO DOUBLE TOP PLATE WITH SD5 CONNECTORSeiti - © C THAT COME WITH THE WSW. © { - ©AM n n SHEATHING: SHEATHE HEADER, WSW, AND WALL SIMILAR TO 2PW. BOTTOM CONNECTION: WSW SITS DIRECTLY ON FOUNDATION; WALL AND FLOOR TO FRAME a v §T rnAROUND W5W. OKAY TO HANG FLOOR JOIST ON W5W. ANCHOR BOLTS, USE ALL-THREAD, 1/b" - -w5w18 1 v v 0 ©DIAMETER, EXTENDED TO FOOTING BOTTOM REBAR AND USE DOUBLE NUT AND 3" X .25" -WASHER ON EMBEDDED END. SUGGEST USING WOOD STRONG WALL ANCHOR BOLT TEMPLATE, NMULLION ® ryUSE O,.TYXSSL OP PLATINUOUS W5W, • BOTTOM PLATE TO TOP PLATE. Z ,HEADERSMAY HANG ON THIS WITH © OmHUG.HULOOR SIMILAR. m 951^1 - WSW12 SIMPSON WOOD 5HEAR WALL HOEDOWN:USE HIV"(TYPICAL OF 1) LAGS:USE 6 505 1/4 X 25 TO FULL-HEIGHT STUD. ANCHOR BOLT:IF WET SET,USE 5/8"DIAMETER SSTB16,OR 5/8" AM _._ -- - -- — - - - - --- ALL-THREAD WITH NUT AND 3"WASHER ON EMBEDDED END.MIN EMBEDMENT=12".IF TOO LONG TO FIT IN FOOTING,BEND 90- WOOD 5HEAR WALL: USE W5W12. WIDTH = 12". HEIGHT, SEE BELOW. DEGREES AT BOTTOM OF FOOTING,MAINTAIN 3"COVER AT 111 HEIGHT: FOUNDATION TO TOP PLATE. OKAY TO ORDER WSW LONG AND CUT TO HEIGHT AS © BOTTOM OF FOOTING. 1A1A IF ROTOHhMMER,USE S/e"TITEN HD OR ALL THREAD BEPDXY, - WITH 6"MIN CONCRETE EMBEDMENT,CENTERED INSTEM WALL_ V } NECESSARY. NOTE WSW SITS DIRECTLY ON FOUNDATION; I ALL AND FLOOR TO FRAME AROUND BI\MULLION O z r WSW. OKAY TO HANG FLOOR JOIST ON WSW. Use(2)1.15•X 5.5•LVLS CONTINUOUS CNI - BOTTOM PLATE TO TOP PLATE. - - z al \41 • ALIGNMENT: IF USING TRIMMER, NAIL 2X TRIMMER TO W5W FOR HEADER SUPPORT. TRIMMER HEADERS MAY HAN&ONTH15WITH MULLION HUG,HUGO OR SIMILAR. USE(2)1 15•X Sr. LVLS CONTINUOUS v \ BOTTOM PLATE TO TOP PLATE. CREATES EDGE OF ROUGH OPENING. MAY USE HUG IN LIEU OF TRIMMER, IN THIS CASE WSW BOTTOMSMATE TO TO THIS PLATE.WITH Q HUB.HUGO OR SIMILAR. Z ten n f CREATES EDGE OF ROUGH OPENING. REMAINDER OF WALL SECTION MAY BE FILLED IN WITH w5w18 \\ _W STANDARD FRAMING. J ill 1.11 POSITION TO ALIGN WITH OUTSIDE (EXTERIOR) FACE OF STUDS. FURR-OUT AS NECESSARY TO 1 0)® o Ca al FLUSH UP WITH REMAINDER OF WALL. I- TOP CONNECTION: CONNECT TOP OF W5W TO DOUBLE TOP PLATE WITH SD5 CONNECTORS © V V O THAT COME WITH THE W5W. A '^' A }�' A *� iii al SHEATHING: SHEATHE HEADER, WSW, AND WALL SIMILAR TO 2PW. SH EARY `{ALL INFORMATION - MAIN FLOOR �� A\ O l� ABC Z BOTTOM CONNECTION: W5W SITS DIRECTLY ON FOUNDATION; WALL AND FLOOR TO FRAME © © ii .0 Z I AROUND WSW. OKAY TO HANG FLOOR JOIST ON WSW. ANCHOR BOLTS,USE ALL-THREAD, 1/b" © < m DIAMETER, EXTENDED TO FOOTING BOTTOM REBAR AND USE DOUBLE NUT AND 3" X .25" MASHER ON EMBEDDED END. SUGGEST USING WOOD STRONG WALL ANCHOR BOLT TEMPLATE, WSW. R s< SHEARWALL TOP CONNECTIONS O ZX o as i�u< NOT TO SCALE ��- _ 5HEAR WALL TYPE u' DNW� SHEARWALL TOP CONNECTIONSHEARWALL TOP CONNECTION OV. MINIMUM LENGTH OF 5HEAR PANEL. Z ---� =kzz p 1> PARALLEL FRAMING (7,v.,) PERPENDICULAR FRAMING V � a�� „M�<m -_ IF " W" CONSTRUCT ENTIRE WALL PER THIS CALLOUT. , n zwo_�_- V n/ zXc !� 2WUVJ NO SHEATHING SPLICE TRUSS OR RAFTER TRUSS HEEL IF "N5" MEANS NOT A SHEAR WALL. BUILD PER CODE MINIMUM z "pH NO SHEATHING SPLICE GALLOUTSTUD MATERIAL NAIL EDGE/FIELD TOP PLATE TOP OF WALL TOP OF WALL BOTTOM PLATE CAPACITY SHEATHING NAILS OR STUD HEIGHT STUD SPACING STUD SIZE TOP PLATE SILL PLATE 8 BLOCgNG AT MUDSILL ANCHOR SILL ANCHOR w w w o -.. CONNECTION AT CONNECTION AT TO FRAMING MAX sgrcO" i SIDES OF WALL (SEE STD STRUC. SPACING @ STUD SPLICE STUDS W/EDGE UNSUPPORTED Tp CONCRETE MAX SPADING Z R u z k m WINDISEISMIC MINIMUM SCREW 512E MAX.FT. MAX.INCHES MINIMUM MINIMUM PARALLEL PERPENDICULAR SPACING IN O z ¢ o TRUSS OR RAFTER -- 0 SPECS.) SPACING IN INCH MINIMUM • NAILING EDGES MIN.EMBEDiiY Mho TRUSS,RAFTER \ ROOF NAILING o FRAMING FRAMING INCHES pzwoo NO SHEATHING_ \ ` y, GONr_BLOCK' G < g 1 O. 24" 2 X 4 6/1 24 CONT.SHEATING z og W OR JOIST • if m w d SAWN b/12@16" CONA340EATING t6 - xd _ RLTP4 BLOCKING OR d@b" 5/8"JBOLT OR aol% ` F o 7/1�j" OCjB ONE SIDE. , II .5 OR SDWC 5/8"TITEN HD z; z ---- \ y o __1 PW APPLY EITHER 12 16 2 X 6 SAWN 6/12 @ 16" 45"LAP IN/ AT 36"MAX SEE W/3"WASHER 72" /4}" o<� SPLICE \. zm 1"1 168 / 120 OR'1/16" SIDE DIRECTLY Sd (2)2X4 2X NA DETAIL 15600 24'MAX OR 5D5 .25 OR MASA OR z HI! toRM25amDN o 16' 12" 2 X 6 SAWN 6/12@ 12' (8) ibd NAILS SEE DETAIL X 4.5' 12 CEILING I OR °w PLYWOOD T05TU05 Cd MASAP z 20' 16" 1.75X5.5 LVL @ / \ \n gooxLL SDWBIsSaD OPTION TALL HEEL TRU55- M250PTION K ® 6/12 16" CD1> D2 ~JJ zW4O i IF SNEATHIN65PLIGEo OR CONT.SHFJ.TING 4/12 16" 1 9-z8F MERE.USEH2.5 OR 1O. 2 X 4 AWN ® GONT.SHEATING 5 5/8"J-BOLT OR o Z svwCisbBD SDWC,56oOOPTION W/BLOCKING OR OR A340R LTP4 GARap z �rco 7/16" 05B ONE SIDE.APP 12' 16" 2X6 SAWN OR 5/B"TITEN HD �►"� �.f� 000 AT A3 MAX SEE H2.5 OR SDWC c,Dc,.25X „ 1(17 V SHEATHING SPLICE TRUSS HEEL V QA1 SIDE DIRECTLY Sd 4/12@12" 48"LAPIN( 2JC 5600@24'MAX W 3"WASHER 36 /4" O /,y Q W w=2o 490 /350 OR 7/16" SIDE DIRECTLY (2)2X`t 2X DETAIL 4.5" b OR MASA OR hP �� C T rF y 3 ROOF NAILING \ PLYWOOD 16 2 X 6 SAWN (8) 16d NAILS SEE DETAIL TRUSS,RAFTER \ _ TO 5TU05 20' 1.75 X 5.5 LVL MASAPit. AT �. OR JOIST JOIST W/ SHEATHING CD1> CD2> AP 0 'r OWNER APPROVAL OVER RIM JOIST SIB"J-BOLT OR 1 O' 24" 2 X 4 SAWN CANT.SHEATING j73 FULL.HT.BLOCKCONT.SHEATING - '' J LTP4 OPTION --� r A31 OPTION 1/2" OR 5/8" 4/4 @ 24" edy OR A34 OR LTP4 )"U BLOCKING OR SHEATHING L _ , -5GW BOTH Sd FOR 1/2" 14 16" 2 X 4 SAWN Tn @ 1b" (2)2X 4 AT 56'MAX SEE H23°R SDWD 5D5 .25 X n I 5/8"TITEN HD INITIAL: SPLICE H2-zorrlo„ ("( DRYWALL SIDES , 4b"LAP 2X NA DETAIL 15400@24'MAX " W/3"WASHER 12' /4 PAGE: 1 OR 200/200 bd FOR 5/8" 16 16" 2 X 6 SAWN 4.5 9 WV, L. (S) 1 bd NP`II-5 SEE DETA14 OR MASA OR CEILING sw�G,s6BB OPnoN Z D1 YD2\ MASAP r A el _ NO JOIST / (f WO/�.o .1 ii ,J, SHEATHING ---- ll-- SPLICE 64 14EEWS 5::44 . SHEARYULL -- 1 • ►S Feet_ 5T+¢.LcaIi.., OF: -M ' T¢.an.S OM LY . i { J. SYKORA, GPM) 0 N N Z El& 1/4" = 1' U.N.O. v LL La W 4-5-1 q �v v C z a wCI., r a, � w t. � I 2P 111P1 in CI 2 — 3 W E 1 A 2 1 PW h B n i J v III LL I , _ v I- w �, o N viii I eeiri w is O z © v cri v U1 N m © co r c 0 Q X tz I .,` tt ABOVE al Q m 6m" N Z v N © J 0 Q O w m Q Q B_ tO 6 EgIN.NN sp. ;.1 _. HULLION USE(91 Ti°X 5.Y LYLS CONTINUOUS BOTTOM PLATE TO TOP PLATE. HEADERS MAY HAN6 ON THIS WITH ILI- / HUG,HULO OR SIMILAR. ., - NMI N • USE(])1"15"X55'LVLS CONTINUOUS Z1411 IS BOTTOM PLATE TO TOP PLATE. ' HEADERS MAY HANG ON THIS WITH /�` HUG HULO OR SIMILAR. II— ■ — , A GAR+P111 W I `�of w"syiyr`�p J .ask: "4 1 PYV Ait it I— ' a� , 4'/ LH le SHE RIN LL INFORMATION UPPER FLOOR ¢�5��, V --) re n°c Z LUPINES 8/34, 2-0 ELF is43Ea is .42. I m I )5ran_ 5ra c.keet, 'S'rsMs 0,.4 Lij . SHEARWALL TOP CONNECTIONS NOT TO SCALE O ZLL 6 1 PIN 5HEAR WALL TYPEtr WOD � � ozmu w� o\ SHEARWALL TOP CONNECTION ^ SHEARWALL TOP CONNECTIONMINIMUM LENGTH OF 5HEAR PANEL. --1 o �gICD 1> PARALLEL FRAMING I�DL/ PERPENDICULAR FRAMING IN IF " W" , CONSTRUCT ENTIRE WALL PER THIS GALLOUT. -- 'I g a °NO SHEATHING SPLICE TRUSS OR RAFTER IF "N5" MEANS NOT A 5HEAR WALL. BUILD PER CODE MINIMUM Iv �/ '"W��WTRU55 HEEL y�2WfyS1'j3w mmS}W$NO SHEATHING SPLIGE STUD MATERIAL NAIL EDGE/FIELD TOP PLATE SILL PLATE& BLOCKING AT TOP OF WALL TOP OF WALL BOTTOM PLATE y m WGALLOUT MUD5ILL ANCHOR SILL ANCHOR / aCAPACITY SHEATHING NAILS OR STUD HEIGHT STUD SPADING STUD SIZE TOP PLATE CONNECTION AT CONNECTION AT TO FRAMING MAX f�1 im SIDES OF WALL (SEE STD STRUC. SPACING @ STUD SPLICE STUDS W/EDGE UNSUPPORTED TO CONCRETE MAX SPACINGzi�'- "U55 OR RAFTER-- WIND/SEISMIC MINIMUM SCREW SIZE MAX.FT. MAX.INCHES MINIMUM MINIMUM PARALLEL PERPENDICULAR SPACING IN Wt T�TRU55,RAFTER ROOF NAILING -- m SPECS.) SPACING IN INCH MINIMUM NAILING EDGES MIN.EMBED i/` Ow; 226 FRAMING FRAMING INCHES m�ma- OR JOIST - <uo_ WCONY BLOCK! & I- g 10' 24" 2 X 4 6/&@ 24' OONT.SHEATINGwa SAWN 6/12 @ lb" LONT.SHEATING W/BLOCKING OR 16d @ 6" 5/8"J-DOLT OR �QNO SHEATHING �� OR A34 OR LTP4 simpumzill l/16 056 ONE SIDE. 5/8"TITEN HDw "'ruice � )- oi 12' 16" 2 X 6 SAWhI b112@16• AT 36"MAX SEE H2.50R 5DW0 moSIi SPLICE � o 1PW 11 APPLY EITHER Sd 48"LAP W/ NA 15600 @ 24"MAX IN/3"WASHER 72"/4" al 0300 PDON o yy- 168 / 120 OR 111 b SIDE DIRECTLY (2)2X a 2X DETAILOR SDS .25 OR MASA ORSDWL S6DD0 16' 12" 2 X b SAWN 6n2@,r (8) 16d NAILSHt OR H].50CEILING wR PLYWOOD TO STUDS SEE DETAIL z o <,,PTION TALL HEEL TRUSS- rc ® /D1\ / \ X4.5"@ 12 MASAP]SOPTION20' 16" 1.'ISX5.5 LVL 6/12@ib" (\ I \D2/ oo1:(3.- �zWoww_ iIF SHEATHING SPLICED wzwOoHERE,USE H25 OR-' 10' 2X4 SAWN 4/12@lb" ■ ,V`- SOWG15600 OPTION_11/V- OR (ANT.SHEATINGgwwLL50WL1560O CONT.SHEATING IN/BLOCKING OR am -o u OR A34 0R LTP4 5/8"J-BOLT D q o o g~g 7/16 05B ONE SIDE. 5/8"TITEN HD Pisa SHEATHING SPLICE TRUSS HEEL 12' 16" 2X6 SAWN OR AT36"MAX SEE H2.SOR50WC 505 .25X " Z <»z 2PW 490 /350 APPLY EITHER QJQ ant @ 12• 48"LAP IN/ y( 15600 @ 24"MAX Wl3"WASHER 36" /4 <�o OR (2)2X4 2X DETAIL al Doom VNI SIDE DIRECTLY 4.5"@6 OR MASA OR Znec ROOF NuuNb \ PLYWOOD 16' 2 X 6 SAWN (8) 1 bd NAILS SEE DETAIL TRUSS,RAFTER , TO STUDS MASAP a p OR JOIST JOIST W/ SHEATHING 20' 1.'15X5.5 LVL CD1> CD2> "- PULLMT.BLOCK OVER RIM JOIST 10' 24" 2X4 SAWN DONT.SHEATING CONT.SHEATING OWNER APPROVAL LTP4 OPTION -- A54 OPTION 5/0"J-BOLT OR 1/2" OR 5/5" 4/4 @ 24" OR A34 OR LTP4 W/BLOCKING OR 5GW BOTH 5/8"TITEN HD SHEATHING _ L ----- 5d FOR 112" 14' 16" 2X4 SAWN Tn@,e• (2)2X4 48"LgpyW AT36'MAXSEE H2.SORSDWD 505.25X I w DRYWALL 510E5 16' 16" 2 X 6 SAWN 15600 @ 24' MAX 4 5^ 9 IN/MWASOHRR l2"/4' INITIAL: 200 /200 6d FOR 518" (8)16d NAILS / SEE DETAI @ MASAP PAGE: SPLICE H2.5OPrION 2x NA DETAIL Y \ CEILING SDv c156000PTION - \D1> ` D2) NO JOIST " ,; SHEATHING Th- _ Avg',. 4 ' SPLICE 5HEARWALL - OF: 1 D PREFAB Y'sIOOD PRODUCTS FRAMING CONNECTORS CONVENTIONAL HOOD FRAMING FOUNDATIONS / CONCRETE GENERAL NOTES J. SYKORA, GPS_. DRAFTED BY: PREFABRICATED TRI ISSF . INHERE SHOWN ON THE PLANS, MANUFACTURER: SIMPSON BRAND 15 SPECIFIED, HOWEVER f,ENFRAL CONSTRUCTION: PREDRILL ALL NAIL HOLES INHERE REQUIRED TO AVOID SPLITTING. CONNECT ALL f-,FOTFC,HNIGAL REPORT: CCI 15 NOT AWARE OF A GEOTECHNICAL REPORT FOR THIS PROJECT. CCI BASIS OF DESIGN-APPLICABLE CODES: v 0 ALL PREFABRICATED STRUCTURAL ROOFING MEMBERS ANY OTHER NATIONALLY RECOGNIZED BRAND MAY BE USED WOOD MEMBERS PER THE PLANS AND APPLICABLE BUILDING CODE. INHERE STRUCTURAL PLANS DO NOT STRONGLY RECOMMENDS THAT A GEOTECHNICAL REPORT BE PERFORMED BY A QUALIFIED CODE. THE DESIGNS HEREIN ARE PREPARED IN ACCORDANCE WITH SHALL BE DESIGNED BY A CERTIFIED PROFESSIONAL PROVIDED THAT THEY ARE EQUIVALENT IN THEIR ABILITY TO SPECIFICALLY ADDRESS A STRUCTURAL ELEMENT, CONSTRUCT SAID ELEMENT PER MINIMUM BUILDING GEOTECHNICAL ENGINEER FOR ALL CONSTRUCTION PROJECTS. SOILS ANALYSIS AND GEOTECHNICAL THE 2015 IBC. CONSTRUCTION SHALL CONFORM WITH THE MOST SCALE ENGINEER. THE PREFABRICATED STRUCTURAL ROOFING CARRY ALL APPLIED LOADS IN ALL ORIENTATIONS. CODE. ENGINEERING ARE NOT A SPECIALTY OF GGI. CCI DEPENDS ON OTHERS FOR THE PROVISION OF SOILS RECENT BUILDING CODE ADOPTED BY THE APPROVING /4„ _ U.N.O. FRAMINGS1ATFRIAI . ALL SAWN FRAMING LUMBER, NOT INCLUDING BEAMS, POSTS, AND COLUMNS, SHALL BE 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 SPRUCE PINE FIR, HEM FIR, OR DOUGLAS FIR-LARCH, NUMBER 2 OR BETTER, UNLE55 OTHERWISE SHOWN. POTENTIAL, SLOPE STABILITY, ACTIVE AND PASSIVE LATERAL PRESSURES, INTERNAL FRICTION ANGLE, CAI CI11 ATION4. THE CALCULATIONS INCLUDED HEREIN ARE ONLY ti DESIGN DRAWINGS WITH APPROPRIATE NOTES SHOWING PREFABRICATED ITEMS IN STRICT ACCORDANCE WITH THE WNTHOSE REQUIRED TO ENSURE COMPLIANCE WITH CODE. WE DO iu MEMBER SIZES, FORCES, INSTALLATION PROCEDURES, MANUFACTURER'S RECOMMENDATIONS AND REQUIREMENTS. ALL SA WOOD SHALL HAVE MOISTURE CONTENT LESS THAN 25%. AND COHESION. IN THE ABSENCE OF A GEOTECHNICAL REPORT CCI WILL MAKE ASSUMPTIONS REGARDING4-5-19 a STUDS. STUDS IN EXTERIOR WALLS SHALL BE A SINGLE MEMBER(NOT SPLICED NOR DISCONTINUOUS) FROM SOIL PARAMETERS, HOWEVER, CCI TAKES NO RESPONSIBILITY OR LIABILITY FOR FUTURE SETTLEMENT, OR NOT INTEND TO COMPUTE EVERY STRUCTURAL ELEMENT NOR a BLOCKING, BRACING, ETC. THE LOAD CARRYING CAPACITY OF THE PREFABRICATED ITEM HORIZONTAL DIAPHRAGM TO HORIZONTAL DIAPHRAGM (HORIZONTAL DIAPHRAGMS ARE ROOFS AND FLOORS DAMAGE OR INJURY DUE TO EARTH MOVEMENT OR FAILURE OF ANY KIND. EVERY LOAD COMBINATION. MUCH OF OUR ANALYSIS 15"BI"(BY ENGINEERED INOOD-GENERAL. THESE PRODUCTS MUST BE CANNOT BE GUARANTEED IF THIS PROVISION 15 NOT THAT CONNECT TO EXTERIOR WALLS.) USE BALLOON FRAMING AT STAIRWELLS, OPENINGS IN FLOOR 5TRIIrTI/RAI FII I : "STRUCTURAL FILL" SHALL BE GRANULAR MATERIAL CONFORMING TO LOCAL OR STATE INSPECTION.) PROVIDED, STORED, AND INSTALLED IN ACCORDANCE WITH ADHERED TO. NAILS AND SCREWS WHICH WILL BE EXPOSED DIAPHRAGMS, ETC. STUD SIZE, MATERIAL, AND MAXIMUM LENGTH BETWEEN DIAPHRAGMS 15 SHOWN IN HIGHWAY SPECIFICATIONS FOR IMPORTED ROAD BASE OR SUB BASE; OR USE SAND OR OTHER CLEAN MANUFACTURER'S RECOMMENDATIONS. FAILURE TO DO THIS TO INEATHER SHALL BE GALVANIZED OR STAINLESS STEEL. IF SHEAR WALL TABLE. GRANULAR MATERIALS NO LARGER THAN PEA GRAVEL. ALL STRUCTURAL FILL MUST BE COMPACTED PER LIMITED SCOPE OF CONSULTANTS WORK: MAY VOID THE WARRANTY AND DIMINISH LOAD CARRYING INSTALLATION RISKS CRACKING OF WOOD, CONTACT -FAMS AND POSTS.ALL SAWN STRUCTURAL BEAMS, HEADERS,AND POSTS SHALL BE DOUG FIR LARCH NO 2 THE FOLLOWING SECTION. C.ONSUI TANT.THE CONSULTANT IN RESPONSIBLE CHARGE OF THE /(� z CAPACITY. ANY NATIONALLY-RECOGNIZED BRAND THAT ENGINEER FOR ALTERNATE NAILING AND/OR ALTERNATE OR BETTER, EXCEPT INHERE EXPOSED TO INEATHER AND SPECIFIED A5 PT(PRESSURE TREATED) MAY BE COMPACTION: PLACE ALL FILL MATERIALS IN LIFTS NOT EXCEEDING 8-INCHES. COMPACT USING WORK INDICATED HEREIN 15 TIM K. GARRISON, P.E., DOING `� MEETS THE BELOW SPECIFICATIONS 15 ACCEPTABLE. CONNECTOR. HEM FIR NO. 2 OR BETTER. GLULAMS, PSLS, LVLS, ETC. SHALL BE PER PREFABRICATED INOOD PRODUCTS MECHANICAL(VIBRATORY OR IMPACT) METHODS. IN PAVED AREAS AND UNDER STRUCTURES, USE BUSINESS A5 CONSTRUCTIONCALC, INC., HEREAFTER INDICATED • / 1-BEAM COMPOSITE WEB/ FLANGE IOIST PROD!JOT% THE SIMPSON SOS WOOD SCREWS. INHERE SPECIFIED, INSTALL SECTION BELOW. STRUCTURAL BACKFILL COMPACTED TO 95% RELATIVE COMPACTION. IN NON-PAVED OR NON-FOOTING AS "CCI." /� [ ,,�/) NIMISIS CONTRACTOR SHALL INSTALL THE I-JOIST PRODUCTS PER MANUFACTURER'S RECOMMENDATIONS. IN GENERAL NAB 5: NAILS CALLED OUT HEREIN ARE"COMMON"SIZES, I.E. 16D, 12D, 10D, 8D. SMALLER DIAMETER, SIMILAR AREAS USE STRUCTURAL BACKFILL OR NATIVE BACKFILL MINUS ROCKS, LUMPS,AND ORGANIC MATTER, SCOPE OF CC)NSI it TANT'S WORK. THE SCOPE OF WORK OF CCI IS ( JJ LENGTH NAIL GUN NAILS MAYBE SUBSTITUTED PROVIDED 50% MORE NAILS ARE USED. FOR EXAMPLE IF 8, LIMITED TO STRUCTURAL ANALYSIS OF A NEW SINGLE-FAMILY COMPLETE WITH WEB STIFFENERS AND OTHER BLOCKING/ THESE DO NOT NEED PILOT HOLES. HOWEVER, IF WOOD 15COMPACTED TO 92% RELATIVE COMPACTION. RESIDENCE. CCI TAKES RESPONSIBILITY ONLY FOR ITEMS f BRACING AS SHOWN ON THE PLANS AND/OR AS OLD AND OR VERY DRY PILOT HOLES MAY BE REQUIRED TO 16D ARE CALLED OUT, THE NUMBER OF SIMILAR LENGTH .131 DIAMETER NAIL GUN NAILS REQUIRED 15 8*1.5 INHERE PIPES ENTER AND EXIT STRUCTURES (DISTRIBUTION BOXES, UTILITY BOXES, CATCH BASINS, LiJ SPECIFICALLY ADDRESSED IN OUR DRAWINGS AND CALCULATIONS. RECOMMENDED BY THE MANUFACTURER. AVOID SPLITTING. USE LENGTH A5 SPECIFIED IN PLANS BUT 12.AS ANOTHER EXAMPLE IF 16D NAILS ARE CALLED OUT AT 4" SPACING,THE SPACING OF SIMILAR LENGTH, MANHOLES, ETC.) USE STRUCTURAL FILL AROUND THE STRUCTURE. CAREFULLY PLACE AND COMPACT TO CONSTRUCTED ITEMS NOT SPECIFICALLY ADDRESSED HEREIN p51 (PARALLEL STRAND LUMBER')AND VERSA-LAM. U5E NEVER LESS THAN REQUIRED TO ENSURE FULL STRENGTH. NARROWER NAIL GUN NAILS SHALL BE 4/1.5 =2.1". 95% RELATIVE COMPACTION UNDER AND AROUND ALL PIPES. Can CI 1 SHEAR WALLS: WALLS CALLED OUT A5 5HEAR WALLS ON THE PLAN SHALL BE CONSTRUCTED PER THE SHALL BE BUILT PER MINIMUM CODE. MINIMUM 2.0E, 2,900 PSI MINIMUM ALLOWABLE BENDING SIMPSON 5D WOOD SCRFINS. WITH MOST SIMPSON WHEN ROOTS, ROCKS, OR OTHER UNDESIRABLE MATERIALS CAUSE OVER-EXCAVATION, FILL OVER- LOADS STRUCTURAL SHEAR WALL TABLE HEREIN USING MATERIALS DESIGNATED FOR LATERAL LOAD RESISTANCE EXCAVATION AND COMPACT PER THE ABOVE. FOLLOWING ARE THE LOADS USED FOR THE SUBJECT DESIGN/STRESS. CONNECTORS, CONTRACTOR MAY USE SDI IN LIEU OF 10D J VI (I AMINATFD VENEER LUMBER). USE MINIMUM 1.9E, 2,600 NAILS, AND/OR 5D10 IN LIEU OF 160 NAILS. THESE ARE BY NATIONALLY-APPROVED MANUFACTURERS.ALL SHEAR WALLS MUST BE POSITIVELY CONNECTED AT TOP FOUNDATIONS FOOTINGS ON SOII :ALL FOOTINGS AND FOUNDATIONS TO BEAR ON UNDISTURBED ANALYSIS: a AND BOTTOM TO DIAPHRAGMS. WALLS NOT SPECIFICALLY CALLED OUT, OR LABLED"NS"ARE NOT INTENDED EXISTING SOIL OR STRUCTURAL FILL.ALL ORGANIC AND DELETERIOUS MATERIAL BENEATH FOOTINGS AND ; PSI MINIMUM ALLOWABLE BENDING STRESS. PROVIDED IN 1-1/2"AND 2-1/2"LENGTHS. USE THE LENGTH AS SHEAR WALLS AND SHALL BE BUILT PER MINIMUM CODE. FOUNDATIONS TO BE REMOVED AND REPLACED WITH STRUCTURAL FILL. BOTTOM OF FOOTINGS TO BE 0 ROOF LIVE:20 PSF. 151 (I AMINATFD STRAND LUMBER), MEMBERS INDICATED AS NECESSARY FOR FULL PENETRATION INTO THE MEMBER(5) SHEATHING. "PIN"WALLS, USE PLYWOOD OR OSB, MINIMUM THICKNESS AND NAILING AS INDICATED IN 5HEAR BELOW LOCALLY PRESCRIBED FROST ZONE, NOT LESS THAN 12". 0 ROOF + CEILING DEAD: 15 PSF r- 1.5E SHALL HAVE MIN., 1.5E MODULUS OF ELASTICITY AND CONNECTED. WALL TABLE, ORIENTED EITHER DIRECTION. "GIN"WALLS ARE DRYWALL SHEAR WALLS, USE PER SHEAR FOUNDATIONS FOOTINGS ON ROCK: WHERE FOOTINGS BEAR ON ROCK, CLEAN THE ROCK FREE OF LOOSE 0 ROOF SNOW:25 PSF 2,300 PSI ALLOWABLE BENDING STRESS. MEMBERS f ORROSION RESISTANCE: USE THE FOLLOWING DEPENDING WALL TABLE. ROCK, DIRT, MOSS, DEBRIS, OR OTHER DELETERIOUS SUBSTANCES. PRESSURE WASH AS NECESSARY. 0 FLOOR LIVE:40 PSF a INDICATED AS 1.3E SHALL HAVE MIN., 1.3E MODULUS OF ON THE LEVEL OF CORROSION RESISTANCE REQUIRED: SHEATHING JOINTS. USE BLOCKING BEHIND JOINTS IF INDICATED IN THE SHEAR WALL TABLE. WITH"PW"AND e USE BONDING AGENT PRIOR TO POURING CONCRETE ON ROCK. INHERE ROCK 15 SLOPED LE55 THAN 3:1 0 FLOOR DEAD: 15 PSF a ELASTICITY AND 1,100 PSI MIN. ALLOWABLE BENDING STRESS. LOIN CORROSION RESISTANCE: U5E STANDARD 090 ZINC "GIN"WALLS, NO SHEATHING JOINTS ARE ALLOWED WITHIN 2-FEET IN ANY DIRECTION OF A DOOR OR (18-DEGREES), NO DOWELS INTO ROCK ARE NECESSARY. 0 DECK LIVE: 60 PSF g fzl !JE-I AMINATFD TIMBERS. UNLESS OTHERWISE NOTED, ALL COATING WITH .90 OZ OF ZING PER SQUARE FOOT OF WINDOW CORNER. INHERE ROCK 15 SLOPED 3:1 (18-DEGREES)OR GREATER(UP TO 45-DEGREES MAX), USE#4 X 18"LONG GLULAM BEAMS SHALL BE 24F-V4 DF/DF. ANY THAT SPAN SURFACE (TOTAL BOTH SIDES). TYPICALLY USED FOR MULTIPLE PI Y MEMBERS. O DECK DEAD: 10 PSF. DOWELS ROTOHAMMERED MIN., 8" INTO SOLID ROCK. ROTOHAMMERED HOLES TO BE %" DIAMETER, 0 EXTERIOR WALL DEAD: 10 PSF CONTINUOUSLY OVER ONE OR MORE INTERIOR SUPPORTS INTERIOR OR EXTERIOR DRY APPLICATIONS. TRIMMERS, KING STUDS, HEADERS. INHERE MORE THAN ONE 2X 15 PLACED AGAINST ANOTHER AND USED AS PERPENDICULAR TO FACE OF ROCK. NO EPDXY 15 NECESSARY. DOWELS TO BE LOCATED A5 FOLLOWS: 0 INTERIOR WALL DEAD: 1 PSF w OR ARE CANTILEVERED, USE 24F-V8 DF/DF. USE INDUSTRIAL MEDIUM CORROSION RESISTANCE: USE Z-MAX GALVANIZED A MULTIPLE PLY KING STUD, TRIMMER, OR HEADER, CONNECT ALL PLIES WITH 16D AT 4"OC, STAGGERED. 0 FOR CONTINUOUS FOOTINGS, USE DOWEL WITHIN b"OF ENDS, CORNERS,AND INTERSECTIONS AND AT 0 SEISMIC FACTORS: 55= 1.104, 51=0.438 a APPEARANCE GRADE, UNLESS VISUALLY EXPOSED TO PRODUCTS WITH 1.85 OZ OF ZINC PER SQUARE FOOT OF BEAMS, COLUMNS. INHERE MORE THAN ONE 2X, OR LVL, OR L5L 15 PLACED AGAINST ANOTHER AND USED AS 36" W 0 SEISMIC DES CATEGORY: "D" OC MAX SPACING. DOWELS TO BE CENTERED ON 5TEMWALL. o A MULTIPLE PLY BEAM OR COLUMN, CONNECT ALL PLIES WITH GLUE AND 2, 16D AT 4" SPACING. 0 WIND EXPOSURE 'D', 3-SEC GUST: 120 MPH. 0 INTERIOR LIVING SPACE USE ARCHITECTURAL APPEARANCE SURFACE AREA(TOTAL BOTH SIDES). HOT DIPPED PER ASTM f,l I1F_EPDXY. INHERE SPECIFIED, INOOD GLUE SHALL BE COMMERCIAL GRADE WITH MINIMUM SHEAR 0 FOR PAD FOOTINGS, USE THREE DOWELS SPACED 8"APART, CENTERED ON FOOTING. IF DOWEL IS 0 ASSUMED ALLOWABLE SOIL BEARING PRESSURE: 2,000 PSF, C GRADE. A653. MUST U5E HOT-DIPPED GALVANIZED FASTENERS WITH TOO LONG TO FIT IN FOOTING, BEND A5 NECESSARY TO PROVIDE 2"COVER AT TOP AND/OR SIDE(S). o 5T TH OF 450 PSI AT 28 DAYS. USE LIQUID NAILS LN-940 OR SIMILAR. PREP AND APPLY PER PRESSURE TREATED (PT) GLULAMS SHALL BE NOT LESS THAN THESE PRODUCTS. TYPICALLY USED FOR EXTERIOR WET 51 ARS ON GRADE. SUBGRADE BELOW SLABS SHALL BE SIMILAR TO THE ABOVE.A LAYER OF FREE u MANUFA R'S RECOMMENDATIONS. 10% WEAKER THAN THE ABOVE IN BENDING, SHEAR, AND APPLICATIONS. DRAINING MATERIAL AND A SUITABLE VAPOR BARRIER(DESIGNED BY OTHERS)ARE RECOMMENDED FOR m EPDXY USED IN OD DOWELS OR DRIFT PINS SHALL BE SIMPSON ET-HP, OR OTHER BRAND INTENDED To- MODULUS OF ELASTICITY, USING SUITABLE WOOD SPECIES HIGH CORROSION RESISTANCE: USE HDG HOT-DIPPED ALL INTERIOR SLABS. o FOR WOOD USE.WOO OWEL SHALL BE CLEAN AND DRY PRIOR TO EPDXY INSTALLATION. FOR PRESSURE TREATING. PRODUCTS WITH A MINIMUM OF 2.0 OZ OF ZINC PER SQUARE FOOTING DRAINS FOOTING DRAINS, WITH WASHED DRAIN ROCK OR MIRA DRAIN OR EQUIVALENT i1 ALL GLULAMS SHALL BE MANUFACTURED BY AN AITC FOOT OF SURFACE AREA(TOTAL BOTH SIDES). THICKNESS OF SINGLE PROJECT: a' EXTENDING TO FINISHED GRADE, SHALL BE PROVIDED AT THE BASE OF ALL FOOTINGS AND RETAINING HEADER. USE MINIMUM SIZE AS GALLED OUT ON PLANS.ALL HEADERS SHALL BE INSTALLED WITH THEIR TALL WALLS WHICH WILL HAVE EARTH PLACED AGAINST THEM. FOOTING DRAINS SHALL BE 4" PERFORATED PIPE THE CALCULATIONS, DRAWINGS, NOTES, SPECIFICATIONS, AND/OR 1.- OC m W � � APPROVED FABRICATOR. STORE AND INSTALL IN GALVANIZING INCREASES WITH INCREASED METAL DIMENSION VERTICAL. IF HEADER 15 LESS THAN 3 INCHES WIDE (I.E. A SINGLE 2X OR SINGLE LVL) USE A FLAT TABLES PREPARED BY CCI ARE VALID ONLY FOR THE PROJECT — I- f ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. THICKNESS. MUST USE HOT-DIPPED GALVANIZED FASTENERS 2X NAILED TO THE BOTTOM OF HEADER IN AN "L"CONFIGURATION WITH 16D AT 4" MAX SPACING. IF NO ROUTED DOWNGRADIENT TO DAYLIGHT, UNLESS OTHERWISE SPECIFIED. INDICATED HEREIN. THESE DOCUMENTS ARE NOT VALID,ARE NOT IX X W EsIU O m STANDARD CONCRETE: APPLICABLE TO,AND SHALL NOT BE USED FOR ANY OTHER Q Inv c�V N WITH THESE PRODUCTS. TYPICALLY USED FOR VERY WET HEADER 15 SPECIFIED, THE WALL 15 ASSUMED NON-LOAD BEARING AND WALL TOP PLATE MAY SERVE AS THE STANDARD CONCRETE. CONCRETE FOR FOOTINGS, SLABS,AND WALLS SHALL ATTAIN A MINIMUM 28 DAY PROJECT AT ANY OTHER LOCATION. Q EXTERIOR CONDITIONS VERY HIGH CORROSION RESISTANCE: HEADER. Q O Z STRENGTH OF F'C =2,500 PSI UNLESS OTHERWISE NOTED ON PLANS. MINIMUM CEMENT CONTENT = 5 COMPETENT CONSTRUCTION PERSONNEL J SAFETY: m a: d cn USE 5ST300,TYPE 316L STAINLESS STEEL PRODUCTS. STAINLESS MULTIPLE ADJACENT OPENINGS. INHERE ADJACENT DOOR OR WINDOW OPENINGS OCCUR IN A WALL, STEEL CONNECTORS ARE REQUIRED WITH THESE PRODUCTS. HEADERS FOR EACH OPENING SHALL BE INDIVIDUAL MEMBERS WITH FULL-HEIGHT KING STUDS BETWEEN SACKS PER CUBIC YARD. MAXIMUM WATER/CEMENT RATIO SHALL BE 0.45.ALL MATERIALS SHALL BE IN ONLY COMPETENT PERSONNEL FAMILIAR WITH CONSTRUCTION TYPICALLY USED FOR MARINE APPLICATIONS AND IN AGGRESSIVE THEM. EACH HEADER SHALL USE THE NUMBER OF KING STUDS SPECIFIED BELOW OR IN THE STRUCTURAL ACCORDANCE WITH AGI 318, LATEST EDITION. MIXING AND PLACING OF ALL CONCRETE TO BE IN AND SAFETY PRACTICES GERMANE TO THE PROJECT SHOWN CHEMICAL ENVIRONMENTS. CALLOUTS. ACCORDANCE WITH IBC AND ACI 304, LATEST EDITION. HEREIN SHOULD BE EMPLOYED TO ASSEMBLE AND CONSTRUCT TRIMMERS,AKA JACK STUDS USE SIZE(OR LARGER) PER STRUCTURAL CALLOUTS. CONCEALED FLANGE ADMIXTURES. INDUSTRY RECOGNIZED AND APPROVED ADMIXTURES AFFECTING SET TIME, FLOWABILITY, THE WORK. HANGER OF SIMILAR BEARING LENGTH AND CAPACITY MAY BE SUBSTITUTED FOR TRIMMER. AND/OR WATERPROOFING MAY BE USED PROVIDED THE STRENGTH AND DURABILITY OF THE CONCRETE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH ALL OSHA 0 )2 KING STUDS. UNLESS OTHERWISE SHOWN ON PLANS USE THE FOLLOWING.THESE MUST BE FULL-HEIGHT, 15 NOT ADVERSELY AFFECTED. AND STATE LABOR AND INDUSTRIES STANDARDS. CONTRACTOR 0 BOTTOM PLATE TO TOP PLATE, IE DIAPHRAGM TO DIAPHRAGM. AIR ENTRAINMENT. PROVIDE 5%AIR ENTRAINING IN ALL CONCRETE EXPOSED TO THE EARTH OR INEATHER. ASSUMES FULL RESPONSIBILITY AS TO CONSTRUCTION METHODS v' •*OPENING LESS THAN 6'WIDE-USE MIN., ONE KING STUD EACH END OF HEADER. FLY ASH. HIGH QUALITY FLY ASH OR OTHER NATURAL POZZOLAN MAY BE USED IN ACCORDANCE WITH USED, SAFETY PROVISIONS EMPLOYED,AND THE FINISHED AS- Z N •* OPENING 6.1'WIDE TO 9'WIDE-USE MIN., TWO KING STUDS EACH END OF HEADER. ASTM C618 WITH A CORRESPONDING REDUCTION IN CEMENT CONTENT. ANY SUCH CONCRETE SHALL BUILT CONDITION OF THE STRUCTURE AND RELATED SYSTEMS. r% l/ d3 •* OPENING 9.1'WIDE TO 16'WIDE, USE MIN., THREE KING STUDS EACH END OF HEADER. OBTAIN AT LEAST THE STRENGTH AND DURABILITY CHARACTERISTICS A5 STANDARD CONCRETE LISTED MATERIALS AND METHODS: i—i ,( ‘T. ABOVE. PROVIDE AND INSTALL ALL MATERIALS IN ACCORDANCE WITH Z ^ (L DISCONTINUOUS TOP PLATE. INHERE WALL TOP PLATES ARE CUT, OMITTED, OR OTHERWISE MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS. IT IS ILI v ' DISCONTINUOUS AT A HEADER, THE END OF THE HEADER SHALL BE CONNECTED TO THE REMAINING TOP CONCRETE REINFORCING: LL( S. STRENGTH' STANDARD FOOTINGS STEM WA] 15 51 ARS ON GRADE. REINFORCING BARS (REBAR) FOR THE CONTRACTOR'S RESPONSIBILITY TO ENSURE ALL FIELD —IILI t PLATE BEYOND WITH A HORIZONTAL C518 STRAP WITH MINIMUM 12" LENGTH ON THE HEADER AND 12" PERSONNEL UNDERSTAND AND ADHERE TO THIS. 0) 0 LENGTH ON THE TOP PLATE BEYOND. STRAP MAY BE ON TOP, INSIDE, OR OUTSIDE OF WALL. STANDARD FOOTINGS, STEM WALLS,AND SLABS ON GRADE SHALL BE GRADE 40(FY=40 K5I)OR BETTER, ` tY Q II,j ANCHOR ROI T . UNLE55 OTHERWISE SPECIFIED IN THE PLANS. TEMPORARY SUPPORT AND BRACING: es— SHEARINALL ANCHOR BOLTS CONNECTING MUD SILLS, USE 5/8" DIAMETER X 8" MIN EMBEDMENT AT THE STRENGTH RETAINING WALLS AND OTHER 5TRI 1C.TI 1RAI El EMENTS. REINFORCING BARS (REBAR) FOR C,FNFRAI . PROVIDE ADEQUATE TEMPORARY SUPPORT TO ALL {'- Qx WALLS, ROOFS, BEAMS, COLUMNS,AND FLOORS DURING 0 SPACING SHOWN IN THE PLANS BUT NEVER GREATER THAN 60"OC AND WITHIN 12" OF ENDS AND CORNERS, RETAINING WALLS RETAINING MORE THAN 4-FEET OF 501E AND THEIR FOOTINGS,AND FOR STRUCTURAL CONSTRUCTION. DESIGN OF SAME IS NOT INCLUDED HEREIN. w tu v O WITH 3"X 3"X .229"STEEL WASHERS, WRENCH TIGHT. NET SET ANCHOR BOLTS SHALL HAVE A HOOK OR BEAMS, STRUCTURAL COLUMNS AND THE LIKE SHALL BE GRADE 60 (FY=60 KSI)UNLESS OTHERWISE CONTRACTOR OR OWNER SHOULD CHECK ALL TEMPORARY- O 4 HEAD ON THE EMBEDDED END. ROTOHAMMERED ANCHOR BOLTS AT THE SAME SPACING MAY BE USED IN SPECIFIED IN THE PLANS. O ' 2 SUPPORTING DEVICES WITH A QUALIFIED PERSON. CONTRACTOR �+ • ri LIEU OF NEES:ET-SEE SPECIFICATIONS IN PREVIOUS SECTION. AN ALTERNATE TO WET-SET ANCHOR BOLTS SPI ICING, BENDING. ALL REINFORCING SHALL BE SPLICED, DETAILED, BENT, AND SUPPORTED IN SHALL BE RESPONSIBLE FOR THE ADEQUACY OF ALL TEMPORARY AND WASHERS MAY BE SIMPSON MASA OR MASAP AT THE SAME SPACING SPECIFIED FOR WET SET ANCHOR ACCORDANCE WITH THE MOST REGENT ACI CODE ADOPTED BY THE JURISDICTION. AND/OR PERMANENT SUPPORT SYSTEMS. Xtn BOLTS. WELDED WRAF FABRIC. UNLESS OTHERWISE SPECIFIED, WELDED WIRE FABRIC(WINE)SHALL BE W2.9, 6"X6" RETAINING,WAI 15. DO NOT BACKFILL AGAINST RETAINING WALLS 'V� Cr) NON-SHEAR HALL ANCHOR BOLTS SHALL BE SPACED A MAXIMUM OF 12-INCHES AND WITHIN 12-INCHES OF (6 GA.),ASTM A-185. SPLICE BY LAPPING ONE MESH +2"ALL SIDES. UNTIL CONCRETE HAS CURED TO AT LEAST 2,500 PSI(OKAY TO USE ENDS AND CORNERS AND SHALL BE FITTED WITH 2" STEEL PLATE WASHERS. USE EITHER 1/2" DIAMETER X 8" HIGH EARLY STRENGTH ADMIXTURES OR ADDITIONAL CEMENT IN MIN EMBEDMENT WET-SET, OR 1/2"TITEN HD WITH 4" MIN EMBEDMENT. COVES. PROVIDE THE FOLLOWING MINIMUM COVER: THE MIX TO ACHIEVE THIS). FOR RETAINING WALLS THAT ARE TO BE NON-SHEAR'NALL ANCHORS MAY BE 0.145" DIAMETER POWDER-ACTUATED PINS WITH 1-1/2" MIN CONCRETE FOOTINGS AND OTHER UNFORMED SURFACES, DISTANCE FROM THE BAR TO EARTH FACE...3" CONNECTED AT THEIR TOP TO HORIZONTAL FLOOR DIAPHRAGMS, EMBEDMENT,AT 16"OC, UNLESS OTHERWISE SHOWN . FORMED SURFACES IN DIRECT CONTACT WITH EARTH 2" DO NOT BACKFILL AGAINST THE RETAINING WALL UNTIL SUCH DECKS: JOIST HANGERS USED AT DECKS SHALL BE CONNECTED TO ALL WOOD MEMBERS WITH CORROSION- SURFACES EXPOSED TO INEATHER 1-1/2" HORIZONTAL DIAPHRAGMS ARE IN PLAGE AND PROPERLY oat RESISTANT SCREW W S, SIMPSON SDI OR SIMILAR. HANGERS SHALL BE U OR LU ONLY(NOT LUS.)LEDGERS FOR SLABS ON GRADE, CENTER THE REINFORCEMENT IN THE SLAB UNLESS OTHERWISE SPECIFIED. CONNECTED TO THE RETAINING ALL. -nog pNWG SHALL BE ATTACHED WITH SCREWS OR LAG BOLTS PER CALLOUTS.ALL HARDWARE AND CONNECTORS BOLTS AND DOWELS IN CURED CONCRETE: UL"UU w�zLL 82 SHALL BE AT LEAST MEDIUM-DUTY CORROSION-RESISTANT WITH GALVANIZING OR SIMILAR. GENERA' . THIS SECTION SHALL APPLY TO BOLTS AND DOWELS INSTALLED IN CURED CONCRETE USING —I Z 2z° PRESSURE TREATED LUMBER. USE PRESSURE TREATED LUMBER IN CONTACT WITH CONCRETE AND J OR ROTOHAMMER TECHNIQUES. MINIMUM CONCRETE EMBEDMENT=4-INCHES UNLESS OTHERWISE "� 3G'O�� �-<yo y$�N> SOIL,AND WHEN DIRECTLY EXPOSED TO WEATHER. PRESSURE TREATING CHEMICALS SHALL BE INERT, OR SPECIFIED. MINIMUM DISTANCE TO ANY EDGE OR END OF CONCRETE =3" FROM HOLE CENTERLINE UNLESS 4( O flw - OTHERWISE NON-REACTIVE WITH METAL CONNECTORS(INCLUDING NAILS, BOLTS, FRAMING CONNECTORS, OTHERWISE SPECIFIED. clan. IN ETC.)OR STRUCTURAL STEEL MEMBERS. EXISTING, REINFORCING. IT 15 IMPORTANT THAT NO EXISTING REBARS ARE DRILLED OR CUT DURING �1 „r_ciwR IN CERTAIN CASES NON-PRE55URE TREATED LUMBER MAY BUTT AGAINST CONCRETE. IN THESE CASES USE ROTOHAMMER OPERATIONS. LOCATION OF EXISTING REINFORCING BARS MAY BE BY NON-DESTRUCTIVE DJ =t,`1 �wwo A LAYER OF HEAVY,ASPHALTIC-TREATED CONSTRUCTION PAPER BETWEEN WOOD AND CONCRETE. METHODS(PACHOMETER, RADAR, OR SIMILAR). l ) w�"f� J31 OC.KING/BRIDGING. PROVIDE CONTINUOUS BLOCKING AT ALL BEARING LOCATIONS. PROVIDE FULL DEPTH WASHERS. USE 3"X3"X.229"WASHERS ON ALL WOOD MUD SILL ANCHOR BOLTS. SUCH WASHERS MAY BE ilRh axo BRIDGING OR BLOCKING AT 8' OC MAX. IN JOIST OR RAFTERS WITHOUT CONTINUOUS PLYWOOD DIAPHRAGM SLOTTED, WITH PLATE WASHER UNDER THE NUT A5 ALLOWED BY THE IBC. AT NON-MUD SILL LOCATIONS, t°�N° CONNECTION ON THE TOP . SMALLER WASHERS MAY BE USED. USE A STEEL PLATE OR MALLEABLE IRON WASHER UNDER NUTS AND W 3 ,0 N ii! FRAMED FLOORS WHICH SUPPORT P05T5 SHALL BE SOLIDLY BLOCKED WITHIN THE FLOOR CAVITY TO THE HEADS OF ALL BOLTS THAT CONNECT WOOD. j!)L v o��;= POSITIVELY TRANSFER POST, COLUMN, OR OTHER CONCENTRATED LOADS THROUGH THE FLOOR TO THE NON-EPDXY SYSTEMS. USE SIMPSON TITEN HD INHERE SHOWN IN THE PLANS. THESE ANCHORS MAY BE I--- 11-1 4 SUPPORTS BENEATH. USED TO RESIST TENSION LOADS AND 5HEAR LOADS. INSTALL PER MANUFACTURER'S () (� "O o BOLTS. UNLESS OTHERWISE SPECIFIED: U5E WASHERS ON ALL BOLTS; TIGHTEN ALL BOLTS TO A VERY SNUG RECOMMENDATIONS. V 1 �`� soo= F2UF WRENCH TIGHT CONDITION; U5E STANDARD A301 BOLTS; FOR BOLTS IN WOOD, DRILL THE SAME DIAMETER EPDXY SY TEMS. FOR BOLTS, USE SIMPSON EPDXY-TIE BOLT SYSTEM WITH ET-HP OR SET HIGH GAR to hEE° HOLE A5 THE BOLT; FOR BOLTS IN STEEL DRILL HOLES 1/16"LARGER THAN THE BOLT DIAMETER. PROVIDE STRENGTH EPDXY, WITH ZINC PLATED,A301'ALL-THREAD' BOLTS AS SHOWN IN THE SKETCHES. FOR +Of w gt.P3 Maio THE FOLLOWING MINIMUM EDGE DISTANCES BETWEEN CENTERLINE OF BOLT AND ALL EDGES OF BOLTED DOWELS, USE ET-HP OR SET HIGH STRENGTH EPDXY AND REBAR AS SPECIFIED ON THE PLANS AND is gt� G+ WOOD, AND BETWEEN CENTERLINE OF MULTIPLE BOLTS: CALLOUTS. DRILLING OF HOLES AND INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH EPDXY �' r - ` t 5/8 INCH DIAMETER BOLTS 3 INCHES MANUFACTURER'S RECOMMENDATION. 'I ' i OWNER APPROVAL 3/4 INCH DIAMETER BOLTS 3.15 INCHES 1 INCH DIAMETER BOLTS 4.15 INCHES 1/44:03012410300, INITIAL: MINIMUM DISTANCE BETWEEN EDGE OF BOLT AND ANY EDGE OF STEEL PLATE (ANGLES, GUSSETS, FLANGES, PAGE: WEB5, ETC.)SHALL BE ONE INCH. 4/6/rg ENGINEER SHALL SPECIFICALLY APPROVE ANY BOLTED CONNECTION USING LESS EDGE DISTANCE THAN t SHOW EN ABOVE. W3W Z'" i LAG BOLTS.ALL LAG BOLTS GREATER IN DIAMETER THAN 1/4" SHALL HAVE PILOT HOLES PRE-DRILLED. SIZE 6415i tAifiERtS 'AL OF PILOT HOLE IN THREADED PORTION SHALL BE 10% OF THE UNTHREADED SHANK DIAMETER(OR OF: ALTERNATIVELY, 90% OF THE ROOT DIAMETER OF THE THREADED PORTION). PILOT HOLE DIAMETER OF 15 �� ��� L UNTHREADED PORTION SHALL BE THE SAME DIAMETER A5 THE UNTHREADED SHANK. IT£MS o,L.4 J. SYKORA, GPBP 'AFTED SY ' : 0 0 ry �\ GALEit 1/4" = 1' U.N.O. i 041 - \ _ --- ,, : \ , _ // ,.. , if w q- : '/. \, yic 4-5-1ce \ ci_ -/ / / Fc / 5 \ ,, ����// r /// N . . _ _ c t� o 4zo Z / / /\y _ / . / \ SOIL STOCKPILE .�\ / (J /� //t. v fir\ L.L% CD / ew i F0 NINNISIII .r. .i , A DRIVEWAY ENTRANCE liti 14• ✓r - / , ,\\ � _ -• a MAX WIDTH IS 20'PER •.!.!.. / / -- _ / VA '" EDS STANDARDS. •!•••••• Op j / / ��� �\, -, a A�• i!�!��ltaita ♦ / . / / ,/ \ '\ II I � ' ' .� �_..•ik $ lilili!i!'•i! c\\, ' !�!�!�!�!�!�e�! wti / DECK „1/4.:0„,:c.,\ N\ /i•i/i•i/i•P `4 / / • SFR S s\ \� ,......?. SO / \\ +0. /\ / /` FF HEIGHT: 431.0' �Fr� \co\\ °v \ A26 / C \�/ \ / 4e \ \ o / \ / '� A \v \\\ A v �� /�-� CV IFS i t \\ / `t2 \ \ \\ j / / \ \l�,IF co I • It. , \., 1 ____\_Nctk\ \ WI \ 7 \ ‘ //Si`, A / 6 < lota. 1 0 m\ W a � Q mK • ., � lis. ;.1. . . LOT 3 v s.d� LOT 12 \ y Ill sum r , �) 1,6415 F / - "�\ ', v )- / 1 STEPS Y �_ DRIVEYVAY / / :eke iti Z CV \\ al V CI s 1,3065Q.FT. / / i li I NATURAL / / '— MINIMUM REQUIREMENT #2 BMP'S tr \ /,. / / . I ROCK AREA m Z ei 0_ ' % / / W l� W K \ / / GARAGE STEPS/ / --i al ini BMP T5.13:POST-CONSTRUCTION 501E QUALITY AND J / FF HEIGHT: 431.0' / ; / v n/ Q w irzo DEPTH S�\�S ,` '/ // • / /,' (yry !L n/ ��/ BMP G233:SILT FENCE Cgo���\\ \ 428 \ \ J l ✓` \� // WLiu Oik \\ S i / 7.... P� 4�/ y to Q BMP C105:STABILIZED CONSTRUCTION ENTRANCE I EXIT a� / O 'G�, , '� �/ mq / / -\ /. /- / / STORM DRAIN INLET PROTECTION I-4020-00 \ \\eVID � EEN �/ cE \ E°Be° o4Uu eY < Sul Q BMP G123: PLASTIC COVERING \ � 'e'�sE\\�� . / / 2apay IrZO SOILS STOCKPILE MAY BE ON LOT OR AT OVERALL \ / \ BE° G / z o°F 3woz, DEVELOPMENT STOCKPILE. \ // it �� �/ F3'�w° A Nam ,i\ice i e w zaw� _v C' 2Y�yyN debit BMPC154:CONCRETE WASHOUT AREA \ 4' $`t if , o�pao LLJ rti WASHOUT AREA LOCATED OFF SITE AT OVERALL +r _ M ti / "o r g DEVELOPMENT WASH AREA. \ i. 1 y �Y / w a /// .^ azwap v ' ooi o \\ �- w- • \\ EL rx3me N \ r- z3azo \ / zoa z, <¢ \ / yo3.UJ AA'' \ / o800u 'Y\,S9 \ \ sp"oo 7\ amm a �° � 'OA \ /// K 000i J, \ z ,��� kiiii P !I \ z • \ / / OWNER APPROVAL N / INITIAL: PAGE: ‘ r i / ___ - N / \ i OF: A BMP T5.13: POST-CONSTRUCTION SOIL QUALITY AND DESIGNED BY: - _- 0 BMP C154: CONCRETE WASHOUT AREA e� BMP G235: WATTLES O BMP G105: STABILIZED CONSTRUCTION ENTRANCE / EXIT PURPOSE PURPOSE PURPOSE DEPTH J. SYKORA, CPBD PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM CONCRETE WASTE BY CONDUCTING WATTLES ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAW,COMPOST,OR OTHER STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO W PAVED ROADS BY VEHICLES OR EQUIPMENT.THIS 15 DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPALLS AT PURPOSE AND DEFINITION DRAFTED BY: . WASHOUT OFF-SITE,OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM MATERIAL THAT 15 RAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL.THEY REDUCE THE NATURALLY OCCURRING(UNDISTURBED)SOIL AND VEGETATION PROVIDE IMPORTANT 5TORMWATER FUNCTIONS a: ENTERING SURFACE WATERS OR GROUND WATER. VELOCITY AND CAN SPREAD THE FLOW OF RILL AND SHEET RUNOFF,AND CAN CAPTURE AND RETAIN SEDIMENT.WATTLES ENTRANCES AND EXITS FOR CONSTRUCTION SITES. INCLUDING:WATER INFILTRATION;NUTRIENT,SEDIMENT,AND POLLUTANT ADSORPTION;SEDIMENT AND POLLUTANT r`'+ ARE TYPICALLY 8 TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH.WATTLES ARE PLACED IN SHALLOW CONDITIONS OF USE INCLUDING: V N;WATER ITRATIOOW STORAGE AND TRANSMISSION;AND POLLUTANT DECOMPOSITION.THESE FUNCTIONS - Ili CONDITIONS OF USE TRENCHES AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES.SEE FIGURE 11-4.2.14 CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION ARE LARGELY LOST WHEN DEVELOPMENT STRIPS AWAY NATIVE 501E AND VEGETATION AND REPLACES IT WITH MINIMAL SCALE In CONCRETE WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE: WATTLES(P.378)FOR TYPICAL CONSTRUCTION DETAILS.WSDOT STANDARD PLAN 1-30.30-00 ALSO PROVIDES INFORMATION SITE IF PAVED ROADS OR OTHER PAVED AREAS ARE WITHIN 1,000 FEET OF THE SITE.FOR RESIDENTIAL CONSTRUCTION -CONCRETE 15 USED AS A CONSTRUCTION MATERIAL. ON WATTLES(HTTPSDOTA.GOV/DESIGN/STANDARDS/PLANS.HTM#SECTIONI) PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE,RATHER THAN ONLY AT THE MAIN SUBDIVISION TOPSOIL AND SOD.NOT ONLY ARE THESE IMPORTANT STORMWATER FUNCTIONS LOST,BUT SUCH LANDSCAPES W ://WWW.W .WPESTICIDES, t/4•" = 1' U.N.°. j THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SURFACES DUE TO INCREASED USE OF PESTICIDES -IT IS NOT POSSIBLE TO DISPOSE OF ALL CONCRETE WASTEWATER AND WASHOUT OFF-SITE(READY MIX PLANT,ETC.). ENTRANCE.STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTHMIIDTH TO PROVIDE VEHICLE AGGE55/PARKING, , W FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLD/INDUSTRIAL -CONCRETE TRUCKS,PUMPERS,OR OTHER CONCRETE COATED EQUIPMENT ARE WASHED ON-SITE. NOTE:IF LESS THAN CONDITIONS OF USE BASED ON LOT SIZE/CONFIGURATION.ON LARGE COMMERCIAL,HIGHWAY,AND ROAD PROJECTS,THE DESIGNER SHOULD CHEMICALS,THE CONCENTRATION OF PET 6 WASTES AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER.ESTABLISHING SOIL QUALITY AND DEPTH REGAINS 10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-SITE,THE WASTWATER MAY BE DISPOSED OF IN A USE WATTLES: INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHOWN , 4-5-1 rc FORMED AREA AWAITING CONCRETE OR AN UPLAND DISPOSAL 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 ACCESS TO THESE PROJECTS GREATER STORMWATER FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE,PROVIDES INCREASED TREATMENT OF 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. GROUNDWATER.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. 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 A5 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 MANAGEMENT OF STORMATER FLOW W AND ATER QUALITY.SOIL ORGANIC MATTER CAN BE ATTAINED THROUGH Mini WWATER FROM PASSING BETWEEN THEM. J NUMEROUS MATERIALS SUCH AS COMPOST,COMPOSTED WOODY MATERIAL,BIOSOLIDS,AND FOREST PRODUCT - Lath and flagging RESIDUALS.IT IS IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL QUALITY AND DEPTH BMP BE APPROPRIATE Z on 3 sides DESIGN CRITERIA AND BENEFICIAL TO THE PLANT COVER TO BE ESTABLISHED.LIKEWISE,IT IS IMPORTANT THAT IMPORTED TOPSOILS Lemmas cp �-l . c,-,a bag -INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. 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 501E SLOPES GREATER THAN 33 PERCENT. {,, / 'wr+ ' Berm Sandbag AND SOILS WITH GRADUAL SLOPES.ON LOOSE SOILS,STEEP SLOPES,AND AREAS WITH HIGH RAINFALL,THE TRENCHES 1s��1<9 R®a� r /rr/rr0111 r`" D 501E RETENTION RETAIN,IN AN UNDISTURBED STATE,THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT ��iESIGN GUIDELINESrr/ 10 mil plastic Lnktg SHOULD 8E DUG TO A DEPTH OF 5-TO 7-INGHE5,OR 1/2 TO 2/3 OF THE THICKNESS OF THE WATTLE V -START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP.SPREAD PRACTICABLE.IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A �ritr! Varies , EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS. • DESIGNATED,CONTROLLED AREA,NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS,TO BE REAPPLIED TO ill • -CONSTRUCT TRENCHES AT INTERVALS OF 10-TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE,SOIL TYPE, t y OTHER PORTIONS OF THE SITE INHERE FEASIBLE. C// / . 0. -,li 0 1 m AND RAINFALL.THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES. • -SOIL QUALITY.ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS `� +e x -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 Or CI �e�_ -INSTALL STAKES AT EACH END OF THE WATTLE,AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE. PROJECT COMPLETION,DEMONSTRATE THE FOLLOWING: C -IF REQUIRED,INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE Ay 100'min. 1.A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10%DRY WEIGHT IN PLANTING BEDS,AND 5% tt (-1 t ) � .-� � Section A-A ANDINTOTHESOIL. ORGANIC MATTER CONTENT IN TURF AREAS,AND A PH FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL. 1D mil plastic fining -WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INCHES MIN.WILLOW CUTTINGS OR 3/8-INCH REBAR CAN r ' -^�Plan Notes: THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF 1. ActuallayoutAL50 BE USED FOR STAKES. fNGORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA.SU6501L5 BELOW THE TOPSOIL LAYER SHOULD BEdetenrined in the RNd. -STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE,LEAVING 2 TO 3 INGHE5 OF THE STAKE PROTRUDINGSCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS,Type 'Below Grade" 2. Aconcretewashout ABOVE THE WATTLE. veway WHERE FEASIBLE. sign shall bo installed roadside ditch present - 2.MULCH PLANTING BEDS WITH 2 INGHE5 OF ORGANIC MATERIAL.lhin 10 m of the 4"-6"quarry MAINTENANCE STANDARDS ` ,a 3.USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS 3m Minimum washout f concrete spills a` T vrasfioul fak:aity. -WATTLES MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH SOIL AND THOROUGHLY ENTRENCHED, 1 . AP'. A.THE ORGANIC CONTENT FOR"PRE-APPROVED"AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS. �\ "` r ti THE COMPOST SPECIFICATION FOR BMP TT.30:BIDRETENTION CELLS,SWALES,AND PLANTER BOXES(P.959),WITH THE 2 Wood frame / /J OS. f ,��`��u EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35%BIOSOLIDS OR MANURE.THE COMPOST MUST AL50 HAVE AN B B securely fattened Geotextile ✓ -;,'•` :�=�= ORGANIC MATTER CONTENT OF 40%TO 65%,AND A CARBON TO NITROGEN RATIO BELOW 25:1.THE CARBON TO NITROGEN 1 around¢ w _�� RATIO MAY BE A5 HIGH A5 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND sir ..,...: - Ai perimeter with two 3'-4' t- e tee, I-�' stakes �� "�"" (72m) Lit LOWLANDS REGION. a Varies • 10 mil 14� ' r ` B.CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING(A.)ABOVE;OR - plastic lining I1, ,Vp' ,�J►r� `-.4k,- OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS,AND NOT EXCEEDING Eo .111111 I "` ' *�": X ' ��`�� - 15'min. THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-B,TESTING PARAMETERS, IN WAG 173-350-220. V `,' -.., F I Notes: THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. o 1. Driveway shall meet ,/' - Stake(typ-) Straw rolls must be /' y r /�J/ '- 12'minimum thickness 4� L IMPLEMENTATION OPTIONS:THE 501E QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE '+• Section B-� placed alongs the requirements of the \ V AdjaoeN tc09 - permitting agency. METHODS LISTED BELOW: 1- CI contours -,. stroll fighMy allot 1.LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL,AND PROTECT FROM COMPACTION DURING CONSTRUCTION. N ni 10 mit plastic fining Provide full width Two-stalked 2. It is recommended that6 C zx,z rough Plan / �i r .`s the entrance be of ingress/egress CALCULATED EXISTINGRATES BASED ONOTESTS OFB HEI SOILHAND AMENDMENTPRE-APPROVED"RATES,OR AT CUSTOM +d crowned so that runoff area wood frame """ 3.STOCKPILE EXISTING TOPSOIL DURING GRADING,AND REPLACE IT PRIOR TO PLANTING.STOCKPILED TOPSOIL MUST co ���� a.: drains off the pad. B-, Type "Above Grade" with Wood Planks r _, ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS,EITHER AT A DEFAULT"PRE- z co NOT TO SCALE �i, `�• APPROVED"RATE OR AT A CUSTOM CALCULATED RATE. - CO 1- IT �i, ,t: ^�7 - 4.IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. W X w (t' , iff-25(3-&n) �/ MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE.SOIL THAT ALREADY MEETS THE al m o cn 2 Figure Iasho 7aN. ,• ,� �. Figure II-4.1 .1 DEPTH AND ORGANIC MATTER QUALITY STANDARDS,AND IS NOT COMPACTED,DOES NOT NEED TO BE AMENDED. J el d • in Concrete Washout Area Stabilized Construction Entrance MAINTENANCE 'O m Revised June 2015 spacing depends • DEPARTMENT OF Revised June 2015 -ESTABLISH SOIL QUALITY AND DEPTH TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED, PROTECT FROM DEPARTMENT OF on soil type and %:'Vi COMPACTION,SUCH A5 FROM LARGE MACHINERY USE,AND FROM EROSION. ECOLO/+ P sWpe steepness '�/��!\ Sedimer4,a organic matter. ECOLOGY GY Please see haplM,ww-icy-wa.gow'copynghLh;m,For copyrght notice including permissions, vj 'gPlease see hapl/www.ecy.via.go deopyrkdrt.hfmlfor copyright notice including permissions, PLANT VEGETATION AND MULCH THE AMENDED 501E AREA AFTER INSTALLATION. State of Washington limitation of liability,and disclaimer- tom. and native seeds are State of Washington limitation of liability,and disclaimer. -LEAVE PLANT DEBRIS OR ITS EQUIVALENT ON THE SOIL SURFACE TO REPLENISH ORGANIC MATTER. ,t , - •!1 captured behind the robs. -REDUCE AND ADJUST,INHERE POSSIBLE,THE USE OF IRRIGATION,FERTILIZERS,HERBICIDES AND PESTICIDES, ii.•i _, ` ',egg. RATHER THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES. V } 0 BMP C1230: SURFACE ROUGHENING ® STORM-DRAIN INLET PROTECTION 1-40.20-00 O Purpose: 1.SIZE THE BELOW INLET GRATE DEVICE(BIGD)FOR THE STORM WATER STRUCTURE IT WILL SERVICE 0 BMP C233: SILT FENCE IL Hi r- Surface roughening aids in the establishment of vegetative cover,reduces runoff velocity,increases infiltration,and provides for sediment trapping through the provision of a rough soil surface.Horizontal depressions are created by operating a tiller or other suitable equipment 3"-5'(75-125mm) 2.THE BIGD SHALL HAVE A BUILT IN HIGH-FLOW RELIEF SYSTEM(OVERFLOW BYPASS). PURPOSE ci 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 GONSTRUGTION 517E BY PROVIDING A I--" 4 CO as seeding,mulching,or sodding. TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW.SEE FIGURE -y� s ‘y 8"-t d'Dia. 3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. Z CONDITIONS OF USE: •_ ' ',� (200-250mm) 11-42.12 SILT FENCE(P.369)FOR DETAILS ON SILT FENCE CONSTRUCTION. w -All slopes steeper than 3H:1 V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding. `�' i �/ 4. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). 11-1 ' 1 CONDITIONS OF U5E 0J ILI f� -Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place. .'t~�If� -Slopes with a stable rock face do not require roughening. Live Stake ll aS,+ SILT FENCE MAY 8E USED DOWNSLOPE OF ALL DISTURBED AREAS. ...et W -Slopes where mowing is planned should not be excessively roughened. l/ SILT FENCE SHALL PREVENT SOIL CARRIED BY RUNOFF WATER FROM GOING BENEATH,THROUGH,OR OVER THE TOP OF '� t �. y,�f/ lJ 1-x 1"Stake • rswc THE SILT FENCE,BUT SHALL ALLOW THE WATER TO PASS THROUGH THE FENCE. I- y♦� L- •� P (25 x 25mm) GRAMM NRnE 1 AS SILT FENCE 15 NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR 15 IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS -v` ` O OF OVERLAND FLOW.CONVEY ANY CONCENTRATED FLOWS THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT POND. Y• ,d w Ili 0 v - - - - - -` - - 1L NOTE: • ��' .. � tlll� `' DO NOT CONSTRUCT SILT FENCES IN STREAMS OR USE IN V-SHAPED DITCHES.SILT FENCES DO NOT PROVIDE AN ��Gy 1. Straw roll installation requires the placement and secure staking _ �,4� ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW. 0 .(� 0 4 aa. ca. as *ram r ' of the roll in a trench.3"-5"(75-125mm)deep,dug on contour. ., - IIIi�rraroNw V . (� z �' , Rrnoff must not be allowed to run under or around -NOT TO St'AI F - °w. 1,ON BYPASS '^illiii II .v U _ _ Figure II-4.2.14 E Jdnls in filter fabreshall be spliced NNNNHNN:NNH91 ;Tavaaa.:7tadiiitiPtallil.Ciititeakvgal• c �.Q c , at posts.Use staples,wire rings or en lMI�. � c, c a Wattles attle5 r equivalent to attach fabric to posts / a i. ' 2"xr by 14 Ga.wire or equivalent. ���1! Revised November 2015 � � �'�a� a' DEPARTMENT OF d standard strength fabric used `_� ECOLOGY ^ - Z G a vrr .'r'-� ram:.•,,..av�a-ra-awa a. te a" G- Please see hit JAvw'sv eC wa w'Cpp ht.Marl for copyright naive includingermissions. '- • c•; D.;.;c c i••da••S OnHa a❖a•.f•••a•• �� 1� ► ca- P Y 90. Yrf4 P n aNM _ " i i i i �1 iii•iii0 ''••-i••O• •dS••. !�f-� � State of Washington flmitalion df lrabrk ,. ir'. • m!!! a faN••• ♦ • wuz ,.,.........NIt r! o rtG-L aClil- r x i•ii i iii air eiii !N r Y E rn rrf z r5,a¢ Tracking with machinery up and down G,, e a �,, O BMP C123: PLASTIC COVERING ' ` r. - ' A. ': -..a ,L...,...,...!!NN! !r �"'�o the slopeprovides rotrves that will r .. a e a.a it. , -, •a • ••••••rr'• g ��- 4 Gz i �.`irii'%.tipre,Asi,,.4p06•N!!Nr ■rs WI V� a f5y • 'a❖fi••❖a❖aQ•i•.•rr•tkm::: .•I N N N! !E `W Vq catch seed,rainfall.and reduce runoff. ems. aa PURPOSE: • -O•ia�a�a�a�a�•�a�a�.•044�44�.�SSE! N!s zzao3w a n rtccttettvlM .-.k` , Oaa..���...-;,r r, .�.�li !r kil a PLASTIC COVERING PROVIDES IMMEDIATE,SHORT-TERM EROSION PROTECTION TO SLOPES AND DISTURBED AREAS. NOT TO WALE I. V. ! •- •":.•.• D".• :a• atag€ I r\ nV�n� �a V n y s"m Tracking CONDITIONS OF USE: rr rP` ' w � PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS, 1 1 6'max 1 I z gnq Minimum flir z EXCEPT AS STATED BELOW. 4"x4"trench 11 1 (? g w PLASTIC 15 PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES.NOTE:THE RELATIVELY 'J I'-S s w cr 1'-• RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM(GREATER THAN SIX Post sparing may be increased CC) ro i z wg 11=ir; 2"x2 wood posts.steel 1b=11 h MONTHS)APPLICATIONS. to 8'if wire backing is used 'arch II'-11-11• fence posts.or equivalent (� 11=11=L -DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING,DO NOT USE THIS METHOD UPSLOPE OF AREAS THAT MIGHT BE -r RECTANGULAR RETRIEVAL ais%s �1 EL o o p W ts II-II.II=11 i ADVERSELY IMPACTED BY CONCENTRATED RUNOFF.SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES. $ ci" • =II. II,I_ s -PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIES,REQUIRING ADDITIONAL ON-SITE Oji3 g 11=11 tf�r r-11=r. MEASURES TO COUNTERACT THE INCREASES.CREATING A TROUGH WITH WATTLES OR OTHER MATERIAL CAN CONVEY =-a II 1t a=11=11= 2"x2"by 14 Ga.wire or equivalent. 2w°d� =11-11=II=11' CLEAN WATER AWAY FROM THESE AREAS. to e 2'�1--._ if standard strength fabric used : w�3�2c� t 11=11=11 11-11= -TO PREVENT UNDERCUTTING,TRENCH AND BAGKFILL ROLLED PLASTIC COVERING PRODUCTS. E a �ff se r-- a, q°.,„ 7 °o'S 11=11=11=11=II-II• `� 56' 6"min =111111E -WHILE PLASTIC I5 INEXPENSIVE TO PURCHASE,THE ADDED COST OF INSTALLATION,MAINTENANCE,REMOVAL,AND r' j in pJU° r H-t' =11=11= �. ^;,aft°., a,..... ��+ Fitter a, m=`o I1=}i Ill (15m) (15Dmn) =1L'I 1 DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL,UP TO$L50-2.00 PER SQUARE YARD. ��I lei 1f=11 II h }J� \ .r »_ 1=1I 11 11 11 /` -II'I" -WHENEVER PLASTIC 15 USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURES AT THE BASE OF THE ` e 2.min g w o 1 f SLOPE.THESE MEASURES INCLUDE PLASTIC-COVERED BERMS,CHANNELS,AND PIPES USED TO COVEY GLEAN u . tfr \ . , i1 LL�o si ,# +.� r RAINWATER AWAY FROM BARE 501E AND DISTURBED AREAS.DO NOT MIX GLEAN RUNOFF FROM A PLASTIC COVERED , 4 ° �i Contour Furrows SLOPE WITH DIRTY RUNOFF FROM A PROJECT. NELowxleTORATE OENCE \ OVERFLOWemnssmrt al aal , % Backfitl trench with �AQ - 'Jr:t• 1 native soil or'/,"- w 4 Cr v T 1.5"washed gravel �� � N °INNER APPROVAL f1 !I �t, xsor �Jirmint / II .tn _ Grooves wilt catch seed,fertilizer, 11 II-Ii 11-d ll= 4d�p/S Minimum -ll 11=II II r d. II 11=1 xrm r.rWAIIHNOT 4"xa"trench mutch.raitfaft,and decrease runoff. II.-11 11 It- t 11=11 II 11 INITIAL: II II II-11- d II=11 II 11=1 II II- f1=134gR1 11=11 PAGE: II- 2'x2"wood posts.steel 11 11-II=11 I=I .11- moan NOT TO SCALE fence posts,or equivalent NOT TO SCALE A23 0Figure I I-4.1 .5 Y `J rfi x , Surface Roughening by Tracking '" `aiE f Figure II-4.2.12 OF: and Contour Furrows Silt Fence DEPARTMENT OF Revised June2015 PS er3aitle* / 0140-07 DEPARTMENT OF Revised October2014 ECOLOGY ----n. ECOLOGY Please see haplhvww.ecy.wa opyright-hfml nor copyright melee including permissions, ,craw•sr tens Mee Please see hdpl/wwwecy.wa.govicopyrighLMml for copyright notice including permissions, State of Washington tintitation of liability,and disclaimer. -- State of Washington limitation of liability.and disclaimer.