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Permit File BLD-2019-0040 (2) 3930 Rock Ridge Parkway
r Y '''4 Cityof Anacortes Invoice/Permit#: BLD-2019-0040 904 6th Street Applied date: 01/24/2019 "'y P.O.Box 547 Issue date: 03/08/2019 A. Anacortes, WA 98221-0547 Expire date: 09/03/2020 `-',, '+ 7',z_ (360) 293-1901 Job Address: 3930 ROCK RIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New single family residence Drainage BMP maintenance covenant required Owner Address:2607 Fircrest Blvd Anacortes, WA 98221 Owner: STEVE&CAROLE BLEISTEIN Contractor: STRANDBERG CONSTRUCTION Address: 14631 40TH AVE NE Address: PO BOX 319 LAKE FOREST PARK WA 98155 ANACORTES WA 98221-0319 Phone: Phone: (360)293-7431 License#: STRANCIO2OCC General Information: Fees: Occupancy Group it-1 Plan Application Fee 200.00 Use Zone R2 Building Permit Fee 4,635.00 #of Bedrooms 4 Plan Review Fee 3,012.75 Basement Square Footage 486 Mechanical Permit Fees 165.85 1st Floor Square Footage 1386 Plumbing Permit Fee 216.00 2nd Floor Square Footage 2779 State Building Code Fee Resi 6.50 Garage Square Footage 584 Sewer Inspection Fee 50.00 Deck Square Footage 149 Storm Drain GFC-Residential 1,646.69 Porch Square Footage 548 Sewer GFC-Residential 9,774.75 #of Stories 3 Park Impact Fee 615.00 Building Valuation 795000 Traffic Impact Fee 2,730.77 # Forced Air Furnace<=100k 1 Total Calculated: 23,053.31 #of Bathtubs 1 Deposits/Receipts: 200.00 #of Clothes Dryers 2 #of Clothes Washers 2 Total Due: 22,853.31 #of Dishwashers 1 #_of_Gas Outlets 1 #of Gas Fireplace 2 #of Gas Piping 1 #of Gas Water Heaters 1 #of Water Piping 1 #of Hose Bibbs 4 #of Kitchen Sinks 2 #of Lavatories 7 #of Range Hoods 2 #of Showers 2 #of Slop Sinks 2 #of Sewer Ejector Pump 2 #of Ventilation Fans 6 #of Water Closets 4 S.., Trt Y X,,, rtes Invoice/Permit#: BLD-2019-0040 ,,, �, w Applied date: 01/24/2019 .Hadlitlielt )8221-0547 Issue date: 03/08/2019 ' i` Expire date: 09/03/2020 I y Permit Type: Single Family Residence Permit Project: Finance Department 019127-0024 Carla B. 04/05/2019 01 :51PM PERMITS AND INSPECTIONS anantrequired STEVE & CAROLE BLEISTEIN vd Anacortes, WA 98221 BLD-2019-0040 Single Family Residence Contractor: STRANDBERG CONSTRUCTION Permit Address: PO BOX 319 New single family residence 5 ANACORTES WA 98221-0319 Drainage BMP issued Phone: (360) 293-7431 2019 Item: BLD-2019-0040 License#: STRANCIO20CC Plan Application Fee 0.00 Building Permit Fee 4,635.00 Fees: Plan Review Fee 3,012,75 Plan Application Fee 200.00 Mechanical Permit Fees 165.85 Building Permit Fee 4,635.00 Plumbing Permit Fee 216,00 Plan Review Fee 3,012.75 State Building Code Fee Mechanical Permit Fees 165.85 Resi 6,50 3 Plumbing Permit Fee 216.00 3 State Building Code Fee Resi 6.50 Sewer Inspection Fee 50,00 Sewer Inspection Fee 50.00 Storm Drain Storm Drain GFC-Residential 1,646.69 GFC-Res i dent i a 1 1,64.6.69 Sewer GFC-Residential 9,774.75 Park Impact Fee 615.00 Sewer GFC-Residential 9374,75 )00 Traffic Impact Fee 2,730.77 Park Impact Fee 615,00 Total Calculated: 23,053.31 Traffic Impact Fee 2,730,77 Deposits/Receipts: 200.00 Water GFC 5/8 x 3/4 4,254.08 Total Due: Payment Id: 239752 22,853.31 27,107.39 Subtotal 27,107.39 Total 27,107.39 CHECK 27,107.39 Check Number037510 Change due 0.00 Paid by: STEVE & CAROLE BLEISTEIN IIIIIIIIIIII IIIIIIIII!IIIII IIIIIIIIIIIIIIIiIIIIIIIIIIIII III Thank you for your payment COPY DUPLICATE RECEIPT , A- 4 `'_ City of Anacortes Invoice/Permit#: BLD-2019-0040 904 6th Street Applied date: 01/24/2019 " r P.O Box 547` i . Issue date: 03/08/2019 +, 0 Anacortes, WA 98221-0547 1 i1 Expire date: 09/03/2020 (360) 293-1901 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OTHER STATE OR LOCAL REGU TING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. r JJ )(ZA / SIGNATURE OF OWNER OR AUTHORIZE AGE / ISSUED BY c3Lfl - zoI - 06110 lie PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT fe r S ENTIAL BUILDING PERMIT AP r `. rg ', fling Address: P.O. Box 547, Anacortes, W 1: 1 ffice Location: 904 6`/'Street, Anacortes WA 1:121 ANiale9 Phone: (360) 293-1901 �!�2 N�9 RIES PLEASE REFER �u�I i�� IILDING PERMIT CHECKLIST BELOW FOR SUBIT t�tLFRtVU ANAG�M S PROJECT ADDRESS(Street,Suite#): PARCEL(S)#: 3g30 Ro P�Mcw4y P1336752. Subdivision/Lot#: PROJECT VALUATION: $ Leer 5, 5 u Alma VZoc RAP e PttASE ri gs, APPLICANT: Phone: 5'CE.V E et.e-' 1-eI 4 i C -o .E. Si- t4TE-w4 Address(Street,City,State,Zip): 9 "/ 3 S Email Address: 14 It 31 4 O TM Pcv E. 14 E , �+� Foyco.s-r P PROPERTY OWNER: Phone: _5 rL-'J 4- Carizo LE 131-.etsTmw4 —_-- — Address(Street,City,State,Zip): Email Address: ti CONTACT PERSON: Phone: JIv t S (icoKA 31t0- 424-4125q Address(Street,City,State,Zip): Email Address: jiwl&s ykorwhdwwecles igrl.cerN LENDING AGENCY: P ne: C/ Address(Street,City,State,Zip): Email Address: CONTRACTOR:* Phone: 5t ,011 )5E12.(4 Goat sm-v-11 or4 '3 40 -'$.93 - -7 431 Address(Street,City,State,Zip): Email Address: 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: NEW SIAfbt,E. Fi rvv iLN1 IeESt DE.NCE PROPOSED NEW SQUARE FOOTAGE: Basement SQ': 13 8 lP E. Finished Basement: ❑ Unfinished Basement 1St Floor SQ': 211 e{ CO Garage/Carport SQ': 584 2'Floor SQ': Deck/Covered Porch/Patio SQ': 141 ! l q3 Fire Sprinkler: El Yes El No Lot Area SQ': 10 t 542 4 / I declare under penalty of perjury that the information I have provided on this form/application is true, correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: J I Wl Sy 44 tC A Owner kJ- Agent ❑ (specify): Signature: Date: 1- ZZ-t et Page 1 of 5 IMPERVIOUS SURFACE AREA: Existing Impervious SQ': NI LIE. New Impervious SQ': 51 2)(2 a Total Disturbed Land/Soil SQ': LC'S ni-hi4 7100 0 41 _Total Proposed: Cut: Fill: New hard surfaces(pervious&impervious) S Z 1 to Land converted from native vegetation to lawn or landscaping SQ' 21 LQle 41 Land converted from native vegetation to pasture SQ' MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: ( y Elec#: BTU: Other#: Wall Heater: Gas#: Elec#: Other:#: Location(s): Gas Water Heater: #: t `` Location(s): 0 r'L 1'ry Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Radiant/Hydronic Heating: Gas#: Elec#: Other:#: Location(s): Exhaust Fans: Bath#: 4 Laundry#: k Other: / S Range Hood: #: I., Location(s): ktTt Hep.1 1 ieire-tt rra. 2. Fireplace: Gas#: Z "' Elec#: Other:#: Location(s): 2. Clothes Dryer&Duct: Gas#: Elec#: Z v Other:#: Location(s): 2 Stove/Range/Oven: Gas#: ( Elec#: ( -/ Other:#: Location(s): 2. Gas Piping/Outlet(s): #: Location(s): Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): ,..'W n''rS ';-1,'', : . ° :.,-- l' '/�. -'f-c-iz�`r i # fir' w y 'r P r;r`'-a' q 3 t :45;P, " tI: t ""' s �S^ l 'rje%! ,i a„ 5 ,x . ..� <3� �n3d.alt3i.-r4 'i::..,:f�h2^tr,..,l`.f.E::' .tw �L �.K:ts.:aC_d�'a.�i �i,`.x.}.3>_.z" `.s"'�.°`u"'fi 1,./fi '«.�.^* .� .x7 '. .... r€J.s..ik3,.. .w„ ..,���.u..cta.S3w,_. . ;f+:Y`.<Y PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): 4' v Refrigerator water supply(for water/ice dispenser): I Kitchen Sink: Z. `" Pressure Reduction Valve/Pressure Regulator: Utility Sink: „r-2- Water Service Line: Tub: 1 `' Water Piping: Hand Sink: , Clothes Washer: 2-'✓ _ Shower: _ Z.. `" Electric Water Heater: Tank-less? Yes 0 No Dishwasher: I "-"" Backflow Prevention Device: Hose Bib: 4. Other: TOTAL PLUMBING I IXI'UR u ' 1 Page 2 of 5 I c4l PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT iikkRESIDENTIAL BUILDING PERMIT CHECKLIST -- 7 lialit47Mailing Address:P.O. Box 547,Anacortes, WA 98221 .eo Office Location: 904 61h Street,Anacortes WA 98821 Phone: (360)293-1901 Plans shall be of sufficient clarity to indicate the location,nature,and extent of the work proposed,and conform to the provisions of the adopted International Codes and City Ordinances. '` PERK-I t TYPE: s m c, c> . , fe ..... y SUBMITTAL REQUIREMENTS: a g ci. ''' tV 9 The number Indicates the nunil;ex of 2 /� (` "'" ' n copies for'st b ttal(if app:licable)4 " . � P ram,.` ..C, 0 c� c> / Residential Building Permit Application 1 1 1 1 1 Site Plan rawn to Scale & Surveyed—if j 2 0 applicable V Building Plans (Drawn to Scale) 2 2 2 2 2 V Reduced Site Plan(11"X 17") 2 2 0 1 1 L/ Reduced Floor Plan(11"X 17") 2 2 2 2 1 Structural Calculations (if applicable) 2 2 2 2 2 1/ ✓ Energy Code Compliance(shown on plans) ✓ ✓ ✓ v Stormwater Minimum Requirements 1-5 3 3 3 3 t/'- -- V Landscape Plan 2 2 2 — Grading Plan/Cut/Fill 2 2 2 N/A-- ..—. Critical Areas Report(if applicable) 1 1. 1 1 Iv/A- Geotechnical Report(if applicable) 1 1 1 1 Plan Review Deposit(due upon submittal) 1 ✓ ✓ ✓ 1 JAN 2 4.2019 Hydrant Flow Test Report CITY OI=ANHC:U , Test Date 5/22/2018 Test Time 9:00 AM Location Tested by 3924 & 3932 Rock Ridge Parkway Mark Taitano Anacortes, WA 98221 Commercial Fire Protection, Inc. 17199 Bennett Rd Mount Vernon, WA 98273 (360) 848-9093 Notes Read Hydrant Hydrant 920 & Hydrant 921 59 psi static pressure Read Hydrant= Hydrant 921 26 psi residual pressure Flow at 2.5" ports of both hydrants using 2" pitotless hydrant elevation nozzle on 2.5" Hose Monster. Flow Hydrant(s) Pitot Outlet Elev Size C Pressure Flow #1 2.0 1.38 7 436 gpm #2 2.0 1.38 7 436 gpm #3 2.0 1.38 9.2 500 gpm #4 2.0 1.38 9.8 516 gpm Total 1888 gpm Flow Graph 75 2066.4 gpm at 20 psi 60 45 psi 30 15 0 I I I I I I I 1 1 1 1 1 1 1 1 1 IIIIIIIII I l I I I 1 I I I 0 500 1000 1500 2000 2500 gpm Created with the free hydrant flow test program from www.igneusinc.com • ' 1 .. - - -. _-_ - - .. . ��.�_ .. . .. .lc- a -47 A 4' yi f Y • Y _ 4 �` <' b: 75 ....si. , 13: - , , • • Y ^•,f ^( ...ram y „iY),lc; M' ¢ '` 1 r i , • 44, • y�,x v t d4. �. i s a.•' _\ f �7)A1i �'�' J,!%S fi h• , �%/, 5/ / /,//,/..*/ 3.i.. / >.. • , , . . M...,7)))M). • • ' b�' .q • g r y i / . . ♦+ `/ fF //`7c 'rC /,yspyy/ j/. .,��(• , .y a , /)/ ' : N •�,, p. /';•! R • y - .., t. ,-,/, `r ' '39"//G". • f•.`' .'t+' F ' .fig$' ,. <. qq/ , /. !' 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O r ( ` s ' • I"N „ i u , F i) yrfr/ry 2 • • i f Cricchio, Kevin From: Cricchio, Kevin Sent: Thursday,January 31, 2019 1:05 PM To: Jim Sykora Cc: Lange, Steve; 'Debbie Headrick'; 'Aimee Frantz'; Frisinger, Rob; Fyrrce, Groc Subject: 3930 Rock Ridge Parkway, BLD-2019-0040 1-31-19 RE: 3930 Rock Ridge Parkway,BLD-2019-0040 Jim, I reviewed your building permit application on behalf of the Planning Department concerning constructing a residence at 3930 Rock Ridge Parkway.The following clarifications/revisions are needed: 1. The subject property is 10,542 SO' in area per the recorded survey. In the R2 Zone, 20% of the site must be landscaped. It does not appear that this requirement has been met fully. 2. Please provide a cross section of any retaining walls proposed and explain how you are complying with AMC 17.52.050 regulating retaining walls in required yards. 3. Please explain/break down in detail how you come up with the lot coverage calculations that are shown on sheet A2.The proposed decks should be included. Kevin Cricchio, AICP, ISA, WPIT I Senior Planner I Certified Arborist Planning, Community & Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orq I www.cityofanacortes.orq My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 BUILDING PERMIT APPLICATION REVIEW: ‘5 ` — a..No - 0DATE: PERMIT#: J SITE ADDRESS: "Sl c , C-..\Q_ PARCEL#: ey,, r3oy) ,_: __ J SURVEYED SITE PLAN: ❑ yes ❑ no • Does site plan & dimensions match survey 0 yes 0 no IZONING DISTRICT: S) 7-- • Is the land use permitted in zone eyes 0 no CRITICAL AREAS: 1 • Is any critical areas located either on the subject property or within 300 feet 0 yes 0 no SHORELINE JURISDICTI' N: • ❑ yes no • Shoreline Environment: Setback from OHWM: • Is the land use permitted in environment ❑ yes 0 no iIMPERVIOUS SURFACE MAXIMUM: I MINIMUM SETBACKS: ,\ 0 MINIMUM LANDSCAPING: ' ?--- \/C IMINIMUM # OF TREES: n L J(5 MAX LOT COVERAGE: 1� MAX PERMITTED HEIGHT: ) o OFF-STREET PARKING: `J rl \ 1 lJ ' c \ 1?')C) � ll EASEMENTS: 1 (-> ,c Qom. k9(,___,N Frisinger, Rob From: Frisinger, Rob Sent: Thursday,January 31, 2019 10:35 AM To: 'Jim Sykora' Cc: Lange, Steve; Cricchio, Kevin Subject: 3930 Rock Ridge Hi Jim, In order to complete the building review we require a site plan that indicates the proposed grading, including toe and top elevations at retaining walls. Please provide engineering for any retaining wall that is four feet or greater or is affected by a surcharge. The geotechnical report by Geotest Services, dated 9/22/2017 recommends a 10'geohazard setback and suggests considering pinning the foundation elements. Please confirm with the engineer that pinning is not required, or include pinning details in the foundation plans. Please note that additional reviews from other departments/persons may still be pending and may result in additional requested revisions. If you have any questions, please let me know. Thanks, Rob Frisinger Plans Examiner/Building Inspector/Code Enforcement robf@cityofanacortes.org Office (360) 588-8297 Cell (360) 391-1403 0 02 My incoming and outgoing email messages are subject to public disclosure requirements per RCVv 42.56 1 I 741 Marine Drive PHONE egij Bellingham,WA 98225 360 733_7318 20611-67"'Avenue NE TOL FREE 3FM 60 Arlington,WA 98223 888 251 5276 360 733 7418 September 22, 2017 (("�� Job No. 17-0022 D . Lt 11 r / 1 , Strandberg Construction, Inc. PO Box 319 JAN 2 4.2019 Anacortes, WA 98221 CITY OF ANACORTE. Attn.: Nels Strandberg Re: Rock Ridge Property, Lots 1 -8 Geohazards Evaluation Rock Ridge Summit Anacortes, Washington Dear Mr. Strandberg, As requested, GeoTest Services (GTS) has visited and conducted a geologic investigation of the subject property located in Anacortes, Washington (Figure 1). The purpose of our investigation was to evaluate risks associated with slope stability and methods for mitigating potential impacts of the site geology for the proposed residential development as well as provide recommendations for residential foundation construction. PROJECT DESCRIPTION GTS understands that residences are proposed for 8 lots (subject area) within the western portion of the proposed Rock Ridge Summit residential development in Anacortes, WA (Figure 2). The 8 lots cover approximately 2.2 acres and exist adjacent to an exposed bedrock cliff face. Each of the 8 lots within the subject area is proposed to contain a residence that will exist above and east of the cliff face. At this time, proposed residence designs have not been provided to GTS. However, GTS understands that the residential foundation will be placed directly on bedrock surfaces and portions of the foundation will exist near sleep, sloped portions of bedrock. GTS anticipates that the residential foundation elements will most likely consist of a conventional, shallow, cast- in-place concrete footing and stem wall construction. The subject area contains geologic hazards, per City of Anacortes Code 17.70.180. Specifically, the subject area contains landslide hazards because site slopes have gradients steeper than eighty percent that may be subject to rock fall during seismic shaking (17.70.190B.5.). As such, a geologic hazards assessment is provided herein. SITE CONDITIONS This section discusses the general surface and subsurface conditions observed and interpreted at the project site at the time of our site visit. Interpretations of the site conditions are based on the results of our review of available information, site reconnaissance, and our experience in the project vicinity. Page 1 of 14 GeoTest Services, Inc. September 22,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Surface Conditions A representative from GeoTest visited the 8 lots on June 26, 2017 in order to provide a visual surface evaluation of the site topography and bedrock surfaces and to determine a risk associated with the stability of site slopes. At the time of our site visit, the subject lots were surrounded by Rock Ridge Parkway to the southeast, residentially developed lots to the north, a steep bedrock cliff and residentially developed lots below to its west, and undeveloped and forested land to its south (Figure 2). The surrounding vicinity contained exposed, undulating bedrock surfaces that slope primarily west (Figure 3). Surface features of Lots 1 through 8 are described below. Lots 1, 2 and 3 In general, Lots 1, 2 and 3 exhibited similar surface characteristics. These lots existed within the northern third of the subject area and contained relatively flat topography within their eastern portions and northwest facing slopes within their central and western portions. Slopes within the eastern portions of each of the three lots were between 0 and 19 degrees (0 and 33%) and slopes within the central and western portions of the lots were between 19 and 45 degrees (33 and 100%). Steeply sloped, exposed bedrock existed along the western margin of the three lots. Up to approximately 80-foot tall rock cliffs existed to the west of these lots. The majority of Lots 1, 2 and 3 contained exposed bedrock surfaces; however, a thin cover of graded native soil existed within the eastern half of Lot 1 and the eastern quarter of Lot 3 (Photos 1 and 2). Vegetation within Lots 1, 2 and 3 consisted of scattered madrone and Doug fir trees, abundant groundcover, where present, and occasional shrubs. There were no signs of surface water or surface water channels on the three lots. Further, there were no signs of unstable slope conditions within the three lots. 5 f i # ,# . am x i d// -�may,,,,. t‘ -: Vie-, . 4 '[ ,�+, � g '! �c"±''. Zvi C �`rt7F h iLibZ _ '`�`� ti .'.'y Photo 1: Western half of Lot 3. Ty pical conditions in western portions of Lots 1, 2, and 3. Looking northwest. Page 2 of 14 GeoTest Services , Inc . September 22 , 2017 Rock Ridge Summit , Anacortes , WA Job No . 17-0022 /; +�. alej . . y # y vs i ti 4; s1t — eF y ` T A` t tiq I r f.�5- '�'W•�':. . • ` 8 t ! 1 // Pt 4 tt S l < • ✓/Pn:n .v * 4 4 t � ' L 1 f • ! ee Photo 2 : Eastern portion of Lot 3 . Note graded soil cover. Lots 4, 5, 6, and 7 In general , Lots 4 , 5 , 6 and 7 exhibited similar surface characteristics . These lots existed within the central and southern sections of the subject area and contained shallow , west to northwest facing slopes within their eastern portions and steep , west to northwest facing slopes within central and western portions . Slopes within the eastern and central portions of each of the three lots were between 0 and 12 degrees ( 0 and 21 % ) and slopes within the western portions of the lots were between 12 and 70 degrees ( > 21 % ) . The majority of Lots 4 , 5 , 6 and 7 contained exposed bedrock surfaces along their western margins ( Photo 3 ) . The exposed bedrock surfaces steepened to near vertical bedrock faces of a cliff located just west of the lots . The eastern and central portions of the four lots were covered a veneer of graded soil ( Photo 4 ) . Vegetation existed only within the western margin of Lots 4 , 5 , 6 , and 7 and consisted of a variety of groundcover ( Photo 3 ) . No trees existed within these lots . The central and eastern portions of the lots were cleared of vegetation . There were no signs of surface water or surface water channels on the four lots . Further , there were no signs of unstable slope conditions within the four lots . t"" MI M1 I. .' B r 4+• N4 4 - .-4•4� ' L ( ' . i i/ 1, -. P ;1 ., t < ., .6 ir • e, A. iefft le S. y /tom �Il-, .Y f` .A ; aS � S .�Y Ay .mac � ' u ♦ F , Ar .45404041‘, 4 •' ` Pd. o O . il / - . ' Jr ; " Photo 3 : Western margin of Lots 4, 5 , and 6 . Looking north . Page 3 of 14 GeoTest Services , Inc . September 22 , 2017 Rock Ridge Summit, Anacortes , WA Job No . 17-0022 •• e ' r`: zE `#sue^ �', _ . r iceS / .may.. $l t :�a ,. _ :` , I ' r. lei A. M1 � ?� { • � ' J ) 1 g Al 1 • / • • .. ...-ri I ° - . . . , i .;.. S aY iRf Sy Yi ' ~ram tfr r..i 14 - � Rw,..:•. _ .tt • . .m • •lE • 'i J',./'/'' ',/ "/J/i/r... / ., ,,/,.Z%/%/%'//, •vi/ •i„ ✓/ i ri•/r :n •/. //7 r'<u.,1...r< %i° %'<%'<i%'1!':!rr/r; // 'Yrr1 r : y/u.r n rJ.J .°or r //�.,•r, . Photo 4. : Eastern portion of Lot 5 . Note graded soil cover to native surface contact. Looking east . Lot 8 Lot 8 existed within the southern section of the subject area and contained shallow , west to northwest facing slopes within its eastern and central portions and moderately graded , west facing slopes within the western portion . Slopes within the eastern and central portions of the lot were between 6 and 9 degrees ( 0.3/410 and 16 % ) and slopes within the western portion of the lot were approximately 27 degrees ( 51 % ) . The majority of Lot 8 was covered with native vegetation consisting of Douglas fir , cedar , madrone , and a variety of brush ( Photo 5 ) . While dense vegetation existed on Lot 8 , exposed bedrock surfaces were apparent ( Photo 6 ) . There were no signs of surface water or surface water channels on Lot 8 . Further , there were no signs of unstable slope conditions on Lot 8 . Notably , signs of instability , if present on Lot 8 , may be have been masked by dense vegetation cover . Yy"i:// }w r`�,♦, . • . 44f w y , e g ,- ...zJ • Y4 ' . Y f , J ?, {., '£ St' t f,•, Siv it, t _. r x�, •F - . • ;, 41 �9k`M'1�• Y i.• - Laity„ `<!.`'(, e, "♦'.�'` r , r 5 { 4t> L4 y� - ,_ :r� ;•�tr���y r# +yt _ )..: 4�-, r / !L \. +Fj bti' 'r ray • ...: yy ` / " ./ / ' r . ram., �4° ,k il}• + . "/� e. *,, , is t, ,, ice '. • ,,..y yi63'': I r4 �: ,. r.' tr ...i ! A'.�� 1 • f// ' . Off °-VS- • ''+3 �yTs` _ .Y? _, ;45 3 3 •xy 4, 1+ ♦ " N J 'r ..- las qj:>.t �✓ .t !tfr N. z+° + . / t'c 7$2r ♦ .'f` ems. 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J , . ,./ur SSSI/ r J 'O;' u{ nor , .,r r ,,, •„,„„,, rr ri / .:5 • r //%2%:errr.ji r .r , 5 Photo 6 : Bedrock surfaces within Lot 8 . A rockfall - drapery mesh system supported by I - beams and cables existed within the western portion of and along the top of the bedrock cliff face within lots 3 , 4 , 5 and 6 ( Photo 7 ; Figure 2 ) . The drapery- mesh appeared to have been constructed to attenuate energy associated with falling rocks from the cliff face and reduce rock fall or topple hazards to the residences located below and to its west . p,sr, .+/> N . .1 y ` n>' S o,y S/ . f • ;'+ v { ,. , ,_; ;. T.... • •tiSK. a•ft• if - " • / 4i.4 k. � if s ; + i • / i!r, : ,r'¢ f yari . cs s:V, • • /y f / • „.. • - A • v / ', . 4;ii r w '4i `• / z r' 4 � r _ . •/> . A- < > .y ( - a / en , t fi ` . -_ f, 111 , / J/ // ,, ,? / 13 i t e ` ice' / /2 %L/// y:4 Pt, ' 'l / _•; e- vt�l. '•,) > y . • > /r % il 4. i 94%� ! 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' :. t y/� } a �;Y��'�PG •{ i ' y / , O.♦ -f� )T Ii: 'Z IL. 1 ,, , 1• VI .I 'Y�4 + �> C 1, f • •' • ! {�,�.��• `t !h , t r _:.i3' 1r'V '�: �j ,._ �0Q 4.� t r 1�. t l •• .f S •` ..Ns} 'tt Rf /t ' f s r • • 'ROY'!ti 6 t ' 4 . / r t4i a Y t �12C H e. �t / 4 ., ` Fs ♦'. y,1 .+i s • / / / V , / / v, /r r /• /,ju 9//J/ y 7/• ,/n, r•.i v • .i. y.n..r .. / v r / . , ,•,• / r /r . r rr r / / r / i t nu Photo 7 : Rockfall drapery mesh system along steep slopes in portions of the subject area . Snots G e ollogy Geologic information for the subject area was obtained from the DNR — Washington Interactive Geologic Map , published by the Washington State Department of Natural Resources ( DNR ) . According to DNR , the 8 lots are underlain by Jurassic aged intrusive rocks from the Fidalgo ophiolite sequence . The portion of the sequence that is mapped in the subject area consists of part of the dike complex containing granite , diorite , basalt and andesite . Vertical igneous intrusive layering is mapped to the south of the subject property . Our site observations were consistent with the mapped geology . Page 5 of 14 GeoTest Services, Inc. September 22,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Soil Survey According to the United States Department of Agriculture (USDA) Natural Resource Conservation Service (NRCS) Soil Survey website, soils within Lots 1 through 4 and the western portions of Lots 5 and 6 are mapped as Whistle-Fidalgo-Rock outcrop complex (30 to 65 percent slopes). Soils within Lots 7 and 8 and the eastern portions of Lots 5 and 6 are mapped as Fidalgo-Lithic Xerochrepts-Rock outcrop complex (3 to 30 percent slopes) (Image 1). MOM ,✓( i' .4 Image 1: Mapped soils within the subject area.NRCS Components that make up the Fidalgo-Lithic Xerochrepts-Rock outcrop complex are typically composed of gravelly ashy loam and sandy loam derived from a parent material of volcanic ash and colluvium from glacial drift, argillite, and argillitic residuum. The Fidalgo component contains 7e classified erosional soils. The unit has an erosion K factor (susceptibility of a soil to sheet and rill erosion by water), whole soil, of 0.15 and a generally low susceptibility to surface erosion. Components that make up the Whistle-Fidalgo-Rock outcrop complex are typically composed of very gravelly ashy loam and very gravelly ashy fine sandy loam derived from a parent material of volcanic ash and colluvium from glacial drift, argillite, phyllite, and argillitic residuum. Both the Fidalgo and Whistle components contain 7e classified erosional soils. The unit has an erosion K factor of 0.10 and a generally low susceptibility to surface erosion. Please keep in mind that the erosion K factor, whole soil, accounts for the erosion potential of the soil only, including rock fragments, and does not account for other factors promoting soil loss, such as water sources and topography. Considering that the subject lots predominantly contain exposed bedrock surfaces with a veneer of to no soil cover, it is GTS's opinion that the risk of erosional soils negatively impacting the proposed development is low. Page 6 of 14 GeoTest Services , Inc . September 22 , 2017 Rock Ridge Summit , Anacortes , WA Job No . 17-0022 0 0 0 11 llmilted AeU al Photo RevfOW We reviewed historical images dating from 1969 , 1998 ) 2005 , 2006 , 2009 , 2011 , 2014 , 2015 and 2016 in order to determine if there has been any recent significant slope instability on or within the near vicinity of the project site . Based on the aerial photos , the subject area and site vicinity contained native conditions , including tree cover and no signs of slope instability in 1969 ( Image 2 ) . The 1998 aerial image showed that portions of the subject area were cleared of mature evergreen trees , from apparent logging activity . In 2006 , numerous evergreen trees along the existing roadway were cleared and the early construction stages of Rock Ridge Road existed in the subject area vicinity . Since 2006 , the subject area appears to have been left undisturbed and unaltered ( Image 3 ) . While vegetation was cleared from portions of the subject area over the reviewed years , there were no signs that vegetation was altered as a result of slope instability . Please consider that exposed bedrock hazards , such as rock topple and rock fall , are difficult to discern from aerial images , due to photo resolution . However , historic photos show no apparent large rock failures . In addition , there were no other signs of slope instability within or adjacent to the subject area . As such , it appears that the general appearance of the site slopes has not changed significantly within the approximately 47 reviewed years . Aerial photos were obtained from Google Earth and Skagit County' s interactive mapping service . p'S<i�, , 1 / / / '�y%/yy��/" %, /1r r" v wr�/� r, /. .y % .. r / /,may// / "7,/>oic::n , ,,,,, Ji:S' . '%i .• '4'// r '/ r %/% r ' ////Y •/1 j %3%/ : % ,_ i r ,.a..i, ///,. / % /��� '/ / //iZ' yS jam;; y, j. // / j/ / TY % / '. , , /�L ,,, ' '%` � /i/j,'Sr %� / c " Y%'/// i `;i , " ., „ C �, �jy��� r °i, i/ , r ,rw r // ♦f%,/.fr'/''Y [ / r / .' / / '/ , , /r� % j , / / ; / / /, off �// •r, / / / ///yv�/gy�,/,J(r/ / ,/yS.' 1f'%�/ s �%�'; . . 7,/ir r " r r i':/yj / / /.,/ /,,/144. 4� • W/ �T � % ; / / // "/0 / 1/ V /V 7./. /✓ 1 / 1. /, / 'I / I ' 0 ' j / `�' 1/'/,'%. , st• 'GY.Iy.../! , //e /.4 i /I/�/ / /// /r !% ��j 91 ti. 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Y/� / h"1 /. /. 4$1 �,- i, . /. ,/, / 7, • ,'9,/9e jn it / ,ri / • ./:f 1. //: . n., !/i' r ��/ , `� /Y/� -04 , , �// G/"/ ter, " !%/!'n. `: ' y N� l /, / `/f//, - f C%, /i/ , V ,!:Y%////t r// 4• •/ St//" a% �� / , •/ O i / 7 /� / /,1j � . /1/1/4 /„?, ',`,,,/, ,1l/ /! _.. . ,: _ • //>/,y04-4 f *PPP " / �.',f /.«,•'g • Gy� ; 4 /.Y, ,y; /, ,:,, . %1/o; %////.1isN%/%////i%%/ %d� rm7/^p • . Image 2 : 1969 aerial image of subject area vicinity ( circled in orange) . Skagit County iMap Page 7 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit, Anacortes, WA Job No. 17-0022 y4 /_ ... ... r // 'P(i ce " .% %j ,,. X f �y A t n /. ,( ,.;fi / . ./ a 9bb..y • }GA� a. .�/ r / , ' /: f S g- $ W 8, ,. .F k4. ee°,i/ r 4 , 4. vyE . . %- } 2 7 ; Y � yU <� f r4 :� *� i { ��// •�}T r ,y ' I l'4 ttye ! �!,} a iigz,, vi •,,`,44, 4 1;10,,,4y, , , iti,,,,,,! ,‘ 41,,, 440 ,w !'s om/ '% r j •3,r"a • 1'y ,i asr:'� /%t: = / � �F +M;' i� � 4 * E •! 4. y, -< ' �•;, s- 1 ' St4.M r r r r / // t ''IV I.b t• s ! /141- ,Sv'A e ��,. � �' rJ,ra ✓rir. rX �. '"�,�y�'d� ,,.. � �5�r i / 'vi�v -� stiff' S Sir -e;:41, -9t`¢r 6-1� i"`y�✓ry� p Y �... a r ^ u_ ."'' ✓ x�. t '"b�- J V�. �'14. �`ws.1�»'S. � Y,?r. ��� � � /^' et ,9Ri / ,f �Y �' . 1''�,.� '�Z" r,{"' 9 lac "�� t y '�' �' "r It, k .:/ §s � i 7:v,'a,/'1k*7 ",; ' '' Wyk ,. ,s t' r #k.. k_ lyy j IIY iC ` $ J .�.�5` �y , f _ }, .f.,'��f- `� x'w� ,, rr •.x�}^r` t' � �, �'�;4,4;/*V �'��. i .x, `l .iK ,>-- J ! s.. �»It?a��''''' '%4/ ~.,4,1tA s4,r r 4 ,3 3 A' r 9a , 1 �/ r s,.9ia rt / f r ?f °f / �� ,� i/ .. 'L' s � :wy�z y'�r jt�,Yc� '6,; ,g � �,'�t h. v a,. -7, y� / r�etty. 'APlF�+'�S �S . ',�Pa�'�y,_.v'°R}, / r �'.•— -.c41ol,4,10ts,-4 +s r' '"r• °` "f S, ' 'p'"fi. a rf 1,.',$4 4 m,'iF '?rC.1. % i Tf�(wl� -.� S•.,pS i t,� �3(n.OyX'a _., 3�§%/ � _ �x d r.P.'� n. 'Cc fs�X}`�`� 44 9E � �x�°iri , ' �'f by,. yr 4 s ' - .n� • � > *�" la .,64 d1./ r..,. 9i x k x �. �__ ctdr' .; A or/,.-/ii ..,., i�.+.,�? jp,"F' ... ...�: .�:�.,ter' .,'!_., �_y,'e'u'_ :. Image 3: 2015 aerial image of subject area vicinity (circled in orange). Skagit County iMap Bare Earth Drina2ery Review We reviewed bare earth imagery of slopes on and in the near vicinity of the subject area (Figure 3). Based on our review, it does not appear that there is global slope instability in close proximity to the subject property, as observed by tension cracks, hummocky and/or slumped terrain. The majority of the immediate vicinity of the subject area contains bedrock exposures. Any signs of significant bedrock failures were not identified in the bare earth imagery review. The reviewed bare earth imagery does not contain resolution high enough to identify small scale rock topple or fall hazards. As such, the presence of these hazards was not identified using bare earth imagery. No indications of instability were identified on the bare earth imagery. Rock Competency Evaluation GTS assessed rock competency at three exposed bedrock locations within the subject area (Figure 2). Evaluation of bedrock characteristics, a common practice in evaluating rock core samples, was applied to select bedrock exposures. Considering that weathered bedrock often exists on exposed surfaces, GTS assessed clean, fresh bedrock exposures where possible. GTS evaluated hardness, crystal size, weathering, strength, and fractures of bedrock exposures. Rock Hardness Rock hardness was assessed on site using a pocket knife on an unfractured rock specimen. Rock hardness descriptors are as follows: o Soft rock - reserved for plastic material a Friable rock - easily crumbled or reduced to powder by the fingers o Low hardness - can be gouged deeply or carved with a pocket knife Page 8 of 14 GeoTest Services, Inc. September 22,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 • Moderately hard — can be readily scratched by a knife blade, scratch leaves a heavy trace of dust • Hard — can be scratched with difficulty, scratch produces little powder and is faintly visible • Very hard —cannot be scratched by a knife blade On average, our analysis of the bedrock on site is described as having a "moderately hard to hard" rock hardness. Crystal Size Crystal (mineral) size and condition was evaluated to assist in determining the degree to which it may impact the development of rock fractures. Crystal size is described as follows: • Aphanitic — Microcrystalline/Cryptocrystalline — not distinguished by the naked eye • Phaneritic— Fine grained (< 1mm), medium grained (1 mm-5mm) • Porphyritic—Coarse grained (> 5mm) On average, the bedrock within the subject property was determined to have medium grained (1mm — 5mm) phaneritic mineral crystals that appeared to be relatively unweathered rather than degraded. Weathering Bedrock weathering is the physical or chemical decomposition and/or disintegration of the mineral constituents of a rock mass by the natural processes of oxidation, reduction, hydration, solution, carbonation or freeze-thaw. GTS anticipates that bedrock weathering within the subject area is primarily caused by oxidation and/or freeze-thaw. The degree to which bedrock is weathered is controlled by permeability. Pre-existing fractures provide avenues for water to penetrate the rock along which the rate of weathering can be accelerated. The degree of discoloration is a reflection of the extent of weathering. Weathering descriptors are as follows: • Fresh —The rock shows no discoloration, loss of strength or any other effect due to weathering • Slightly weathered — the rock is slightly discolored, but not noticeably lower in strength than fresh rock • Moderately Weathered—the rock is discolored and noticeably weakened • Deeply Weathered —the rock is usually discolored and weakened and a two-inch sample can be easily broken • Extremely Weathered — rock is discolored and is entirely changed to a soil but the original fabric of the rock is preserved In general, the exposed portions of the bedrock on site range from being fresh to slightly weathered. Please note that the evaluation of the proposed bedrock upon which select residence foundations are proposed to rest was limited due to the presence of a veneer of soil cover. Page 9 of 14 GeoTest Services, Inc. September 22,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Strength Rock strength, as evaluated in the field, is subject to interpretation and the response of the unfractured rock specimens to hammer blows including: • Very Strong —an outcrop resists heavy ringing hammer blows and will yield, with difficulty, only dust and small fragments • Strong — an outcrop would withstand a few heavy ringing hammer blows but yields only large fragments. • Moderately Strong — an outcrop would withstand a few firm blows before breaking • Weak—an unfractured outcrop would crumble under light hammer blows • Very Weak—crumbles by rubbing with fingers In general, the exposed portions of the bedrock on site were determined to be strong to very strong based on hammer blows. Fractures The number, orientation and condition of fractures are an important aspect of understanding the rock condition. Fractures tend to reduce the overall mass hardness and strength of the rock. Fractures include joints, shears, faults and other continuous breaks in the rock. Fractures may be: • Clean — no materials fill the fracture • Stained — discoloration or thin coatings of mineral deposits, commonly iron or manganese • Filled — fractures are filled or thickly coated with recognizable material such as carbonates, clay, quartz, or oxides. Width of fractures range from: • Very Wide - >200 mm • Wide—60-200 mm • Moderately Wide—20-60 mm • Moderately Narrow—6-20 mm • Narrow—2-6 mm • Very Narrow- >0-2mm • Tight—0 mm Spacing of fractures range from: • Crushed —5 microns to 0.1ft with clay • Intensely Fractured —0.05-0.1 ft without clay • Closely Fractured—0.1-0.5 ft • Moderately Fractured—0.5-1.0 ft • Little Fractured— 1.0-3.0 ft • Massive - >3.0 ft Page 10 of 14 GeoTest Services, Inc. September 22,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 GTS observed that bedrock fractures at the three test sites consisted of clean and quartz filled fractures. The clean fractures were located on steeper exposed bedrock portions, appeared to be a result of freeze-thaw (mechanical weathering), and were narrow in width. The quartz filled fractures (joints) were located throughout the bedrock exposures, were part of prehistoric bedrock alteration, and were narrow in width. Overall, fracture spacing varied from closely fractured to little fractured. CONCLUSIONS AND RECOMMENDATIONS Based upon evaluation of the data collected during this investigation, it is our opinion that residential development on the 8 subject lots is feasible and should not negatively impact the site from a geotechnical perspective by decreasing slope stability or increasing erosion potential. Further, we anticipate that development will pose no unreasonable threat to persons or property either on or off site provided the recommendations contained herein are incorporated into the project design. If the foundation elements are placed on flat or flat and stepped bedrock, pinning of the foundations is optional. However, if foundation elements near the top of the steep slopes rest on sloped bedrock, foundation pinning is recommended. If pinning is desired, we recommend that pull-out tests be performed. Once the overburden has been cleared from the lots and the bedrock has been excavated to bottom of footing elevations, if large joints or fractures 2 inches or wider are discovered that extend to the cliff face, GTS would like to evaluate them to determine if mitigation is required. Geologically Hazardous Areas According to the referenced City of Anacortes Code Chapter 17.70.180 Designation of Geologically Hazardous Areas, geologically hazardous areas include erosion hazard, landslide hazard, seismic hazard, mine hazards, volcanic hazards and other geological events including tsunamis, mass wasting, debris flows, rock fall and differential settlement. It is our understanding that the City of Anacortes has not identified geologically hazardous areas on the subject property. Further, the Skagit County Potential Landslide and Erosion Area map does not indicate that geohazards exist on the property. However, GTS observed that geologically hazardous areas on site consist of landslide hazards because of the presence of slopes having gradients steeper than eighty percent subject to rock fall during seismic shaking. Such conditions existed along the top of the exposed bedrock cliff face within the western portion of the subject area and on Lots 1 through 7. As mentioned previously, no obvious signs of severe instability or evidence of large scale global instability were observed at the time of our site visit. Large scale global instability, consisting of deep-seated rotational failures, can extend down into the subsurface to substantial depths. These failures typically leave geomorphic evidence of their existence on the slope. Typical indicators are head scarps, tension cracks, sag ponds, seepage zones, hummocky ground surface and slump blocks. As such, it is our opinion that large scale landslides are unlikely to occur and affect the proposed development within the subject area. Page 11 of 14 GeoTest Services, Inc. September 22,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 Considering that the proposed development will be located above (on higher ground than) all observed rock fall and topple hazards present within the west portion of the subject area, there is a low risk of such hazards impacting the proposed development. However, we recommend that the proposed residential development and associated foundations be setback at a minimum of 10 feet from the top of the steep slopes (Figures 2 and 3). Notably, GTS considers on the subject lots where the rockfall drapery-mesh system exists at the immediate top of steep slopes, we recommend that the residential foundations be setback a minimum of 10 feet from the top of the rockfall drapery-mesh, where present on the subject lots This setback is set in order to reduce hazards associated with mechanical weathering as well as rock fall or topple hazards toward the existing properties located downslope and west of the subject area. All necessary precautions should be made to ensure that the risk of rock topple or fall hazards from highly fractured bedrock zones is not increased beyond pre-development conditions. It should be noted that non-habitable structures such as decks may encroach within this setback. Decks may be either structurally connected to or disconnected from the residences. However, if they are connected, they should be cantilevered so that if the bedrock under the footings give way, the residence is not damaged. Pull-Out Tests Based on our surface observations, GTS concludes that the site bedrock appears to be suitable for foundation pinning. However, portions of the bedrock that contain closely fractured zones should be avoided for the placement of pinning elements. GTS recommends that the contractor consider conducting anchor (rebar) pull-out tests for each lot where residential foundations exist near or within the steeper sloped geohazard areas. These tests are carried out for the purposes of determining the critical embedment length of fully grouted rebar bolts in relation to the minimum required tensile (uplift) strengths for foundation design. Pull-out tests would be conducted prior to the placement of foundation elements in order to be used for foundation design purposes. Erosion Control As discussed above, a veneer of soils exists within the subject area. The following recommendations are intended to prevent erosion from occurring during and after the construction phase of the project: • All clearing and grading activities for the future residential construction should incorporate Best Management Practices (BPMs) for erosion control in compliance with current City of Anacortes codes and standards. • We recommend leaving as much of the existing vegetation on site slopes near areas of the proposed improvements as possible. Leaving the existing vegetation and planting additional brush and vegetation on site slopes and in areas disturbed by excavation activities will help maintain near surface slope stability by providing a stable root base within the near surface soils. Removal of vegetation and trees may increase the risk of failure for the surficial soils during periods of wet weather. Page 12 of 14 GeoTest Services, Inc. September 22,2017 Rock Ridge Summit,Anacortes,WA Job No. 17-0022 • Yard waste should not be dumped over the face of site slopes. Yard waste can retain water and cause instability on the slope soils. • All areas disturbed by construction practices should be vegetated or otherwise protected to limit the potential for erosion as soon as practical during and after construction. Areas requiring immediate protection from the effects of erosion should be covered with either plastic, mulch or erosion control netting/blankets. Areas requiring permanent stabilization should be seeded with an approved grass seed mixture, or hydroseeded with an approved seed-mulch-fertilizer mixture. We recommend that appropriate silt fencing be incorporated into the construction plan for erosion control. • Proper drainage controls have a significant effect on erosion. All surface water and any collected drainage water from newly constructed impervious surfaces should not be allowed to be concentrated and discharged down the face of site slopes. All collected stormwater should be directed to an appropriate collection system to be discharged within the local stormwater collection system or to an appropriate discharge location. Notably, we understand that not all stormwater flowing on undeveloped native surfaces will be collected. Nevertheless, considering the collection of stormwater from residential related impervious surfaces, there should be a reduced impact of stormwater on the steep slopes after development. Based on observations made during our site visit and assuming that the above recommendations are carried out, as well as appropriate maintenance is carried out for the life of the proposed residences, it is our opinion that site slopes do not present a hazard to the planned development. LIMITATIONS Our conclusions are based on visual observations of surface conditions made during our site visit on June 26, 2017, review of available information and our experience in the area. Our study area included the area of the proposed residential development only, as referenced in this report. Our services have been performed in a manner consistent with that level of professional care and skill exercised by other members of the professional community practicing under similar conditions in the area. No warranty, expressed or implied, is made. Our services have been executed in accordance with generally accepted site evaluation practices in this area at the time the report was prepared. Page 13 of 14 GeoTest Services, Inc. September 22, 2017 Rock Ridge Summit, Anacortes, WA Job No. 17-0022 We appreciate the opportunity to be of service to you on this project. If any questions should arise regarding this report, please contact the undersigned. Respectfully Submitted, GeoTest Services,e hic. : 77 !' ' Sj� ° "ski' f ilro�i pg : k /%' O ® !• ' h. ewe � . /v.; " 11440)\ / , / ', ' / 2420 `', ~"gyp t f/.,, , Engineerin Geologist f,. 'ti �,' 3,g57 `C, 111:0414. etc ' $dCep' edGe I Joshua A Hardesty i I Tiirn Ch ili Josh Hardesty, L.E.G, M.Sc. Tim Chylla, L.E.G Licensed Engineering Geologist Licensed Engineering Geologist Dated: 7/21/17 Dated: 7/21/17 ATTACHMENTS Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Bare Earth Imagery ASFE - Report Limitations and Guidelines For Its Use (3 pages) REFERENCES DNR, 2017, Washington Interactive Geologic Map. Washington Division of Geology and Earth Resources. Washington State Department of Natural Resources. Skagit County website, iMap. http://www.skagitcounty.net/maps/iMapl Skagit County website, Potential Landslide and Erosion Areas Map, http://www.skagitcounty.net/GIS/Documents/GeoHazard/t35r1 2.pdf Soil Survey website, Skagit County, WA, prepared by the USDA National Resource Conservation Service. http://websoilsurvey.nres.usda.qov/app/WebSoilSurvey.aspx Page 14 of 14 a of Nl r._...,_...... ,, . .1,, w......„.%.,.e"„:. I . ••• ,. •• • •• . . . . . . .. aIIEiRi „!i,;.., ..: .I .. . . ... ..:,. , , . . _. .. L •...-..,. .. . , .._...:............. ...:‘.,..... •..., :..,:. . " ...t' U 7:EN ".,.,:......... .,.,.....,. :.". . . , .... .... ,..•, ,. . . 1:0 • M O5 _a \\ , . :.•. ,,.•,...•:•:,...".... t i• I . t . ,- •••.;‘,IsH' • e. y 1, �`•' �{ {` y 1 • \ c a ti • 0• CK• • ? d 7 ` • • U * _.. 1::::.‘d. .‘ .:,iIIiiIii • .1:....:._g.:1.;-L''('4t.y‘..‘,44..!k7 1%1.:.$.:1.. ,1•1•,:- • \ ..`� z c. C� .. W ne U ,q\ 1 ' 7 ws,• -• f ate✓ '+ p' 1/4 k ji �Y r \ \4. \ ,� w.... \l`OP. 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C ft.e.t ^ DATE:09-26-17 BY: JH I SCALE: As SHOWN PROJECT 741 Marine Drive Betilingf�am, 98225 STRAI�lQBERG GAR©PERT`s FIGURE ! — = LOCATION OF ROCK COMPETENCY TESTS phone: (360) 733-7318 SOCK RIDGE UilfIMIT fax: (360)733 7418 I [\ NNACORTES, �WASI-IINGTON 2 s'i 9 , Ash "'"qllrillk\, . ,- •\ _ - ,,,,—, , / • / ,- • , co 4) $s) / „*.§1/, . kv• 's. . `‘.<11, / ' , i• __,/' .. _ , W. 31ST ST --........ 9.1 .9.1 ' 1°A f A „P - ' SE ,3\ . >..' ;5-, t.\ / \ w• __ / ..\\ / , , • 'r,-2, -. 45 i;l- / •' \ \,, / s / / , p _ (NOT 0 ' N) \ V, ' AF 120177(094 . 1200806;00165 i:?,, 6"'' e) , z ,, -,-5,_. / • c ‘'\ z NE>' ' 0 ; ACR 5 5.59 AMES , 144 z , 7z) I 's.--- 1 0' GEOHAZARD SETBACK '‘./ • 03(.1/ . ( if / ,•,/ \ \ [ , n ,ii . 11.14 • //te 4,. , N , / ' , / / fer h '13 141 ' It.\. / / \ \ \ \ ' ,- , \ , ' t • \ lo ilv- / „., / , ( c) ( i ( i ' . d) O. - / \ t ) il ) i 0 ,,,- 0 .A..$ -SUBJECT AREA ‘0 ' /r). 0 , 1 1, -44 '/ • . 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' P 75.00' . I 1 Oi/- 1;'" , I L tr- 6 "--" , / *4+ I 1 *S4, , . , % ' 1 P. 1 1 - ---- -.4* ' <. 1 ,../ --N88°44°48''W,1 7.71' , ' -2_-_-t11'171 .4) ''' I "-• ----:` ." i TRAC "B" - c /4-•,........ IV88'42'48°W 43.89' / 1 '1+1• '.."‘ ' ;i.\' ••' / / / AF 1200701240,494 C 1 ./1 7 j„\\;,:„...._ ct,j_c 1419%.„,k /2400° i . / ,,, 4.20 ACRES 9.; 642'48°W N .,•* / / -- r 9 •-•7 Nc) TUTT . ND 81.1CKLEY'S t4 . I, .-„ ). - 0 N••••kr; ,'P ..5 ' ' .4 "i •,.. PLAT DF , NAVORTES 8 ,- . I OLWAIE 2 OF PL4TS 90 0' . c) N 14 46 .....— „ --- - -- — — -- -- — - --4 Z3, °AGE 23 , ..,• 0' NG B IFFER ----1(s ----1 \ MOW -Y " ' -A Z IMAM 67 Z ----- O OW r..../j----- 0 30 N89t14'46 • 210.0 1 'afar Illh i r-kin it inre.• 1#189' 4°46°W g140 ian° 07-12-17 By:JH SCALE:AS SHOWN PROJECT 1111 = GEOHAZARD AREA (SLOPES STEEPER THAN 80% WITH ROCKFALL HAZARDS) GEOTEST SER'VICES, INC. BARE EARTH IMAGE 17-0022 741 Marine Drive Bellingham,WA 98225 STRANDBERG PROPERTY FIGURE phone: (360)733-7318 ROCK RIDGE SUMMIT fax: (360)733-7418 ANACORTES,WASHINGTON 3 REPORT LIMITATIONS AND GUIDELINES FOR ITS USE1 Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help: Geotechnical Services are Performed for Specific Purposes, Persons, and Projects At GeoTest our geotechnical engineers and geologists structure their services to meet specific needs of our clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of an owner, a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineer who prepared it. And no one— not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on a Unique Set of Project-Specific Factors GeoTest's geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk management preferences; the general nature of the structure involved its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest, who conducted the study specifically states otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed, for example, from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed construction, • alterations in drainage designs; or • composition of the design team; the passage of time; man-made alterations and construction whether on or adjacent to the site; or by natural alterations and events, such as floods, earthquakes or groundwater fluctuations; or project ownership. Always inform GeoTest's geotechnical engineer of project changes — even minor ones — and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) GeOTe'T Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. Do not rely on the findings and conclusions of this report, whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact GeoTest before applying the report to determine if it is still relevant. A minor amount of additional testing or analysis will help determine if the report remains applicable. Most Geotechnical and Geologic Findings are Professional Opinions Our site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoTest's engineers and geologists review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ— sometimes significantly—from those indicated in your report. Retaining GeoTest who developed this report to provide construction observation is the most effective method of managing the risks associated with anticipated or unanticipated conditions. A Report's Recommendations are Not Final Do not over-rely on the construction recommendations included in this report. Those recommendations are not final, because geotechnical engineers or geologists develop them principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can finalize their recommendations only by observing actual subsurface conditions revealed during construction. GeoTest cannot assume responsibility or liability for the report's recommendations if our firm does not perform the construction observation. A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. Lower that risk by having GeoTest confer with appropriate members of the design team after submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the design teams plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having GeoTest participate in pre-bid and preconstruction conferences, and by providing construction observation. Do not Redraw the Exploration Logs Our geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors of omissions, the logs included in this report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable; but recognizes that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, consider advising the contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the GeoTest and/or to conduct 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) oeoTe5T additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. In addition, it is recommended that a contingency for unanticipated conditions be included in your project budget and schedule. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering or geology is far less exact than other engineering disciplines. This lack of understanding can create unrealistic expectations that can lead to disappointments, claims, and disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our reports. Read these provisions closely. Ask questions and we encourage our clients or their representative to contact our office if you are unclear as to how these provisions apply to your project. Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated containments, etc. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk management guidance. Do not rely on environmental report prepared for some one else. Obtain Professional Assistance to Deal with Biological Pollutants Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts biological pollutants from growing on indoor surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and viruses. To be effective, all such strategies should be devised for the express purpose of prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional biological pollutant prevention consultant. Because just a small amount of water or moisture can lead to the development of severe biological infestations, a number of prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of this study, the geotechnical engineer or geologist in charge of this project is not a biological pollutant prevention consultant; none of the services preformed in connection with this geotechnical engineering or geological study were designed or conducted for the purpose of preventing biological infestations. 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) oeoTe5T 2015 Washington State Energy Code: UA Alternative W1lorksheet, Type R-3 Occupancies i1tL U \YJ L I JAB! 2 4, 2019 i j Bleistein Residence . 3930 Rock Ridge Parkway, Anacortes WA 98221 _ ES missing Vertical Glazing Indorination Conditioned Floor Area 4,165 Component Performance, R occupancies Code Target Values Proposed Design Area UA Area UA Doors U = 0.300 288 86 288 33 Overhead Glazing U = 0.500 0 0 0 0 Vertical Glazing U = 0.300 625 187 914 256 FlatNaulted Ceilings U = 0.026 2,778 72 2,778 72 Wall (above grade) U = 0.056 3,292 184 3,003 135 Floors U = 0.029 501 15 501 14 Slab on Grade F = 0.540 0 0 0 0 Below Grade Wall U = 0.042 954 40 954 33 Below Grade Slab F = 0.570 95 54 95 48 Target UA Total 639 Proposed UA Total 591 Target Credits from Table 406.2 3.5 Proposed Credits from 3.5 Table 406.2 If the Proposed UA <_the Target UA, and the Proposed Credits from Table 406.2 are >_ those required in Section R406.2, then the home meets the 2015 WSEC. Exterior Doors Plan Component Door Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA Codel or Similar Door r Custom 0.28 2 6 ° 8 ° 96 27 Andersen Mull-Glide Door or similar h Custom 0.03 2 12 ° 8 0 192 6 'v" Custom 0.00 0 0 0 0.00 0 0 '' ' 0 0.00 0 0 - - — r 0 0.00 0 0 ''I 0 0.00 0 0 Sum of Area and UA 288 33 Overhead Glazing: Plan Component Glazing Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA * 0 0.00 0 0 j, 0 0 0 0.00 .. 0 0.00 0 0 • )! 0 0.00 0 0 ...- 0 0.00 0 0 Sum of Area and UA 0 0 Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 1/22/2019 1 of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Vertical Glazing Plan Component Glazing Width Height ID Description Ref. U Qt. Feet inch Feet Inch Area UA W01 Milgard or Similar Vinyl Windows 0 0.28 1 1 6 7 5 11 ^ Milgard or Similar Vinyl Windows3 '' W02 g y 0 0.28 6 4_ ° 7 ° 168 47 W58 Milgard or Similar Vinyl Windows '''` 0 0.28 1 4 6 7 ° 32 9 W59 Milgard or Similar Vinyl Windows "1►;,- 0 0.28 1 3` 0 5 6 17 5 1,; ate W60 Milgard or Similar Vinyl Windows f,iy4 0 0.28 1 3 ° 1 6 5 1 Iaaiir W61 Milgard or Similar Vinyl Windows l 0 0.28 1 4 ° 7 ° 28 8 Y.•: W62 Milgard or Similar Vinyl Windows IM 0 0.28 1 3 6 4 6 16 4 WO8 Milgard or Similar Vinyl Windows ',, 0 0.28 1 3 6 5 0 18 5 WO9 Milgard or Similar Vinyl Windows r; .,. 0 0.28 1 3 6 5 ° 18 5 W10 Milgard or Similar Vinyl Windows 0 0.28 1 3 6 5 0 18 5 W11 Milgard or Similar Vinyl Windows ?'!►'` 0 0.28 2 3 1 1 6 9 3 W63 Milgard or Similar Vinyl Windows 7 . 0 0.28 1 3_ 6 4 6 16 4 W 13 Milgard or Similar Vinyl Windows VM 0 0.28 1 3 6 1 6 5 1 W 14 Milgard or Similar Vinyl Windows § , A 0 0.28 3 3 ° 1 6 14 4 W64 Milgard or Similar Vinyl Windows ; 0 0.28 1 3 6 4 6 16 4 F 1 -. `- 0 0.00 0 0 W17 Milgard or Similar Vinyl Windows r%* 0 0.28 1 3 ° 5 0 15 4 W18 Milgard or Similar Vinyl Windows <; 0 0.28 1 3 ° 6 6 20 5 wig Milgard or Similar Vinyl Windows :! `i: 0 0.28 1 3 1 6 5 W20 Milgard or Similar Vinyl Windows r' %'. 0 0.28 3 3 ° 1 6 14 4 w; 0 0.00 - 0 0 - � :� 0 0.00 0 0 W23 Milgard or Similar Vinyl Windows 0 0.28 3 3 ° 2 6 23 6 ilt" 0 0.00 1 0 0 0 0,00 0 0 W26 Milgard or Similar Vinyl Windows , j 0 0.28_ 1 3 0 4 6 14 4 W27 Milgard or Similar Vinyl Windows ', 0 0.28 1 3 0 2 6 8 2 W28 Milgard or Similar Vinyl Windows IF 1 0 0.28 1 3 10 7 0 27 8 W29 Milgard or Similar Vinyl Windows >' ', 0 0.28 1 3 10 2 6 10 3 W30 Milgard or Similar Vinyl Windows v j 0 0.28 1 3 1°T r 7 0 27 8 W31 Milgard or Similar Vinyl Windows ` 0 0.28 1 3 10 2 6 10 3 W32 Milgard or Similar Vinyl Windows 1'; 0 0.28 1 3 10 7 0 27 8 W33 Milgard or Similar Vinyl Windows % 0 0.28 1 3 10 2 6 10 3 W34 Milgard or Similar Vinyl Windows " 0 0.28 1 3 10 7 0 27 8 W35 Milgard or Similar Vinyl Windows Y " 0 0.28 1 3 10 2 6 10 3 W36 Milgard or Similar Vinyl Windows �'''. 0 0.28 1 4 ° 7 0 28 8 W37 Milgard or Similar Vinyl Windows ;" `-_1 0 0.28 1 4 ° 2 6 10 3 W38 Milgard or Similar Vinyl Windows 0 0.28 1 4 ° 7 ° 28' 8 It;W39 Milgard or Similar Vinyl Windows 16M 0 0.28 1 4 ° 2 6 10 3 W40 Milgard or Similar Vinyl Windows i;;?# 0 0.28 1 4 7 28 8 W41 Milgard or Similar Vinyl Windows ' '' 0 0.28 1 4 ° 2 6 10 3 W42 Milgard or Similar Vinyl Windows * 0 0.28 1 4 ° 7 ° 28 8 W43 Milgard or Similar Vinyl Windows ; ! ' 0 0.28 1 4 0 2 6 10 3 W44 Milgard or Similar Vinyl Windows vi 0 0.28 1 1 6 7 ° 11 3 W45 Milgard or Similar Vinyl Windows 'j 0 0.28 3 3 6 1 8 18 5 W48 Milgard or Similar Vinyl Windows 0 0.28 1 3 ° 4 6 14 4 W49 Milgard or Similar Vinyl Windows �' 0 0.28 1 3 0 2 6 8 2 _W50 Milgard or Similar Vinyl Windows 0 0.28 1 4 6 4 6 20 6 6 6 W51 Milgard or Similar Vinyl Windows '1.-.'?:' 0 0.28 1 4 2 11 3 W52 Milgard or Similar Vinyl Windows `1 0 0.28 1 3 0 4 6 14 4 W53 Milgard or Similar Vinyl Windows 'J.11 0 0 28 1 1 1 3 ° 2 6 8 2 W54 Milgard or Similar Vinyl Windows i 0 0.28 1 1 6 4 6 7 2 W55 Milgard or Similar Vinyl Windows 1:7:1 0 0.28 1 1 6 2 6 4 1 W56 Milgard or Similar Vinyl Windows '4r: 0 0.28 1 3> ° 5 6 17 5 W Milgard or Similar Vinyl Windows ''P' 0 0.28 1 3 0 1 6 5 1 Sum of Area and UA 914 256 Copyright 2013, WSUEEP10-009 (Version 11) Copied by permission from Washington State University Extension Engt:il('prbi sindli Ustrictions) 0 28C� 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Flat/Vaulted Ceilings Plan Component Attic ID Description Ref. U Area UA R49 blown Attic STD baffled ''V. 10-7 0.027 1,197 32 11.25"flush frame stress skin WSU 0,025 1,581 40 0 0.000 0 0 0.000 0 Sum of Area and UA 2,778 72 Walls (Above Grade) Plan Component Wall ID Description Ref. U Net Area UA 2 x 6 Exterior wall with R-21 Batt insulation '' Custom 0.045 3,003 135 "$!21 0 0.000 0 j 0 0.000 0 '`i 0 0.000 1 0 Sum of Area and UA 3,003 135 Floor (over crawl or exterior) Plan Component Floor ID Description Ref. U Area UA R30 + R11 perim vented Joist 16oc 10-3 0.028 501 14 — *. 0 0.000 0 '" .', 0 0.000 0 0 0.000 0 Sum of Area and UA 501 14 Slab on Grade (less than 2 feet below grade) Plan Component Slab Slab ID Description Ref. F Length UA -- — * 0 0.000 0 — — °i 0 0.000 0 `, 0 0.000 0 — 17 0 0.000 0 Sum of Area and UA 0 0 Below Grade Walls and Slabs Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA R21 Batt 7'depth w/TB 1 WSU 0.035 954 33.4 0.503 95 48 ___ 0 0.000 0.0 0.000 0 Fri 0 0.000 0.0 0.000 0 '!`I 0 0.000 0.0 0.000 0 Sum of Area, Length and UA 954 33.4 95 48 Copyright 2013, WSUEEP10-009(Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 1/72/21114 2.of 4 2015 Washington State Energy Code: UA Alternative Worksheet, Type R-3 Occupancies Table R406.2 Summary Opt. Description Credit(s) la Efficient Building Envelope la 0.5 0 0.5 lb Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope lc 2.0 1 d Efficient Building Envelope 1 d 0.5 o 2a Air Leakage Control and Efficient Ventilation 2a 0.5 _ 0 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 _ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 _ 3a High Efficiency HVAC 3a 1.0 0 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 o 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 0 5a Efficient Water Heating 5a 0.5 0 5b Efficient Water Heating 5b 1.0 o 5c Efficient Water Heating 5c 1.5 0 1.5 5d Efficient Water heating 5d 0.5 El _ _ 6 Renewable Electric Energy 0.5 kWh Total Credits 3.5 *Please refer to Table R406.2 for complete option descriptions Copyright 2013, WSUEEP10-009(Version 11) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 1/270111q AofA 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 3930 Rock Ridge Parkway, Anacortes, WA Client: Steve Bleistein Job Number: T18127 Building Design: Jim Sykora Date: January 9, 2019 1j)[ Efl \V/ Efl GAR') JAN 2 4.42019 • T Y CITY OF ANACORTES ,taciegro 4er r to►AL. j. fumes tow INDEX: Design Sketches SKl —SK5 Callouts and Tables CO1 —C06 Standard Specifications B—I Calculations. Cl —C34 Total No. of pages excluding cover sheet: 52 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. 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F®un oted. :..,,, �, , ions are QPA excep as n 4 � l�.' - 'Foundat • q_3 ti'_�,s2• - At1 scabs are pPA. arid code min. 9'3 ,'.A,t2 ti.1,12" - concrete steps / stairs per Arch ,o,n • SGAL : . = 3' 5K.2_ 4)5 r"-------- ✓ v 2 PA/ =�L� 476 h s35 no, 72P v i � 29W _ v �/ - 0 raj.5 J S 2 ! 4513 A, ii — � 2lN ¢ ZS fa 4 B 0 74P 435 l 71 l 3 > _ a 24+1 r Sri I �3 2 �r ,, 4 a I a 71 f A.) d 50 M ^� , ae ap „_ 211{ /a? 2144 I..43 0 , 1 tz. -1 � cc� _ i Zo�-1 _ V v ✓ ✓ V V d - 56P 7j P _....! f-.-".!_. _L_ —l= -.gym [ OD il Basement Level Walls and Lower Floor Framing 1/8" = 1' --A] -All floor sheathing is 12FD,typ. —- Floor and deck joists are OPA;typ. z_:_: e ,...-.; < / 678 _ - Deck decking is 13DD,typ. a '� '� ►4?b - Exterior walls are 1PW shear walls,typ. 0-)4-3e g 12, 1 L J a 1 e Lower Level Walls and Upper Floor Framing 1/8" = 1' .__:_ , � -All interior floor sheathing is 12FD,typ. - Floor and deck joists are OPA,typ. -Stair framing per Arch and code min. - Deck decking is 13DD,typ. - Fireplace and chimney framing per Arch and code min. f Fr:::: � c nv / 15F 2 vJ, 1 MP U, br w 2P n 7 PI °mil Th, 'Om — Zo 4-1 �, a 2.q, hP�1't I p _ p 2.I 2 uP�MI� 2014 m dip I bvt1� Gl ! 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I 1 I .s _ -411 -,4 ' • I • 1 „e'•"' ..#'62a,t_,!.074'5:.1 . . } • Attaches lo Ileacieir - ,, 1 . or 1..:--...,;-: r,-..'-t!'0-•-..1-•• - ,-- ..,,,,--, '' 11 ._,;,''.4;°"•4 44'95'''''''' .'".* 4 )(.6 31';‘1.4 S DS Hetwv-Durm CCM..ifiCtrt• fil:7:114rINS iti:.•40%1V.1ttl 1 . ii 'I., tVi • t . 1 (ilk •i q,0) i 1 } int..1tallOCI IT Mil ibti. *en" rid Midi • i # -- li . • , # ..i# . . . • . ,. • . 1 4 I i ' • 1 1 i . . 1 . • i . f I • I .. I . . . 1 • •. 3 . • I . / . . . 1-1••••:A.44,1 I rirrit11,-;:i1:26 a,,Prtt einliztte - i . t . . 1 . , • • i'. 1 • . € • . , • I • , i . i . • . 1 1 . 1 : - , • , ) , -.......„, • .... ., . . t - 1- — ----/ 1 I. ,:.._, . „bpi,: f-,..?4,.-.... . -, -• _____. • Prtac-I...tt re,„:1-i<:.•-rf.4•0. i Wood Strong Wall, Typ i 1 Icy' ;#:•wirt :,...; ,_fr,. i' i 1 . ,f-_-5-. . . D 8 1 Foundation to Top Plate '..;'• I , 1 Condition 1, 1• I 1 . rAtiont1,4-;,•: 1 , ,,,,,,zt: . : ' i . , .... . . f . ; .';:t : • - . -, , • • • I - 1 • ..:.'.'.•• , • . I .. . I . 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'' 'I , r 2.- . rt c t. •. di - • - I • . , • (1 • CP • • - • 1 '' - - Fni.JriCif.itiGn cte-L-•-•:14-,,J4— (...2.4..47-t-_,Ii t..111-", -v.-- , _..,. .. - i . . ff 4 4 • * ? •Lf.1....,„, . 6 . • treqlrOfcerr,Teor, by Da.:34it,',;:r'ter , - • k,.,...„. u .. A r.4•4 • ... f __, - • ,, . . 1 . - • • i . J., - 1_ _. . .. . . . . . . . .. .. . • . . . . •. - • . • . . • • ' . . - . . . . . i • . • . • . . • . • . • . • . . . . .. • • . . • • - . , •• . • . . . . • . .• • • . . . . • . . . • . • . .. . . - • . . . • • . , . . . i Structural Shear Wall Callouts© — Copyright ConstructionCalc, Inc (CCI) Typical Shea Wall Callout Symbol This symbol indicates a de icated shear wall or panel, th type pe callout below. 1P r+_______-- Walls without this symbol re not dedicated shear walls use code-standard construction. r Min-I length of shear p el, ft. 3.4 - If" IW", construct entir Wall per t is callout, with m nimum individual panel lengths indicat d on plan. If"IS", means Not a Shear Wall. wild per code mi imum. I ' Sill Bot anchor Top of plate to max Capa- . Stud Nail Edge Sill Block- Top of wall fram- spc'g / city, Nails Stud Stud mat'l / Field Top plate & ing at wall conn 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 i Eh, plf min. wall size ft. in. min. specs) spac'g, in. min.. min. nail'g edges framing framing in. concrete in. 10 24 2x4 Sawn 6/6@24 Con't 6/12@16 ! sheathing 5/8"j-bolt one, Con't +blkg or or 5/8" 7/16" either sheathing 16d @ 6 14 16 2x6 Sawn 6/12@16 48" lap H2.5 or Titen HD, 1PW 168/ OSB or side, or A34 or SDS 8d 2- 2x4 w/ 8- 2x NA SDWC- w/ 3" 72/4 120 plywo- apply or LTP4 .25x4.5 od directly 18 12 2x6 Sawn 6/12@12 16d at 36" 15600, @ 12 wshr. Or to studs max. @ 24" MASA or max. MASAP 22 12 1.75x5.5 LVL 6/12@12 { 490/ . 4/12@16 SDS 2PW 350 (same) (same) . (same) (same) 16 (same) (same) or 12 (same) (same) (same) 2x (same) (same) .25x4.5 (same) 36/4 @6 10 24 • 2x4 ! Sawn 5/8"j-bolt or 5/8" 5d for " 48" lap SDS Titen HD, 200/ 1/2" or 5GW 200 5/8" gyp both 1/2"; 6d 14 16 2x4 Sawn4@24 2- 2x4 w/ 8- 2x NA 4//4@24 (same) (same) .25x4.5 w/ 3" 72/4 7for 5/8" 16d @ 9 wshr. Or MASA or 16 16 2x6 Sawn ! MASAP Structural Callouts© — Copyright ConstructionCalc, Inc (CCI) 0 PA Per Architect • Structural Item: This item and related connectors shall be per architect/ designer. 8 SW Simpson Wood Shear Wall Detail * Wood Shear Wall: Use WSW18. Width = 18". Height, see below. D8 * Height: Foundation to top plate. Okay to order WSW long and cut to height as necessary. * 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. * _ 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: 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, SSW. 11 RD 'Roof Diaphragm * Shear Capacity: Good for Eh = 230 plf- seismic; Eh = 322 plf- wind. Max aspect ratio = 3:1. * Framing: Trusses or rafters: 2x at 24" OC, max. * Framing Connection at Support: - Where connected to shear wall, connect per shear wall callout - top of wall. - . Where trusses or rafters connect to beam, use H2.5, or A34 with screws, or similar, typ. • - At ledger, connect per ledger callout. * Sheathing: 7/16" min., OSB or CDX plywood. * Sheathing Layout: Case 1 per IBC 2306.2.(1) * Nailing: Use 8d at 6" edges, 12" field. * Blocking: Not required except at supports and at connections to shear walls below. 12 FD Floor Diaphragm * Sheathing: With joists at 24" or 19.2" OC, use min., 24 oc rated, APA Sturd-I-Floor; either 3/4" species group 1, or 7/8" species group 4. May be OSB or 'plywood. Good for 130 psf, TL @ L/360 deft. * Sheathing: With joists at 16" OC, use min., 16 oc rated, APA Sturd-I-Floor, min., 19/32" thick. May be OSB or plywood. Good for 245 psf TL @ L/360 deft. * Sheathing Layout: Case 1 per IBC 2306.2.1(1) - Orient sheets continuous over two or more spans, with the long dimension across supports. * _ Nailing: Glue, and connect with 8d ring shank nails or #9 screws, at 6" edges, 12" field. * ;Blocking: not required except at supports (beams) and connections to shear walls below. 13 DD Deck Diaphragm * Decking: Use wood or composite decking per Arch., min. actual dims: 3/4" x 3.5". • * Decking Attachment: Use decking screws, length to ensure 2" min., embedment into framing below. - Use 2 screws per deck board per framing member. At decking splices, center splice over framing menber and use 2 screws per spliced end. * Blocking: not required except at support beams. • 14 PD Pan Deck - Composite: Concrete over Steel Deck Decking: Use Verco W2 Formlock, 20 Ga. May be factory painted, primed, or galvanized per Arch and Owner. * Temporary Shoring: None required for normal construction live loads. Decking Attachment: - At supports on steel, use 1/2".puddle welds at 12" max spacing. Min. bearing length = 2". - 1 At supports on concrete, use 4" min. bearing length. Connect with 1/2" Titen HD or galv. wet-set anchor bolts with min., 3" embedment, at 12" max spacing. Distance, end of decking to center of bolt = 1". - At supports parallel to direction of corrugations use connections per above at 36" max spacing. - 1 At sidelaps, use PunchLok tool, button.punches, screws, or 1.5" long top seam welds at 36" max spacing. * Reinforcement: Use #3 rebar @ 18" each way, centered in slab over deck. Concrete: Use 3", 3000 psi, regular weight concrete over deck. Total height, deck+concrete _5" _ * ,Shear Studs: Not needed. 15 FF Floor-To-Floor Holdown * Min., Capacity: Good for 1705 lb tension. * Strap: Use CS16 vertical strap applied to outside of wall sheathing. Attach to 2x studs lined up above and below rim joist. Fill all nail holes with 10d._ - If strap falls on header or beam below, nail to header or beam and wrap around bottom if necessary. • * ,End Distance: 13" min. to each upper and lower studs. Approx total length = 26" + depth of floor system. 77 i M Mullion V • * Use 2, 2x6, continuous bottom plate to top plate. - Header(s) may hang on this with LUC, HUC, HUCQ or similar. 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. V - 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. _ 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, ledger, or blocking.) • - _ - Mono Truss Bottom Chord Perpendicular: - Alternate 1: Hang bottom chord with hanger mounted over wall sheathing to solid wood backing (rim, plate, ledger, or blocking.) '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. * I Roof Diaphragm: Connect roof diaphragm to ledger with 8d ring shank or screws at 3" OC. 0 G64' 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 {clan. 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 2-2x10 4x10 6x8 - 23H 5x13.5 glulam 2 2 24H 5x12 glulam 2 2 • • • • co 5 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. Callout Min., use Alt 1 min., use Alt 2 min., use Connector (if blank Notes use default, above) 30B 3x10.5 glulam 5x9 glulam 31B 4x6 • 32B-34B 5x15 glulalm 6.75x13.5 glulam 35B 5x7.5 glulam . • 36B-38B 5x18 glulam 6.75x16.5 glulam 39B-40B 5x13.5 glulam 6.75x12 glulam 41B 5x9 glulam 3x10..5 glulam 42B 4x12 6x10 43B 1.75x11.8 LVL WP at 52B In add'n to fir joists 44B 7x11.8 PSL (see detail D44) 5.5x18 24F-V8 glulam. Min. backspan = 12'. Embed in wall. If bearing on sill or wall plate, connect with LTP4 at 36", 45B, 46B each side. If connecting to studs, use A35 and screws, typ. 47B 5x15 glulalm GLT skewed 48B 5.2x11.8 PSL i WPU at 52B 49B Min., 5.1x12 PT glulam. Connect to 52B, 53B, and 54B with offset GLT, skewed. Connect to 59B - 61B with HUC5.125/12, skewed. 50B 5.2x11.8 PSL GLT ^� 51B 3.5x11.8 PSL GLT W16x50 steel with 2x8 nailer on top connected with SDS 1/4 x 1.5 at 18" max, staggered. Min. backspan = 22'. 52B Embed in short segment of 2x8 wall at west support. Connect to 74P with 2, 5/8 x 4" lag bolts. At backspan end, bear on beam pocket in concrete wall with 5" min. bearing. Connect with 2, 5/8 x 4" wet-set or Titen HD anchor bolts centered in wall. W16x50 steel with 2x8 nailer on top connected with SDS 1/4 x 1.5 at 18" max, staggered. Connect to 74P with 2, 53B, 54B 5/8 x 4" lag bolts. Min. backspan = 17'. Embed in 2x8 wall, connect to wall top plate with SDS 1/4 x 3 at 18" . staggered. Connect backspan end to 72P with 1, 5/8" x 6" lag bolt. 55B 3.5x11.8 PSL At conc wall use pocket & PA51 sim to 52B Use mina, W8x10 or W10x12. At wood post, use full bearing on post. Connect w/2, 1/2" x 4" lags through bottom 56B flange into post centerline. At concrete wall, bear in beam pocket, min., 5" bearing length. Connect with 2, wet-set or Titan HD, 5/8" x 6, through bottom flange into centerline of wall. 57B, 58B ,Use min.,.W14x22. At concrete wall, bear in beam pocket, min., 5" bearing length. Connect with 2, wet-set or Titan HD, 5/8" x 6, through bottom flange into centerline of wall. 59B , 5.5x18 24F-V8, PT glulam. Min. backspan = 16'. Place on top of mud sill on Type 1 braced retaining wall. Connect with 2, LSTHD8 at ends and 48" max spacing. See detail D59. 5.5x24 24F-V8, PT glulam. Min. backspan = 17'. Embed in wall. Beam is header for door. Connect to 72P with CS16 x 32" vertical strap, each side, centered on beam / post intersection. At backspan, if bearing on wall plate, 60B, 61 B connect with LTP4 at 36", each side. If connecting to studs, use A35 and screws, typ. At backspan end connect to 71 P with TS22 for uplift. Lb 6 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 Alt 2 min., use use default, above) Notes 70P 2=2x4 4x4 71P 3-2x4 2-2x6 4x6 72P 3-2x6 6x6 4-2x4 73P 4x6 74P 6x8 r 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 CCI:ConstructionCalc,Inc. LVL:Laminated Veneer Lumber S:Section modulus CMU: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 Deck dead: 10 psf. O Roof+ceiling dead: 15 psf 0 Exterior wall dead: 10 psf;with faux O Roof snow: 25 psf stone: 25 psf.- O -Floor live:40 psf 0 Interior.wall dead: 7 psf • O Floor dead: 15 psf 0 Seismic Factors: Ss= 1.15, Sl=0.409 O Floor live, garage: 40 psf or 3,000 lb 0 Seismic Des Category: "D" point load over 4.5" sq.area. 0 Wind Exposure 'C',3-sec gust: 120 mph, O Floor dead, garage, 5"conc pan deck: 50 with 2d escarpment. psf. 0 Assumed allowable soil bearing pressure: O Deck live: 60 psf 2,000 psf. 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 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 rotohanimered min., 8"into solid rock.Rotohammered holes to be diameter,perpendicular to face of rock.No epoxy is necessary.Dowels to be located as follows: O For continuous footings, use dowel within 6"of ends,corners,and intersections and at 36"OC max spacing.Dowels to be centered on stemwall. 0 For pad footings,use three dowels spaced 8"apart,centered on footing. If dowel is too long to fit in footing,bend as necessary to provide 2"cover at top and/or side(s). Slabs on Grade. Subgrade below slabs shall be similar to the above.A layer of free draining material and a suitable vapor barrier(designed by others)are recommended for all interior slabs. Footing Drains.Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings,slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard.Maximum water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318,latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures.Industry recognized and approved admixtures affecting set time,flowability,and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash.High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content. Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength: 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. 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. Splicing,Bending.All reinforcing shall be spliced, detailed,bent, and supported in accordance with the most recent ACI code adopted by the jurisdiction. E 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 may be slotted,with plate washer under the nut as allowed by the IBC.At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems.Use Simpson Titen HD where shown in the Plans.These anchors maybe 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". F 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. 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-HP,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 CS 18 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. V Lag Bolts.All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in V 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. V 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 l Od 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., PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer.The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes, forces,installation procedures,blocking,bracing, etc. (4 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. STRUCTURAL STEEL: General.All fabrication and erection of Structural Steel shall comply with the requirements of AISC(Ninth Edition). Structural Shape Materials.All structural shapes shall comply with the following standards except where noted otherwise. o Wide flanges: ASTM A992, (Fy=50 ksi.) o Angles,channels,and plates: ASTM A36(Fy=36 ksi)or better. Welding.All welding by state-certified structural welders.For shielded metal arc welding,use only low hydrogen electrodes,min. 70 ksi.,in conformance with current ANSI/AWS code.All base plates,beam end plates, steel end connectors, stiffener plates, and bent plates at column ends shall be shop fabricated unless otherwise noted or shown in the Plans or structural sketches.Weld size shall be equivalent to or better than the element being welded, and shall be welded all around unless otherwise noted.Care shall be taken to avoid excess warping of welded elements. • Bolts.Bolts and anchor bolts to be ASTM A307 grade A,unless otherwise shown.Provide standard . washers under all nuts and anchor bolts,unless specifically prohibited elsewhere. Steel Coating Systems. The requirements of this section are strongly recommended but are optional at the Owner's discretion.All coating systems shall be installed in strict accordance with manufacturer's instructions and recommendations.Touch up shall also be in accordance with manufacturer's recommendations. Structural steel systems that will be exposed to weather shall be shop coated with a 3 coat system. Preparation shall be a commercial sandblast,2=3 mil anchor pattern.The prime coat shall be a 3 mil thick organic zinc primer.The intermediate and topcoats shall be 3 mils thick each using a vinyl high-build 1. coating system.Unless otherwise specified by the owner,the final color shall be `primer grey'. Contractor shall verify this color with owner prior to any paint application. - Steel which will not be exposed to weather shall be shop or field coated with a 2 coat system consisting of a 2 mil red oxide zinc chromate alkyd primer under a 2 mil long oil alkyd enamel.Preparation shall be wire brush cleaning.Unless otherwise specified by the owner,the final color shall be `primer red'. Contractor shall verify this color with owner prior to any paint application. CI 2316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221 Phone: (360) 708-1865 Consulting Engineer TimG@TimKGarrison.com (t A 36 y/ 3 E I Ir Structural Strategy 1 Lateral: = �a3— — Decks and porch roofs,use ,.,.� = diaphragms to horizontal 0_ - cantilever lateral loads back to building. Most intended framed shear t - panels have plate to plate aspect ratio<=3.5:1,thus no shear transfer around 0 l '' — 3c openings is needed.At E exceptions, use Shear Transfer i ' Around Opening(STAO)with continuous king studs providing continuity and no r joints gplywood within 2'of eni At N and S sides of lower level —I- and at basement level,framed 3 walls may be 1PW by aF - 1 inspection due to ! fN) -_ ! considerable full height ) - I foundation walls in those lateral loading directions. i J SHEARWALL INFORMATION-LOWER STORAGE Ir q II I A ,, i 1 1 (E. Structural al Design Loads In C 2015 83 ASCE, 740 Seismic Calculations - 'Per ASCE 7-1. 0 Project Bleistein Job No t18127 Date 1/7/19 Location 3930 Rock Ridge Parkway, Anacortes, WA USGS 0.2 Second Response Ss = 1.150 % of gravity USGS 1.0 Second Response S1 = 0.409 % of gravity No. of stories above ground lev. i Two Stories • Site Class Very Dense Soil &Soft Rock, C V Risk Factor Comm'', Industrial, Residential- Med Hazard, 11 ® Equiv Lateral Force Method Seis importance, IE = 1.00 Structural System Bearing wall-wood or light steel shear wall V .2 sec response, Ss = 1.150 Ss use for Cs = 1.150 Is structure regular and 5 stories or less? Yes w Use Ss=1.5 max for Cs ca/c 1 sec response, Si = 0.409 Site coef, Fa = 1.000 Redundancy factor, p= 1 Site coef, F„ = 1.391 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 = 31 ft 0 - Str factor, 0o= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 1 Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMs = 1.150 Height Limit (feet) 65 Spectral accel parameter, SM1 = 0.569 Max. Allowable Story Drift 0.015 hsx or L / 67 Design spectral parameter, Sips = 0.767 0 - Str factor, On 3.00 Design spectral parameter, Sp1 = 0.379 Seismic Base Shear, V 0.118 * W I Building period coef, CTS = 0.020 Horizontal Seismic Load Effect, Eh 0.118 * W Approx fundamental period, Ta = 0.263 Vertical Seismic Load Effect, Ev 0.153 * W Upper limit period coef, Cu = 1.400 Seismic Load Effect E = Eh +.- Ev 0.271D & -0.035D Building period, use, T = 0.368 LRFD Comb 5 1.353D + Eh + .5L + .2S Csmax = 0.222 LRFD Comb 7 0.747D + Eh Csmin = 0.010 ASD Comb 5 1.107D + .7Eh Seis response coef, CS = 0.118 ASD Comb 6b 1.077D + .525Eh + .75L .75S Min diaphragm force, Fpx min = 0.153D ASD Comb 8 0.493D + .7Eh Max diaphragm force, Fpx max = 0.307D Wind Loads Per ASCE 7=10 Analytical Procedure • Wind Loads On Buildings - MVVFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project Bleistein Job No • t18127 Date 1/7/19 Building Wind Exposure Exp C-Where exp. B and 0 don't apply. tir Enclosure Classification Enclosed Building (Typical) 3-Sec Gust, Basic 120 mph -._ ASCE7-10 maps, Fig 26.5, p247 Method ASD, Basic Combos. Stress increases allowed for wood only. V Load Comb Factor 0.6 Roof Pitch 1 , max. 1.00 /12 Slope 1 0 = 4.8 deg Roof Pitch 2, max. 1.00 /12 Slope 2 0 = 4.8 deg A Mstr - 2012 IBC Loads Calcr 6-6-17 1/7/19 Hill Shape ZO Escarpment(Bluff) 'r' LB 1.22 Building Width Perp. To Ridge B = 60 ft h/L 0.41 Building Length Parallel To Ridge L = 73 ft Gust Effect Factor G = 0.85 Mean Height Of Roof (ft) hi,, = 30.0 ft 3-Second Gust Power Law Exponent a, = 9.5 Eave Height (ft) heave = 28.0 ft Normal Ht. Of Atmosp. Bndry Layer zg = 900 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 0.982 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = 80 ft IBC Load Factor for ASD Wind - 1605.3.2 () = 0.60 Narrowest Half-Width of Hill at Half-Height (ft) Lh = 10 ft Topographic Factor Kzt = 1.000 Horiz. Distance From Crest To Bldg. Site (ft) x = 15 ft • Velocity Pressure @ mean roof ht. qh = 30.78 psf Windward Wall Pressures Internal Pressure I Intermed. Windward Internal Pressure Elev K Value q, Wall 0-15 feet 0.849 15.96 psf 10.85 psf +/- 5.54 psf 15-20 feet 0.902 16.96 psf 11.53 psf 20-25 feet 0.945 17.77 psf 12.08 psf Longitudinal (Parallel To Ridge) 25-30 feet 0.982 18.47 psf 12.56 psf 30-40 feet 1.044 19.62 psf 13.34 psf Leeward Wall Side Walls 40-50 feet 1.094 20.56 psf 13.98 psf _ -7.17 psf -10.99 psf 50-60 feet 1.137 . 21.37 psf 14.53 psf (Outward) (Outward) 60-70 feet 1.174 22.07 psf 15.01 psf Roof Pressures - 70-80 feet 1.208 22.70 psf 15.44 psf Based On Posn. Pressure Down Ridge 0 to h/2 -14.13 psf Transverse (Perp. To Ridge) . h/2 to h -14.13 psf h.to 2h -14.13 psf Leeward Wall Side Walls > 2h -14.13 psf -7.85 psf -10.99 psf • (Outward) (Outward) . Horiz prof 13.34 psf• Slope 1 e 21.2 psf 1.00 / 12 el -14.13 psf -14.42 psf -8.74 psf 12.56 psf 20.4 psf lik r\ 1 / 1 12.08 pif I +/- 5.54 psf 19.9 psf 1.0 +/- 5.54 i sf 11.53 psf 000041" ' +/- 5.54 psf "-". 7.85 psf 19.4 psf --- ++1- 5.54 psf i 1 10.85 psf .,,..tilk "" 18.7 psf ' 60.00 ft ei 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: 2.4 psf - Press, slope 2, roof, horiz proj: 2.4 psf A Mstr - 2012 IBC Loads Calcr 6-6-17 1/7/19 64. ConstructionCalc, Inc Lateral Load Calculator Job No.: t18127 Job Name: Bleistein By: tkg Architect/Designer: Sykora Date: 1/7/2019 Building: house+gar R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.118 (Basic. Ma Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up e-w up n-s 2a,2b Dim 1 4294.00 _ Dim 2 1.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 _ 1.00 Trib Area 4308.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 oo Dead weight,psf.L 15.0 J 15.0 ' 15.0 I 15.0 I 15.0 j 15.0 I 15.0 i 15.0 cc Seismic factor.1 0.118 1 0.118 , 0.118 1 0.118 1 0.118 1 0.118 1 0.118 y 0.118 , Calc'd seis load 7626.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 384.00 102.00 Dim 2 6.00 12.00 m Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 2304.0 0.0 1224.0 0.0 0.0 0.0 0.0 0.0 w Dead weight,psf.L 10.0 i 10.0 i 10.0 i 10.0 1 10.0 i 10.0 I 10.0 1 10.0 Seismic factor.; 0.118 , 0.118 , 0.118 , 0.118 , 0.118 , 0.118 , 0.118 1 0.118 , Calc'd seis load 2718.7 0.0 1444.3 0.0 0.0 0.0 0.0 0.0 Dim 1 72.00 _ Dim 2 15.00 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 1080.0 0.0 0.0 0.0 0.0 0.0 u` Dead weight,psf.; 15.0 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 1 15.0 Seismicfactor. 0.118 , 0.118 , 0.118 , 0.118 , 0.118 , 0.118 , 0.118 , 0.118 , Calc'd seis load 0.0 0.0 1911.6 0.0 0.0 0.0 0.0 0.0 Other GLs 10345.4 3414.0 Seismic Applied V 10345.4 10345.4 6769.9 0.0 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 2a,2b 0 0 0 0 0 Dim 1 34.00 N Dim 2 2.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 68.0 0.0 0.0 0.0 0.0 0.0 0.0 cC Wind psf load! 8.0 1 8.0 j 8.0 1 8.0 1 8.0 j 8.0 j 8.0 1 8.0 1 Calc'd wind load 0.0 544.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 74.00 60.00 28.00 in Dim 2 8.00 8.00 12.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .< Trib Area 592.0 480.0 336.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load! 20.4 i 20.4 j 20.4 1 20.4 1 20.4 1 20.4 1 20.4 1 20.4 Calc'd wind load 12076.8 J 9792.0 6854.4 0.0 0.0 • 0.0 0.0 0.0 Dim 1 ro Dim2 - 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 0.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load! 18.7 1 18.7 1 18.7 ' 18.7 1 18.7 ' 18.7 1 18.7 ' 18.7 Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Other GLs 3410.9 Wind Applied V 12076.8 10336.0 10265.3 0.0 0.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up e-w up n-s 2a,2b 0 0 0 0 0 Controlling V 12,077 lb 10,345 lb 10,265 lb 0 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type wind seismic wind - - - - - Construction a c, one c� Description: up a-w Distribution of Lateral Loads Seismic Adjustments per Grid Total V, unfactored 12,077 lb Building: house + gar R adjust Grid r Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 7,246 lb Adjst'd multiplier - - Grids 31-34 35,36 Percentage V 50% 50% 0% Leftover V/ grid 3,623 lb 3,623 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 7,246 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 PnI 9 Pnl 10 Sum Eh PW use 1.8 If 1.8 If 6.4 If 2.5 If 4.5 If 15.0 If 32.0 If 113 plf 1 PW 35,36 5.0 If 15.2 If 3.5 If 48.5 If 72.2 If 50 plf 1 PW Description: up n-s Seismic Adjustments per Grid Total V, unfactored 10,345 lb 3e, WSW good for 1510 R adjust Grid Rho adj Grid Wind or Seis control? (w ore) seismic 3e, V= 12*8*18.7*.6=1077<1510, okay Total V, factored 7,242 lb Adjst'd multiplier - . - Grids 3a, 3b 3c, 3d 3f 3e gar Percentage V 30% 40% 30% 0% Leftover V/ grid 2,173 lb 2,897 lb 2,173 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 7,242 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 PnI 7 Pnl 8 Pnl 9 PnI 10 Sum Eh PW use :.. 4.7 If 2.2 If 2.1 If 2.1 If 11.1 If 196 plf 2PW ad . 7.5 If 3.0 If 6.5 If 16.5 If 33.5 If 86 plf 1 PW 3f 15.4 If 11.3 If 4.0 If 30.7 If 71 plf • 1 PW 3H a a` (use WSW 18) 0.0 If #DIV/0! #DIV/0! Description: 2a, 2b Seismic Adjustments per Grid Total V, unfactored 10,265 lb R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 6,159 lb Adjst'd multiplier - - Grids 2a, 2b Percentage V 100% 0% Leftover V/ grid 6,159 lb 0 lb 0 lb 0 lb . 0 lb 0 lb 0 lb 0 lb 0 lb 6,159 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 19.5 If 4.0 If 2.0 If 2.0 If 0.0 If 27.5 If 224 plf . 2PW Uplift Calculator PanelI.D. 3b 2b Unit lateral load, factored, Eh, plf 196 plf 224 UpliftRange Panel horiz. length, ft. 4.7 ft 2.0 ft Panel ht. (mom-arm), ft. 11.0 ft 7.0 ft Add'I uplift from upper story, Lt. end, lb 1,102 lb Add'l uplift from upper story, Rt. end, lb ._952 lb Dead point load at Lt. end, lbs. 500 lb 1,000 lb Dead point load at Rt. end, lbs. 750 lb 3,500 lb . No. AB's to help keep Lt. end down 1.0 ea. 1.0 ea. No. AB's to help keep Rt. end down 1.0 ea. 1.0 ea. _ Dead weight UDL, plf 180 plf 395 plf Uplift Lt. end, ASD comb 7, 8 1,102 lb 1,333 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Uplift Rt. end, ASD, comb 7, 8 952 lb -317 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! • C6 rr: Tim Garrison, P.E. • CCAS l RUCTIONCALC ProBeam We Empower The Bflilding Ioduatry 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 21 h gar doors Other Info. 1/7/19 1 2 3 4 5 6 7 8 9 I Type? Simple span,fully braced V Left Cantilever. Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft 9.00 ft • Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 v 360 = 0.30 in Total, L/ 240 = 0.45 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: 9.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V • Loads: Uniform Loads Over Full Length of Member No I. Increase Roof DL forpitch? Yes • 1.0 :12 , Loads From Continuous Member. Roof Pitch Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof• 20 psf 15 psf 25 psf 3.00 ft - 45.2 lb/ft 75.0 lb/ft . Uniform Ld. 2 40 psf 15 psf • • - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld, 4 60 psf 32 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 45.2 lb/ft 75.0 lb/ft • Loads Point loads are 1/10 scale 150 100 - • 50 - 0 - . . , . ' _50 0 1 2 3 4 5 6 7 8 9 10 • 4x And Smaller (Lumber) Calc'd Member ' Results For 4 x 8 • Solutions Using Self Weight of Sawn 4 x 8,6.5 plf 4 x 8, n Load Duration Snow: 1.15 V % Overdesign 2 x 8 (4)2 x 5 . Moisture Medium Dry-18% V Douglas Fir-Larch v Repetitive Use? No ' Pos Bending 168.1% (2) 2 x 6 3 x 6 Press Treated? I No,Not P.T. ' ;No.2 V Flat Use? I No ' - Neg Bending NA (3)2 x 5 • 4 x 5 • Temp Cond. too deg F&less V Fb Pos 1,345 psi Fv 207 psi Shear 514.5% Fb Neg 1,327 psi Fcp 625 psi Span(s) Defl'n 328.1% Allow Pos Mom 3,437-ft-lb 1111.15 inA4 Cantilever(s) Defl'n . NA Allow Neg Mom -3,389 ft-lb . E 1,600 ksi . Calc'd member OK by: 168.1% 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 570 lb 570.lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 232 lb 232 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 0.450 in 0.450 in 0.450 in • Max Dn Defl - -0.105 in - . - - Allowed 0.450 in 0.450 in 0.450 in ProBeam_v7 WC 2-22-18 c7 Tim Garrison, P.E. CAS i RUCTIClNCALC ProBearn • We Empower The Building industry v6.0 t 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 22h Other Info. 1/7/19 A 1 2 3 4 5 6 Type? 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 V Loads: - . - Uniform Loads Over Full Length of Member Increase Roof DL for pitch? Roof Pitch I 1.0 :12 Loads From Continuous Member? NoYes Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 17.00 ft - 255.9 lb/ft 425.0 lb/ft • . Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 60 psf 32 psf - - Uniform Ld. 5 - 10 psf • - - Tot Unif Load - - 255.9 lb/ft 425.0 lb/ft • Loads . Point loads are 1/10 scale • 1000 500 - • p , 1 2 3 4 5 • 6 -500 4x And Smaller (Lumberl Calc'd Member Results For(2)2 x 10 • Solutions Using Self Weight of Sawn (2)2 x 10, 7.1 Of (2)2 x 10 V Load Duration Snow: 1.15 V %Overdesign 2 x 14_ (4)2 x 6 Moisture Medium Dry-19% w Douglas Fir-Larch w Repetitive Use? No . V Pos Bending 31.1% (2) 2 x 10 3 x 10 Press Treated? No,Not P.T. w No.2 V Flat Use? No v Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 100 deg F&less w Fb Pos 1,138 psi Fv 207 psi Shear 85.5% Fb Neg 1,123 psi Fcp 625 psi Span(s) Defl'n 373.4% Allow Pos Mom 4,058 ft-lb 1197.86 inA4 Cantilever(s) Defl'n NA Allow Neg Mom •-4,003 ft-lb E 1,600 ksi Calc'd member OK by: 31.1% Allow Shear,3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 • . Self Wt 7.09 plf• Cond's Of Use: Load Duration:1.15-Snow For(2)2 x 10 1.50 in .1.50 in - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,064 lb 2,064 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 789 lb • 789 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 - -0.063 in - - - • Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7 WC 2-22-18 • Tim Garrison, P.E. . CCf\IS :RUCTIONCALC ProBeam we-'E}npower-me. Building insiuotry 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 22h case 2 Other Info. 1/7/19 0.5 1 1.5 2 2.5 3 35 4 4.5 Type? Simple span,fully braced •I . 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/ Code Minimum-Normal:L/360&L/240 I 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? Yes-Self weight will be added to applied DL V . Loads: • Uniform Loads Over Full Length of Member • Loads From Continuous Member? No v Increase Roof DL for pitch? Yes • 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 3.00 ft - 45.2 lb/ft 75.0 lb/ft Tot Unif Load - 45.2 Ib/ft 75.0 lb/ft • Point Loads Measured from left end of member. Member Total Length=4 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf 8.00 ft 12.00 ft - . 1,440 lb 2,400 lb 2.00 ft . Loads Point loads are 1/10 scale 300 . 200 - - 100 - . 0 -100 � 0.5 1 1.5 2 2.5 • 3 3.5 4 45 • 4x And Smaller(Lumber) Calc'd Member • Results For(2)2 x 10 Solutions Using Self Weight of Sawn (2)2 x 10, 7.1 plf (2)2 x 10 v Load Duration Snow: 1.15 V %Overdesign (4)2 x 8 Moisture Medium Dry-18% • rpouglas Fir-Larch v Repetitive Use? i No v Pos Bending -0.9% (2) 2 x 12 3 x 12 Press Treated? No,Not P.T. • No.2 • Flat Use? No v Neg Bending NA . (3) 2 x 10 4 x 10 Temp Cond. 100 deg F&less v Fb Pos 1,138 psi Fv 207 psi Shear 76.1% • Fb Neg 1,129 psi Fcp 625 psi Span(s)Defl'n 560.9% Allow Pos Mom 4,058 ft-lb 1197.86 inA4 Cantilever(s) Defl'n • NA Allow Neg Mom -4,024 ft-lb E 1,600 ksi Calc'd member FAILS by: -0.9% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 • Support 3 Support 4 Self Wt 7.09 plf Cond's Of Use: Load Duration:1.15-Snow For(2)2 x 10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,175 lb 2,175 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Total 825 lb 825 lb - - O ft-lb • 0 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 - -0.030 in - - - . Allowed 0.200 in 0.200 in 0.200 in ProBeam_v7 WC 2-22-18 �CDNS 'RUCTION C ACC' ProBeam 14 Tim Garrison, P.E. we 6m•ower The autidin9 Industry 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 23h Other Info. 1/7/19 2 4 6 10 12 4 Type? Simple span,fully braced 17 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/ Extra Stiff: L/600&L/480 v . , 600 = 0.24 in Total, L/ 480 = 0.30 in N/A 1. = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.00 ft Add Self Weight? Yes-Self weight will be added to applied•DL V • Loads: Point Loads Measured from left end of member. Member Total Length= 12 ft. • Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf 24.00 ft 5.00 ft - 1,800 lb 3,000 lb 4.00 ft Point Load 2 20 psf 15.00 psf • 25.00 psf 24.00 ft 5.00 ft - 1,800 lb 3,000 lb 8.00 ft .Point Load 3 10.00 psf - - - • Point Load 4 Point Load 5 Loads • Point loads are 1/10 scale 400 300 200 - • 100 - 0 - •• -100 41 2 4 6 8 19 12 14 Glu Lam • Calc'd Member Results For 5 x 13.5 Solutions Using Self Weight of Glulam 5 x 13.5, 17.3 plf Misc manufacturers v Load Duration %Overdesign _ 2.5 x 18 5 x 13.5 8.75 x 12 Moisture Medium Dry-18% ' 5 x 13.5 V' LSnow: 1.15 V Pos Bending 79.0% • 3 x 16.5 . 5.125 x 13.5 Press Treated? No,Not P.T. V 24F-V4,DF/DF V Neg Bending NA 3.125 x 16.5 6.75 x 12 Temp Cond. 100 deg F&less v Fb Pos 2,760 psi Fv 305 psi Shear 179.7% Fb Neg 2,075 psi Fcp 650 psi Span(s) Defl'n 7.1% Allow Pos Mom 34,926 ft-lb 11025.16 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -26,257 ft-lb E 1,800 ksi Calc'd member OK by: 7.1% Allow Shear 13,714 lb El 1,845,281 ksi. Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 17.26 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 13.5 1.51 in 1.51 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,904 lb 4,904 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,904 lb 1,904 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 - -0.280 in - - - Allowed 0.300 in 0.300 in 0.300 in • ProBeam_v7 WC 2-22-18 C 0- 1M Tim Garrison, P.E. . CAS FRUCTIONCALC ProBeam We'£rnpower T e-Bullding 2ntlusccy 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 24h Other Info. • 1/7/19 2 4 t 8 10 1212 114 Type? 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/ Extra Stiff:L/600&L/480 v 600 = 0.24 in Total, L/ 480 = 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: 12.00 ft Add Self Weight? Yes-Self weight will be added to applied DL C Loads: Uniform Loads Over Full Length of Member • i Loads From Continuous Member? No V Increase Roof DL for pitch? Yes 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 - - - . Uniform Ld. 2 .40 psf 15 psf 6.00 ft 240.0 lb/ft 90.0 lb/ft . Uniform Ld. 3 50 psf - - Uniform Ld. 4 60 psf 10 psf 5.00 ft 300.0 lb/ft 50.0 lb/ft Uniform Ld. 5 - 10 psf 12.00 ft - 120.0 lb/ft Tot Unif Load 540.0 lb/ft 260.0 lb/ft - • Loads Point loads are 1/10 scale 1000 500 - 0 - _ / u 2 4 6 8 10 12 • 14 .-500 Glu Lam • Calc'd Member Results For 5 x 12 Solutions Using Self Weight of Glulam 5 x 12, 15.3 plf LMisc manufacturers 1 V Load Duration % Overdesign 2.5 x 16.5 5 x 12 8.75 x 10.5 I Moisture Medium Dry-18% V 15 x 12 V Live: 1.00 'w Pos Bending 63.5% 3 x 15 5.125 x 12 Press Treated? [-No,Not P.T. v 24F-V4,DF/DF • Neg Bending NA 3.125 x 15 - 6.75 x 12 • Temp Cond. 100 deg F&less v Fb Pos 2,400 psi . Fv 265 psi Shear 116.7% Fb Neg. 1,818 psi Fcp 650 psi Span(s) Defl'n 2.2% . Allow Pos Mom 23,997 ft-lb 1720.00 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -18,176 ft-lb E 1,800 ksi Calc'd member OK by: 2.2% Allow Shear 10,600 lb El 1,296,000 ksi Controlling criteria is: Defl-Span 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 For5x12 1.51 in 1.51 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,892 lb 4,892 lb - - 0 ft-lb. 0 ft-lb 0 ft-lb . 0 ft-lb • Min Total 1,652 lb 1,652 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 - -0.294 in - - - Allowed - 0.300 in 0.300 in 0.300 in . ProBeam_v7 WC 2-22-18 . alrm . Tim Garrison, P.E. CC: NS :RUCTION CALt ProBeam We Empower The SuUdine Industry 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 31b _ Other Info. 1/7/19 0.5 1 1.5 2 2.5 3 3.5 4 4.5 Type? I Simple'span,fully braced I• 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/ 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? Yes-Self weight will be added to applied DL V . • Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? No • Increase Roof DL for pitch? Yes • Roof Pitch I 1.0 :12 1 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 15 psf . - ' - Uniform Ld..4 60 psf 32 psf - - • Uniform Ld. 5 - 10 psf - - Tot Unif Load - 60.2 Ib/ft 100.0 lb/ft Loads Point loads are 1/10 scale 200 150 . 100 . • 50 . • 0 Ai , . . . . , . . -50 i9 0.5 1 1.5 2 2.5 3 3.5 4 4.5 4x And Smaller(Lumber) Calc'd Member - Results For 4 x 6 Solutions Using Self Weight of Sawn 4 x 6,4.9 plf 4 x 6 v Load Duration Snow:1.15 1• %Overdesign 2 x 4 (4)2 x 3 Moisture Medium Dry-18% V Douglas Fir-Larch • Repetitive Use? No • Pos Bending 499.0% • • (2)2 x 3 3 x 4 Press Treated? No,Not P.T. v No.2 • Flat Use? No •• Neg Bending NA (3)2 x 3 4 x 4 Temp Cond. 100 deg F&less v Fb Pos 1,345 psi Fv 207 psi Shear 704.4% . • Fb Neg 1,340 psi Fcp 625 psi Span(s)Defl'n 1532.6% • Allow Pos Mom 1,978 ft-lb 148.53 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -1,970 ft-lb E 1,600 ksi Calc'd member OK by: 499.0% Allow Shear 2,657 lb -El 77,642 ksi Controlling criteria is: Pos Bending Req'd Bearing . Support 1 Support 2 Support 3 Support 4 Self Wt 4.92 plf Cond's Of Use: Load Duration:1.15-Snow For 4 x 6 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 330 lb 330 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 130 lb 130 lb - - 0 ft-lb 0 ft-lb 0 ft-lb '0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - -0.012 in - - - • Allowed 0.200 in 0.200 in 0.200 in . ProBeam_v7 WC 2-22-18 C t"� CAS RUCTIONCALC ProBeam Tim Garrison, P.E. We Empower The Euffdfng 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 32-34b Other Info. 1/7/19 A5 t0 15 20 25 3-3 Type? Simple span,fully braced [7 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 25.00 ft 25.00 ft Allowable Deflection, Main Spans Live Only, L/ [Code Minimum-Normal: L/360&L/240 V 360 = 0.83 in Total, L/ 240 = 1.25 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 25.00 ft Add Self Weight? I yes-Self weight will be added to applied DL V Loads: l- Uniform Loads Over Full Length of Member Loads From Continuous Member? No • Increase Roof DL for pitch? Yes v . Roof Pitch L 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 8.00 ft - 120.4 lb/ft 200.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf • - - Uniform Ld. 4 60 psf 32 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load . - 120.4 lb/ft 200.0 lb/ft Loads Point loads are 1/10 scale 400 - . 300 - . 200 • - 100 - 0 -100 �s 5 10 15 20 25 30 V Glu Lam Calc'd Member Results For 5 x 15 Solutions Using Self Weight of Glulam 5 x 15, 19.2 plf Misc manufacturers w Load Duration % Overdesign 2.5 x 19.5 • 5 x 15 8.75 x 13.5 Moisture Medium Dry-18% I V 5 x 15 V Snow:1.15 V Pos Bending 56.9% 3 x 18 5.125 x 15 Press Treated? No,Not P.T. V 24F-V4,DF/DF v Neg Bending NA 3.125 x 18 6.75 x 13.5 Temp Cond. 100 deg F&less v Fb Pos 2,664 psi Fv 305 psi . Shear 259.0% Fb Neg 1,892 psi Fcp 650 psi Span(s) Defl'n 6.0% Allow Pos Mom 41,631 ft-lb 11406.25 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -29,566 ft-lb E 1,800 ksi Calc'd member OK by: 6.0% . Allow Shear 15,238 lb El 2,531,250 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 19.18 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 15 1.50. in 1.50 in - . - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,245 lb 4,245 lb - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,745 lb 1,745 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 . 1.250 in 1.250 in 1.250 in Max Dn Defl - -1.179 in - - - Allowed 1.250 in 1.250 in • 1.250 in ProBeam_v7 WC 2-22-18 ©! 3J IJ ,., PPO G�BYI I' RUCTION(.�ALA Tim Garrison, P.E. n)t45 1� -, p =fz :;Y 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 t18127 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 35b . • Other Info. 1/7/19 Type? Cantilever(s), multiple spans, fixity, or not braced v 0 2 4 6 8. 10 12 Cantilevers? Left Cantilever i Number of Main Spans One Main Span 1 Fix Left End of Main Span? , NA- Left End Is Cantilever V Fix Right End of Main Span? I No, Leave it Pinned Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 7.00 ft 11.00 ft Top of Beam Lateral Support Continuous c7 Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support At supports Only - o Bottom of Beam, Max Unbraced Length 7.00 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Code Minimum Normal: L/360&L/240 Live Onl U Code Minimum Normal: L/720& L/480 o • Live Only, U IY, 360 = 0.23 in Total, U 240 = 0.35 in 720 = 0.07 in Total, U 480 = 0.10 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mern True Len: 11.00 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? No I v Increase Roof DL for pitch? I Yes ® Roof Pitch 1 1.0 :12 Live - Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 5.00 ft - 75.3 lb/ft 125.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - - . Uniform Ld. 4 60 psf 32 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 75.3 lb/ft 125.0 lb/ft Loads . Point loads are 1/10 scale • 300 200 100 - -100 CI) 2 - - --- ---4�� 6 - 8 10 12 • • Glu Lam Calc'd Member Results For 5 x 7.5 Solutions Using Self Weight of Glulam 5 x 7.5, 9.6 plf Misc manufacturers I ® , Load Duration % Overdesign 2.5 x 9 5 x 7.5 8.75 x 9 Moisture Medium Dry- 18% V 5 x 7.5 V Snow: 1.15 w' Pos Bending 1749.4% I - 3 x 7.5 5.125 x 7.5 Press Treated? I No, Not P.T. _ v ; 24F-V4, DF/DF . v Neg Bending 391.9% • 3.125 x 7.5 • 6.75 x 7.5 Temp Cond. 100 deg F&less ® Fb Pos 2,760 psi Fv 305 psi Shea, 682.0% Fb Neg 2,114 psi Fcp 650 psi Span(s) Defl'n 1902.4% Allow Pos Mom 10,780 ft-lb 1175.78 inA4 Cantilever(s) Defl'n 76.3% Allow Neg Mom -8,259 ft-lb E 1,800 ksi Calc'd member OK by: 76.3% Allow Shear 7,619 lb El 316,406 ksi Controlling criteria is: Defl - Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 9.59 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 7.5 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,814 lb 495 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 733 lb 200 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 0.002 in - - - Allowed 0.350 in 0.350 in 0.350 in . Max Dn Defl -0.057 in -0.009 in - - - Allowed 0.350 in 0.350 in 0.350 in • ProBeam v7 WC 2-22-18 Tim Garrison, P.E. C S RUCTIONCALC ProBeam We Empower TheBuilding Industry V6.0 1 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 36-38B • •Other Info. 1/7/19 , a - Type? I Cantilever(s),multiple span ,fixity,or not braced I v 0 5 10 15 20 25 30 35 40 Cantilevers? Left Cantilever v Number of Main Spans One Main Span . - Fix Left End of Main Span? NA-Left End Is Cantilever V Fix Right End of Main Span? No,Leave It Pinned V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.00 ft 23.00 ft 35.00 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 V Bottom of Beam, Max Unbraced Length 23.00.ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers • Live Only,L/ Code Minimum-Normal:L/360&U?40 V Live Only, U. Code Minimum-Roof Mems,Not Plaster Cell:L/480&L/360 V 360 = 0.77 in Total, L/ 240 = 1.15 in 480 = 0.30 in Total, U 360 = 0.40 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 35.00 ft Add Self Weight? Yes-Self weight will be added to applied DL 7 Loads: • Partial Distributed Loads(Uniform or Trapezoidal) Measured from left end of member.-Member Total Length=35 ft. • • Start Start End End • Live Dead Snow Trib.Width Location Trib.Width Location Roof 25 psf 15 psf 5.00 ft . 0.00 ft • 5.00 ft 12.00 ft Floor1 25psf 15psf • 7.00ft 12.10ft 7.00ft 35.00ft Floor 2 60 psf 10 psf Loads Point loads are 1/10 scale • 200 .. . 100 - 1 - . I . . _ 0 . 5 • 10 15 20 25 30 35 40 -100 Glu Lam • Calc'd Member Results For 5 x 18 Solutions Using Self Weight of Glulam 5 x 18,23 plf MIsc manufacturers v. . Load Duration %Overdesign • - 5 x 18 . 8.75 x 15 l Moisture LMedlum.Dry-18% • 5 x 18 • snow: 1.15 V . Pos Bending 259.3% 3 x 22.5 5.125 x 18 Press Treated? LNo,Not P.T. i V 24F-V8,DF/DF I V Neg Bending 233.2% 3.125 x 21 6.75 x 16.5 Temp Cond. Liao deg F&less LJ Fb Pos 2,661 psi Fv 305 psi Shear ' 340.1% • Fb Neg 2,378 psi Fcp 650 psi Span(s)Defl'n 233.8% Allow Pos Mom 59,866 ft-lb 12430.00 inA4 Cantilever(s)Defl'n. 3.1% . Allow Neg Mom -53,503 ft-lb E 1,800 ksi • Calc'd member OK by: 3.1% Allow Shear 18,285 lb El 4,374,000 ksi Controlling criteria is: Defl-Cantivr Req'd Bearing Support 1 Support 2 'Support 3 Support 4 Self Wt 23.01 plf For 5 x 18 Cond's Of Use:Load Duration:1.15-Snow 2.10 in 1.50 in -. - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,831 lb 3,178 lb - - • 0 ft-lb 0 ft-lb 0 ft-lb . 0 ft-lb Min Total 2,945 lb 774 lb 7 - 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 0.371 in 0.052 in - . • - - - Allowed 1.150in 1.150in' 1.150in Max Dn Defl - 0.000 in -0.345 in - - - Allowed 1.150 in 1.150 in 1.150 in . ProBeam_v7 WC 2-22-18 C- i-45 Tim Garrison, P.E. C®IVS T RUCTIONCALC ProBeam We 6mpoW�ez e Bul3dtngindustry 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 39,40b Other Info. 1/7/19 5 5 10 15 20 25 3 ' Type? Simple span,fully braced a Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 25.50 ft 25.50 ft • Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 V 360 = 0.85 in Total, L/ 240 = 1.28 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 25.50 ft Add Self Weight? Hes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? , No V Increase Roof DL for pitch? Yes j 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 5.00 ft - 75.3 lb/ft 125.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 60 psf 32 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 75.3 lb/ft 125.0 lb/ft Loads Point loads are 1/10 scale 300 200 100 0 • . -100 5 10 15 ' 20 25 30 Glu Lam Calc'd Member Results For 5 x 13.5 . Solutions Using Self Weight of Glulam 5 x 13.5, 17.3 plf Misc manufacturers V Load Duration % Overdesign 2.5 x 16.5 5 x 13.5 8.75 x 12 Moisture Medium Dry-18% V .5 x 13.5 V ' Snow: 1.15 I V Pos Bending 92.4% 3 x 16.5 5.125 x 13.5 Press Treated? No,Not P.T. V 124F-V4,DF/DF V Neg Bending NA 3.125 x 16.5 6.75 x 12 Temp Cond. 10o deg F&less V Fb Pos 2,687 psi Fv 305 psi • Shear 394.5% Fb Neg 1,933 psi - Fcp 650 psi Span(s) Defl'n 13.7% Allow Pos Mom 34,011 ft-lb 11025.16 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -24,458 ft-lb E 1,800 ksi• Calc'd member OK by: 13.7% Allow Shear 13,714 lb El 1,845,281 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 17.26 plf . Cond's Of Use: Load Duration:1.15-Snow For 5 x 13.5 1.50 in 1.50 in . - - Reactions Support 1 Support 2• Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,773 lb 2,773 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,180 lb - 1,180 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 • 1.275 in 1.275 in 1.275 in . Max Dn Defl - -1.121 in - - - Allowed 1.275 in 1.275 in 1.275 in ProBeam_v7 WC 2-22-18 - rN • Tim Garrison, P.E. - CC iiVS •RUCTION CALL ProBeam We Empower 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 41b Other Info. 1/7/19 III 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: 12.00 ft 12.00 ft Allowable Deflection, Main Spans • 'Live Only, L/ l Code Minimum-Normal:L/360&L/240 V 360 = 0.40 in • Total, L/ 240 = 0.60 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V • Loads: . Uniform Loads Over Full Length of Member . • Loads From Continuous Member? No V 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 12.00 ft - 180.6 lb/ft 300.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - - • Uniform Ld. 4 60 psf 32 psf - - Uniform Ld. 5 - 10 psf - - • Tot Unif Load - 180.6 lb/ft 300.0 lb/ft ' Loads Point loads are 1/10 scale 600 . 400 200 - 0 -200 I • 2 4 6 •8 10 12 14 Glu Lam Calc'd Member 'Results For 5 x 13.5 Solutions Using Self Weight of Sawn 6 x 8, 10.5 plf Misc manufacturers V Load Duration • %Overdesign 2.5 x 10.5 5 x 9 8.75 x 9 . Moisture Medium Dry-18% V 5 x 13.5 V Snow: 1.15 1 v Pos Bending 295.0% 3 x 10.5 5.125 x 9 Press Treated? No,Not P.T. V 24F-V4,DF/DF V Neg Bending NA 3.125 x 10.5 6.75 x 7.5 Temp Cond. r100 deg F&less 0 Fb Pos 2,760 psi Fv 305 psi Shear 365.3% Fb Neg 2,075 psi Fcp 650 psi Span(s) Defl'n 383.1% Allow Pos Mom 34,926 ft-lb • 11025.16 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -26,257 ft-lb E 1,800 ksi • Calc'd member OK by: 295.0% Allow Shear 13,714 lb El 1,845,281 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 • Support 2 Support 3 Support 4 Self Wt 17.26 plf Cond's Of Use: Load Duration:1.15-Snow For5x13.5 1.50 in 1.50 in - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,947 lb 2,947 lb - . - 0 ft-lb 0 ft-lb 0 ft-lb . 0 ft-lb Min Total 1,147 lb 1,147 lb - - 0 ft-lb • 0 ft-lb 0 ft-lb 0 ft-lb • • Min Load Case - Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - Allowed 0.600 in 0.600 in 0.600 in • Max Dn Defl - -0.912 in - - - Allowed - 0.600 in 0.600 iri 0.600 in ProBeam v7 WC 2-22-18 C "� r'� `'' ProlBeam Tim Garrison, P.E. c �S ';I;UCTION TALC Ea- . `Z1 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 t18127 Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 42b Other Info. 1/7/19 2 4 6 s 10 12 Type? [mple span, fully braced 1 v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 10.00 ft 10.00 ft Allowable Deflection, Main Spans . Live Only, L/ .1 Code Minimum -Normal: L/360&L/240 _ v 360 = 0.33 in Total, L/ 240 = 0.50 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 10.00 ft Add Self Weight? [Yes-Self weight will be added to applied DL , 0 Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? No ,v Increase Roof DL for pitch? 1 Yes 1 v Roof Pitch ` 1.0 :12 j •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 15 psf - - Uniform Ld. 4 60 psf 32 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 - . 200 - 0 . , A -200 2 4 6 8 10 12 • 4x And Smaller (Lumberl Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 6 x 10, 13 plf 4 x 10 _ v Load Duration Snow: 1.15 I® % Overdesign - (4) 2 x 10 Moisture Medium Dry- 18% cr Douglas Fir-Larch ® Repetitive Use? No n7 Pos Bending -9.8% (2) 2 x 14 3 x 14 Press Treated? No, Not P.T. I® No. 2 ® I Flat Use? No ® Neg Bending NA (3) 2 x 10 I 4 x 12 Temp Cond. 100 deg F&less j® Fb Pos 1,242 psi Fv 207 psi Shear 97.0% Fb Neg 1,217 psi Fcp 625 psi Span(s) Defl'n 81.0% Allow Pos Mom 5,165 ft-lb 1230.84 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -5,063 ft-lb E 1,600 ksi Calc'd member FAILS by: -9.8% Allow Shear 4,468 lb El 369,345 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:1.15-Snow For 4 x 10 1.50 in 1.50 in - - 6x And Larger (Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 6 x 10, 13 plf 16 x 10 ® Load Duration Snow: 1.15 iv Overdesign 6 x 10 12 x 12 Moisture j Medium Dry- 18% o Douglas Fir-Larch I ' Repetitive Use? No ® Pos Bending 16.0% NA 8 x 10 14 x 14 Press Treated? No, Not P.T. ® WCLIB No^2 ® Flat Use? 1 No ® Neg Bending 10 x 10 16 x 16 Y Temp Cond. 100 deg F&less Fb Pos 1,006 psi .Fv 196 psi Shear 192.4% Fb Neg 1,000 psi Fcp 600 psi Span(s) Defl'n 131.0% Allow Pos Mom 6,576 ft-lb 1362.75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -6,533 ft-lb E 1,300 ksi Calc'd member OK by: 16.0% Allow Shear 6,631 lb El 471,574 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf Cond's Of Use: Load Duration:1.15-Snow For 6 x 10 1.50 in 1.50 in - - S Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,268 lb 2,268 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 893 lb 893 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 0.500 in 0.500 in 0.500 in Max Dn Defl - -0.216 in - - - Allowed 0.500 in 0.500 in 0.500 in ProBeam_v7 WC 2-22-18 lig CdJS RUCTION C ALC ProBeam Tim Garrison, P.E. yde Empower The euiidin9 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) • Member I.D. 44b I Other Info. 1/7/19 2 4 6 8 10 12 14 16 18 2U Type? I Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 19.00 ft 19.00 ft Allowable Deflection,Main Spans . Live Only, L/ Code Minimum-Normal:L/360&L/240 I V 360 = 0.63 in Total,L/ 240 = 0.95 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 19.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member • Loads From Continuous Member? i No v .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 9.00 ft - 135.5 lb/ft 225.0 lb/ft Uniform Ld.2 40 psf 15 psf 2.00 ft 80.0 lb/ft 30.0 lb/ft. Uniform Ld.3 40 psf 15 psf A- - Uniform Ld,4 60 psf 32 psf - - Uniform Ld.5 - 10 psf 12.00 ft - 120.0 lb/ft Tot Unif Load 80.0 lb/ft 285.5 lb/ft . 225.0 lb/ft • Loads Point loads are 1/10 scale 800 600 400 200 • -200 2 4 -6 8 19 12 1-1 16 18 20 Engineered Lumber _ Calc'd Brand 'ITrus Joist V Results For 7 x 11.875 2.0E PSL Solutions Using Self Weight of Engrd 7 x 11.875 2.0E PSL,21.3 plf Calc'd Member 7 x 11.875 2.0E PSL V - 3.5 x 20 2.2E PSL Load Duration Snow: 1.15 V %Overdesign - 7 x 20 2.2E PSL Repetitive Use? No v Pos Bending 89.2% 3.5 x 16 1.55E LSL Fb Pos 3,335 psi Fv 334 psi Neg Bending NA • 1.75 x 20 2.0E LVL - Fb Neg 3,303 psi Fcp 750 psi Shear 263.3% (2)1.75 x 16 2.0E LVL 3.5 x 16 Plus PSL, Levi Allow Pos Mom. 45,720 ft-lb E 2,000 ksi Span(s)Defl'n 18.2% . (3) 1.75 x 14 2.0E LVL . 5.25 x 14 Plus PSL, Levi Allow Neg Mom. -45,286 ft-lb El 1,953,654 ksi Cant(s)Defl'n NA (4)1.75 x 11.25 2.0E LVL 3.5 x 16 Plus PSL, Lev2 Allow Shear 18,481 lb Calc'd member OK by: 18.2% 3.5 x 16 2.0E PSL 5.25 x 14 Plus PSL, Lev2 1976.83 in^4 Controlling criteria is: Defl-Span 5.25 x 14 2.0E PSL - Self Wt 21.25 plf Cond's Of Use: Load Duration:1.15-Snow . 7 x 11.25 2.0E PSL 5.25 x 16 Plus PSL,Lev3 • Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 7 x 11.875 2.0E PSL 1.50 in . 1.50 in • - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 • Max Total 5,087 lb 5,087 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,914 lb 2,914 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 0.950 in 0.950 in 0.950 in Max Dn Defl - -0.804 in - - - • Allowed 0.950 in 0.950 in 0.950 in ProBeam_v7 WC 2-22-18 Tim Garrison, P.E. ( IS RUCTIC)N e AL . Lin r iTi_tr► WO ta- x .x 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 t18127 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 45b, 46b Other Info. 1/7/19 Type? 1 Cantilever(s), multiple spans, fixity, or not braced l '' 0 2 4 6 8 10 12 14 16 r Iv Cantilevers? I Left Cantilever Number of Main Spans I One Main Span Fix Left End of Main Span? NA Left End Is Cantilever ® 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: 4.00 ft 11.00 ft 15.00 ft Top of Beam Lateral Support Continuous I ' ' 1 Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support At Supports Only ' Bottom of Beam, Max Unbraced Length 11.00 ft . Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, U [Code Minimum - Normal: L/360&L/240 v Live Only, U Code Minimum - Normal: L/720&L/480 v • 360 = 0.37 in Total, U 240 = 0.55 in 720 = 0.07 in Total, U 480 = 0.10 in . Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 15.00 ft Add Self Weight? Yes- Self weight will be added to applied DL I 0 Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? ® Increase Roof DL for pitch? Yes v Roof Pitch 1 1.0 :12 I No Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 3.00 ft - 45.2 lb/ft 75.0 lb/ft Uniform Ld. 2 40 psf 15 psf 1.00 ft 40.0 lb/ft 15.0 lb/ft Uniform Ld. 5 - 10 psf 12.00 ft - 120.0 lb/ft • Tot Unif Load 40.0 Iblft 180.2 Iblft 75.0 lb/ft Point Loads • Measured from left end of member. Member Total Length = 15 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 4 2,587 lb 2,500 lb 0.10 ft Loads . Point loads are 1/10 scale . 400 300 200 - 100 - -100 U 2 4 6 8 10 12 14 16 Glu Lam Calc'd Member Results For 5 x 15 Solutions Using Self Weight of Glulam 5 x 15, 19.2 pif Misc manufacturers V Load Duration % Overdesign . - 5 x 21 8.75 x 18 • Moisture Medium Dry - 18% 1 'W 1 5 x 15 V Snow: 1.15 1 V Pos Bending 31895.0% • - 5.125 x 21 Press Treated? No, Not P.T. V 24F-V8, DF/DF v Neg Bending 90.7% - 6.75 x 19.5 Temp Cond. 10o deg F&less ® Fb Pos 2,760 psi Fv 305 psi Shear 146.4% Fb Neg 2,690 psi Fcp 650 psi Span(s) Defl'n 526.1% Allow Pos Mom 43,117 ft-lb 11406.25 in^4 Cantilever(s) Defl'n -156.4% Allow Neg Mom -42,024 ft-lb E 1,800 ksi Calc'd member FAILS by: -156.4% • . Allow Shear 15,238 lb El 2,531,250 ksi Controlling criteria is: Defl - Cantivr Req'd Bearing Support 1 Support 2 Support 3 . Support 4 Self Wt 19.18 plf Cond's Of Use: Load Duration:1.15-Snow For 5 x 15 . 2.98 in 1.50 in . - - Reactions Support 1 Support 2 .Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 9,696 lb • 254 lb • - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 5,732 lb -494 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 0.083 in - - - Allowed 0.550 in 0.550 in 0.550 in Max Dn Defl -0.256 in 0.000 in - - - Allowed 0.550 in 0.550 in 0.550 in ProBeam v7 WC 2-22-18 • G Z46. Tim Garrison, P.E. CAS['RUCTION ProBeam We Empower The Butldtng Industry 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 47b A . Other Info. 1/7/19 5 1'0 15 • 20 25 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 19.50 ft • 19.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 V 360 • = 0.65 in Total, L/ 240 = 0.98 in N/A = 0.00 in Total, L/ N/A = 0.00 in . Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 19.50 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? No • Increase Roof DL for pitch? j Yes 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 14.00 ft - 210.7 lb/ft 350.0 lb/ft Uniform Ld. 2 40 psf 15 psf . - - • Uniform Ld. 5 - 10 psf 12.00 ft - 120.0 lb/ft Tot Unif Load - 330.7 lb/ft 350'.0 lb/ft • • Loads Point loads are 1/10 scale 1000 500 0 - 5 10 15 20 25 -500 . Glu Lam Calc'd Member Results For 5 x 15 Solutions Using Self Weight of Glulam 5 x 15, 19.2 plf, Misc manufacturers v Load Duration %Overdesign 2.5 x 19.5 • 5 x 15 . . 8.75 x 13.5 . Moisture Medium Dry-18% ,V 5 x 15 V Snow:1.15 v Pos Bending 28.3% 3 x 18 5.125 x 15 Press Treated? No,Not P.T. V 24F-V4,DF/DF V Neg Bending NA • 3.125 x 18 6.75 x 13.5 Temp Cond. 10o deg F&-less V Fb Pos 2,731 psi Fv 305 psi • Shear 123.3% Fb.Neg 1,988 psi Fcp 650 psi Span(s)Defl'n 8.4% Allow Pos Mom 42,678 ft-lb 11406.25 in^4 Cantilever(s)Defl'n • NA • Allow Neg Mom -31,059 ft-lb E 1,800 ksi Calc'd member OK by: 8.4% Allow Shear 15,238 lb El 2,531,250 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 19.18 plf For 5 x 15 Cond's Of Use: Load Duration:1.15-Snow 2.10 in 2.10 in - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments .Support 1 Support 2 Support 3 Support 4 Max Total 6,824 lb 6,824 lb - - - 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 3,412 lb 3,412 lb - - . 0 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 0.975 in 0.975 in 0.975 in - Max Dn Defl - -0.900 in - - - Allowed - 0.975 in 0.975 in 0.975 in - • ProBeam_v7 WC 2-22-18 G z( Tim Garrison, P.E. CCi VS rRUCTION C ALE ProBeam We qmpower The Bulidl g rgdNatry 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) . Member I.D. 48b Other Info. 1/7/19 2 4 8 10 12 14 n 18 a'Ig Type? Simple span,fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 I v 360 • = 0.52 in Total, L/ 240 = 0.78 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: 15.50 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? No V 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 9.00 ft 360.0 lb/ft 135.0 lb/ft Uniform Ld. 5 - 10 psf - - - Tot Unif Load 360.0 lb/ft 135.0 lb/ft - Loads Point loads are 1/10 scale ' 600 400 - 200 - 0 - ,--- . -200 Ze 2 4 6 8 10 12 14 16 18 Engineered Lumber . Calc'd Brand b:rus Joist v Results For 5.25 x 11.875 2.0E Solutions Using Self Weight of Engrd 5.25 x 11.875 2.0E PSL, 15.9 plf Calc'd Member 5.25 x 11.875 2.0E PSL v PSL . - 3.5 x 20 2.2E PSL • Load Duration Snow: 1.15 [J %Overdesign 1.75 x 16 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No v - Pos Bending 123.5% 3.5 x 14 1.55E LSL - Fb Pos 3,335 psi Fv 334 psi Neg Bending NA 1.75 x 16 2.0E LVL • - Fb Neg 3,285 psi Fcp 750 psi Shear 250.0% (2) 1.75 x 11.875 2.0E LVL 3.5 x 14 Plus PSL, Levi Allow Pos Mom. 34,289 ft-lb E 2,000 ksi Span(s) Defl'n 61.9% (3) 1.75 x 11.25 2.0E LVL 5.25 x 11.875 Plus PSL, Lev1 Allow Neg Mom. -33,779 ft-lb El 1,465,240 ksi Cant(s)Defl'n NA (4) 1.75 x 9.25 2.0E LVL 3.5 x 14 Plus PSL, Lev2 Allow Shear 13,861 lb Calc'd member OK by: 61.9% 3.5 x 11.875 2.0E PSL ' 5.25 x 11.875 Plus PSL, Lev2 1732.62 in^4 Controlling criteria is: Defl -Span 5.25 x 11.25 2.0E PSL 3.5 x 14 Plus PSL, Lev3 Self Wt 15.94 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 5.25 x 11.875 2.0E PSL 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 3,960 lb 3,960 lb - - . 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,170 lb 1,170 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 0.775 in 0.775 in 0.775 in Max Dn Defl - -0.453 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam_v7 WC 2-22-18 G'z-Z- Tim Garrison, P.E. CCI ,IS FRUCTIQNCALC r O eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 49b Other Info. 1/7/19 4 6 8 10 12 14 16 1'8 t 2 Type? Simple span,fully braced w Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft . 15.50 ft Allowable Deflection, Main Spans Live Only, L/ LCode Minimum-Normal:L/360&L/240 V • 360 = 0.52 in Total, L/ 240 = 0.78 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: 15.50 ft • Add Self Weight? [sf!s-Self weight will be added to applied DL V • Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? 1-No I• Increase Roof DL for pitch? Yes w 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 6.00 ft 360.0 lb/ft 60.0 lb/ft Uniform Ld. 5 - 10 psf - - Tot Unif Load 360.0 lb/ft 60.0 lb/ft - Loads • Point loads are 1/10 scale 600 400 • • 200 0 . -200 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 V Load Duration %Overdesign 2.5 x 13.5 5 x 12 8.75 x 9 Moisture Medium Dry-18% V 5 x 12 • . V Live:1.00 V Pos Bending 83.6% 3 x 13.5 5.125 x 12 Press Treated? Yes,F.T. V • 24F-V4,DF/DF V Neg Bending NA 3.125 x 13.5 6.75 x 10.5 Temp Cond. 10o deg F&less V Fb Pos 2,400 psi Fv 265 psi Shear 214.2% Fb Neg 1,804 psi Fcp 650 psi Span(s) Defl'n 43.2% Allow Pos Mom 23,997 ft-lb 1720.00 inA4 Cantilever(s) Defl'n NA - Allow Neg Mom -18,041 ft-lb .E 1,800 ksi Calc'd member OK by: 43.2% Allow Shear 10,600 lb • El 1,296,000 ksi Controlling criteria is: Defl-Span 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 For5x12 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 3,374 lb 3,374 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 584 lb 584 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 0.775 in 0.775 in 0.775 in Max Dn Defl - -0.436 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam v7 WC 2-22-18 C. -3 Tim Garrison, P.E. CAS RUCTIONCALC ProBeam We,Empower The Building'Yndustry 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 50b _ Other Info. 1/7/19 2 4 6 8 to 12 14 16 Ig Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 15.50 ft 15.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 V 360 - = 0.52 in Total, L/ 240 = 0.78 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: 15.50 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? 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 - - - Uniform Ld.2 40 psf 15 psf - • - Uniform Ld.3 40 psf 15 psf 11.00 ft 440.0 lb/ft 165.0 lb/ft . - Uniform Ld.4 60 psf 10 psf - - . Uniform Ld.5 - 10 psf - - Tot Unif Load 440.0 Ib/ft 165.0 Ib/ft - Loads Point loads are 1/10 scale 800 • 600 400 200 -200 . 2 1 • 6 8 . 1-9 12 11 16 18 Engineered Lumber Calc'd Brand Trus Joist V Results For 5.25 x 11.875 2.0E Solutions Using Self Weight of Engrd 5.25 x 11.875 2.0E PSL, 15.9 plf Calc'd Member 5.25 x 11.875 2.0E PSL V PSL - 3.5 x 20 2.2E PSL . Load Duration Live: 1.00 v. %Overdesign ' - 7 x 20 2.2E PSL Repetitive Use? No V Pos Bending 59.9% 3.5 x 14 1.55E LSL - Fb Pos 2,900 psi Fv 290 psi Neg Bending NA . 1.75 x 18 2.0E LVL • - Fb Neg 2,864 psi Fcp 750 psi Shear 150.5% (2)1.75 x 14 2.0E LVL 3.5 x 14 Plus PSL, Lev1 Allow Pos Mom. 29,817 ft-lb E 2,000 ksi Span(s)Defl'n 32.5% (3)1.75 x 11.25 2.0E LVL 5.25 x 11.875 Plus PSL,Levi Allow Neg Mom. -29,444 ft-lb El 1,465,240 ksi Cant(s)Defl'n . NA (4)1.75 x 11.25 2.0E LVL 3.5 x 16 Plus PSL,Lev2 - 'Allow Shear 12,053 lb Calc'd member OK by: 32.5% 3.5 x 14 2.0E PSL 5.25 x 14 Plus PSL, Lev2 1732.62 iO4 Controlling criteria is: - Defl-Span 5.25 x 11.25 2.0E PSL- 3.5 x 16 Plus PSL,Lev3 Self Wt 15.94 plf - Cond's Of Use: Load Duration:1.0-Live 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 5.25 x 11.875 2.0E PSL 1.50 in 1.50 in • - - Reactions Support 1 Support 2 .• Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 • Max Total 4,812 lb 4,812 lb - - • 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,402 lb 1,402 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 0.775.in 0.775 in . 0.775 in • Max Dn Defl - -0.550 in - - - Allowed 0.775 in 0.775 in 0.775 in ProBeam_v7 WC 2-22-18 G IA- CAS RUCTION C.ALC ProBeam Tim Garrison, P.E. V'eiapower The Bi)itdtn• 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 51b J6 • Other Info. 1/7/19 .2 4 6 8 10 12 4 s _ r . Type? !Simple span,fully braced V Left Cantilever Span 1. Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.00 ft 14.00 ft Allowable Deflection,Main Spans ' Live Only, L/ Code Minimum-Normal:L/360&1/240 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? Yes-Self weight will be added to applied DL V Loads: - • Uniform Loads Over Full Length of Member • - - Loads From Continuous Member? No . Increase Roof DL for pitch? Yes v Roof Pitch 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 9.00 ft 360.0 lb/ft 135.0 lb/ft Uniform Ld.4 60 psf 10 psf • - - Uniform Ld.5 - 10 psf - - - • Tot Unif Load 360.0 lb/ft 135.0 Ib/ft . - Loads Point loads are 1/10 scale • 600 400 - 200 - • 0• - . -200 2 4 6 8 10 12 14 16 • Engineered Lumber Calc'd Brand ITrus Joist v Results For 3.5 x 11.875 2.0E Solutions Using Self Weight of Engrd 3.5 x 11.875 2.0E PSL,10.6 plf Calc'd Member 3.5 x 11.875 2.0E PSL V PSL - 3.5 x 20 2.2E PSL Load Duration• Live: 1.00 V %Overdesign 1.75 x 16 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No V . Pos Bending 60.4% 3.5 x 11.875 1.55E LSL - Fb Pos 2,900 psi Fv 290 psi Neg Bending NA 1.75 x 16 2.0E LVL - Fb Neg 2,805 psi Fcp 750 psi Shear 127.0% (2)1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL,Levi Allow Pos Mom. 19,876 ft-lb . • E 2,000 ksi • Span(s)Defl'n 46.5% (3)1.75 x 9.25 2.0E LVL 5.25 x 11.875 Plus PSL, Lev1 Allow Neg Mom. -19,227 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 8,035 lb • Calc'd member OK by: • 46.5% 3.5 x 11.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev2 1488.41 in^4 Controlling criteria is: Defl-Span 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:1.0-Live 7 x 9.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev3 Support 1 Support 2 Support 3 • Support 4 Req'd Bearing For 3.5 x 11.875 2.0E PSL 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 3,539 lb 3,539 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,019 lb 1,019 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 0.700 in 0.700 in 0.700 in • Max Dn Defl - -0.447 in - - - Allowed 0.700 in 0.700 in 0.700 in ProBeam_v7 WC 2-22-18 C 7,5 ProBeam Tim Garrison, P.E. CCq�S~RUCTIONCALCT" We Empower The Bulfdlog 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. - 52b Other Info. 1/15/19 Type? Cantilever(s),multiple spans,fixity,or not braced w 0 a 5 10 15 20 25 30 36 • Cantilevers? eft Cantilever w Number of Main Spans One Main Span I V Fix Left End of Main Span? NA-Left End Is Cantilever v Fix Right End of Main Span? [111o,Leave it Pinned V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 7.50 ft 24.00 ft • 31.50 ft • Top of Beam Lateral Support Continuous w 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 ' 24.00 ft Allowable Deflection, Main Spans Allowable Deflection,Cantilevers Live Only,U Extra Stiff: L/600&L/480 w Live Only, U Code Minimum-Normal:L/720&L/480 w 600 = 0.48 in Total, U 480 = 0.60 in 720 = 0.13 in Total,U 480 = 0.19 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 31.50 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=31.5 ft. . Live Dead Snow Trib.Width Trib Length Live Dead • Snow Location Point Load 1 40 psf 25.00 psf - 4.00 ft 8.00 ft 1,280 lb 800 lb - 16.00 ft • Point Load 2 60 psf 10.00 psf 8.00 ft 5.00 ft 2,400 lb 400 lb - 0.10 ft Point Load 3 40 psf 15.00 psf - . 8.00 ft 11.00 ft 3,520 lb 1,320 lb - 20.00 ft Point Load 4 3,000 lb 3,000 lb 4.00 ft Point Load 5 1,280 lb " 480 lb 25.00 ft • Loads Point loads are 1/10 scale • 400. ) 200 1 I . • 0 v • 5 10 15 20 25 30 36 -200 Wide Flange Steel Calc'd Member Results For W16 X 50 Solutions Using Self Weight of Steel WF W16 X 50, 50 plf A992,50 ksi(default) V %Overdesign - - W18 X 50 W30 X 90 W16 X 50 V Pos Bending 476.2% - W12 X 87 W21 X 44 W33 X 118 Neg Bending 106.0% - W14 X 74 W24 X 55 W36 X 135 Allow Pos Mom. 229,541 ft-lb Sx 81.00 int'3 Shear 1250.2% • - W16 X 57 W27 X 84 W40 X 149 Allow Neg Mom. -88,853 ft-lb lx 659.00 in^4 Span(s) Defl'n 235.6% Allow Shear 123,880 lb El 19,111,000 ksi Cant(s)Defl'n -10.0% Self Wt 50.00 plf Calc'd member FAILS by: -10.0% Controlling criteria is: Defl-Cantivr • Web Stiffeners: Not Req'd Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 ' Support 3 Support 4 Max Total 15,711 lb 4,521 lb - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 6,274 lb 124 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 0.118 in 0.068 in - - - Allowed 0.600 in 0.600 in 0.600 in Max Dn Defl 0.000 in -0.179 in - - - Allowed 0.600 in 0.600 in 0.600 in ProBeam_v7 WC 2-22-18 GU • Tim Garrison, P.E. CdN 1 RUCTION C ALC pOWer The Building Tndustrgv6 0 Pr"eam WeImportant: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 53b Other Info. 1/15/19 Type? Cantilever(s),multiple spans,fixity,or not braced 0 5 10 5 25 33 " Cantilevers? [Left Cantilever V Number of Main Spans Three Main Spans 1 V Fix Left End of Main Span? rNA-Left End Is Cantilever1:1 Fix Right End of Main Span? No,Leave it Pinned w Left Cantilever Span I Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft 5.60 ft 5.60 ft 5.70 ft 25.90 ft - Top of Beam Lateral Support Continuous w Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support [t Supports only - V Bottom of Beam, Max Unbraced Length 9.00 ft Allowable Deflection,Main Spans Allowable Deflection,Cantilevers • Live Only, U Extra Stiff:U600&U480 w Live Only, U Code Minimum-Normal: L/720&L/480 600 = 0.11 in Total,U 480 = 0.14 in 720 = 0.15 in Total, U 480 = 0.23 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 25.90 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=25.9 ft. • Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 40 psf 15.00 psf - 7.00 ft 9.00 ft 2,520 lb 945 lb - 18.00 ft Point Load 2 60 psf 10.00 psf 15.00 ft 5.00 ft 4,500 lb 750 lb - 0.10 ft . Point Load 3 40 psf 15.00 psf - 8.00 ft 11.00 ft 3,520 lb 1,320 lb - 23.00 ft Point Load 4 Point Load 5 Loads • Point loads are 1/10 scale 600 I • 400 - 200 • I I 0 -200 6• 5 10 15 • 2.0 25 30 Wide Flange Steel - Calc'd Member Results For W16 X 50 Solutions Using Self Weight of Steel WF W16 X 50,50 plf - 1. 992,50 ksi(default) . [J %Overdesign - W10 X 112 W18 X 46 W30 X 90 W16 X 50 • _ I Pos Bending 1764.8% - W12 X 87 W21 X 44 W33 X 1'18 . Neg Bending 318.1% • - W14.X 68 W24 X 55. W36 X 135 Allow Pos Mom. 229,541 ft-lb Sx 81.00 inA3 Shear 1021.8% • - W16 X 57 W27 X 84. W40 X 149 Allow•Neg Mom. -203,845 ft-lb . Ix 659.00 in^4 Span(s)Defl'n 1562.8% Allow Shear 123,880 lb - . El 19,111,000 ksi Cant(s)Defl'n • -7.8% . Self Wt 50.00 plf Calc'd member FAILS by: -7.8% • Controlling criteria is: Deft-Cantivr Web Stiffeners: Not Req'd Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 . Support 2 Support 3 Support 4 Max Total 16,743 lb -1,966 lb 9,778 lb 1,827 lb -8,700 ft-lb 12,309 ft-lb -1,918 ft-lb 0 ft-lb Min Total 3,254 lb • -12,838 lb 2,567 lb -206 lb -48,750 ft-lb 2,019 ft-lb -7,716 ft-lb 0 ft-lb Min Load Case • • Deflections Lt Cantivr Span 1 S, pan 2 Span 3 . Rt Cantivr Max Up Defl 0.000 in 0.007 in 0.000 in 0.001 in. - Allowed 0.143 in 0.143 in 0.143 in Max Dn Defl -0.182 in 0.000 in -0.002 in 0.000 in - • Allowed 0.143 in 0.143 in 0.143 in ProBeam_v7 WC 2-22-18 • �17 CAST- S�RUCTtONCALC ProBeam Tim Garrison, P.E. G�NWe Empower The aultdlp• Tnouatry 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 54b . Other Info. 1/15/19 v - Type? j Cantilever(s),multiple spans,fixity,or"not braced Iv 0 5 10 15 20 25 • 30 Cantilevers? eft Cantilever V Number of Main Spans Three Main Spans I _] Fix Left End of Main Span? NA-Left End Is Cantilever ' Fix Right End of Main Span? I No,Leave it Pinned V I . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 11.00 ft 5.60 ft 5.60 ft 5.70 ft 27.90 ft Top of Beam Lateral Support Continuous V Top of Beam, Max Unbraced Length 0.10 ft .Bottom of Beam Lateral Support IAt Supports Only I V Bottom of Beam, Max Unbraced Length 11.00 ft Allowable Deflection, Main Spans _ • Allowable Deflection, Cantilevers • Live Only, U Extra Stiff:L/600&L/480 V Live Only, U Code Minimum-Normal:L/720&U480 0 600 = 0.11 in Total, U 480 = 0.14 in 720 = 0.18 in Total, U 480 = 0.28 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 27.90 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 =27.9 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location • Point Load 1 40 psf 15.00 psf. - - - - Point Load 2 60 psf 10.00 psf 7.00 ft 5.00 ft . 2,100 lb 350 lb - 0.10 ft Point Load 3 40 psf 15.00 psf - 8.00 ft 11.00 ft 3,520 lb 1,320 lb - 20.00 ft Point Load 4 • - • Point Load 5 Loads Point loads are 1/10 scale . 400 200 I 0 5 • 10 L. 15 20 25 \ 30 ' -200 . • Wide Flange Steel • Calc'd Member - Results For W16 X 50 Solutions Using Self Weight of Steel WF W16 X 50, 50 plf I A992,50 ksi(default) V %Overdesign - W10 X 88 W18 X 35 W30 X 90 I W16 X 50 V Pos Bending 3467.6% - W12 X 58 W21 X 44 W33 X 118 Neg Bending 534.6% - W14 X 48 W24 X 55 W36 X 135 Allow Pos Mom. 229,541 ft-lb Sx 81.00 in^3 Shear 1797.1% - W16 X 40 W27 X 84 W40 X 149 Allow Neg Mom. -188,657 ft-lb lx 659.00 in^4 Span(s)Defl'n 2527.9% . Allow Shear 123,880 lb El 19,111,000 ksi Cant(s)Defl'n 38.8% . Self Wt 50.00 plf Calc'd member OK by: 38.8% . Controlling criteria is: . Defl-Cantivr . Web Stiffeners: Not Req'd Reactions Support 1 . . Support 2 Support 3 • Support 4 Moments Support 1 Support 2 Support 3 . Support 4 Max Total 9,530 lb -1,065 lb 5,815 lb -68 lb. -6,840 ft-lb - 6,054 ft-lb -1,199 ft-lb 0 ft-lb Min Total 2,476 lb -6,053 lb 1,723 lb -607 lb -29,730 ft-lb 1,200 ft-lb -4,274 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 0.004 in . 0.000-in 0.001 in - • Allowed 0.143 in 0.143 in 0.143 in Max Dn Defl -0.154 in 0.000 in -0.002 in 0.000 in . - . Allowed 0.143 in 0.143 in 0.143 in . • , ProBeam_v7 WC 2-22-18 • Tim Garrison, P.E. CAS`RUCTION C ALC. ProBeam We Empower The Building Intluetry 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 55b e . I-n - Other Info. 1/7/19 2 4 6 8 10 12 4 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 11.50 ft 11.50 ft • Allowable Deflection, Main Spans Live Only,L/. Code Minimum-Normal:L/360&L/240 V . 360 • = 0.38 in Total,L/ 240 = 0.58 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: 11.50 ft - Add Self Weight? 1 Yes-Self weight will be added to applied DL V • . 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 12.00 ft - 180.6 lb/ft 300.0 lb/ft " Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 40 psf 15 psf 5.00 ft 200.0 lb/ft 75.0 lb/ft Uniform Ld.4 60 psf 10 psf - - Uniform Ld.5 - 10 psf 10.00 ft - 100.0 lb/ft Tot Unif Load 200.0 lb/ft 355.6 Iblft 300.0 lb/ft Loads Point loads are 1/10 scale • 1000 • • 500 - 0 2 4 6 8 10 12 14 • -500 - - Engineered Lumber Calc'd Brand Trus Joist " Results For 3.5 x 11.875 2.0E Solutions Using Self Weight of Glulam 5 x 24,30.7 plf Calc'd Member 3.5 x 11.875 2.0E PSL V PSL - 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 V - Pos Bending 81.6% . 3.5 x 11.25 1.55E LSL - Fb Pos 3,334 psi Fv 334 psi Neg Bending NA • 1.75 x 14 2.0E LVL - Fb Neg .3,235 psi Fcp 750 psi Shear 111.1 (2) 1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL, Lev1 Allow Pos Mom. 22,857 ft-lb E 2,000 ksi Span(s)Defl'n 87.5% (3)1.75 x 9.25 2.0E LVL 5.25 x 9.25 Plus PSL,Levi Allow Neg Mom. -22,173 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 9,241 lb Calc'd member OK by: 81.6% 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 3.5 x 11.875 Pius 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 3.5 x 11.875 2.0E PSL 1.67 in 1.67 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max.Total 4,377 lb 4,377 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,221 lb • 2,221 lb - - - . 0 ft-lb 0 ft-lb 0 ft-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 0.575 in 0.575 in • 0.575 in • Max Dn Defl - -0.029 in - - - . Allowed 0.575 in 0.575 in 0.575 in • • ProBeam_v7 WC 2-22-18 Cd 5"RUCTIONCALC ProBear� Tim Garrison P.E. --� • ' i • 1:irem 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 t18127 Spans and Supports(Note, pitch and fixity, if any, not shovm) Member I.D. 56b Other Info. � 1/7/19 _�. _�_ ._._ • __ --- _ -- l� 4 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever " Tot Member Length Lenth of Spans: 11.50 ft 11.50 ft Allowable Deflection, Main Spans Live Only, L/ !Code Minimum - Normal: L/360&L/240 0 , 360 = 0.38 in Total, L/ 240 = 0.58 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: 11.50 ft Add Self Weight? [Yes - Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I No Increase Roof DL for pitch? Yes v Roof Pitch I 1.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 3 40 psf 50 psf 4.00 ft 160.0 lb/ft 200.0 lb/ft Tot Unif Load 160.0 lb/ft 200.0 lb/ft - • Point Loads Measured from left end of member. Member Total Length = 11.5 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 4 2,000 lb 6.00 ft Loads Point loads are 1/10 scale 400 200 • y. 1oU A 0 2 4 6 8 10 12 14 . -200 Glu Lam Calc'd Member Results For 5 x 9 Solutions Using Self Weight of Glulam 5 x 9, 11.5 plf Misc manufacturers ' , Load Duration % Overdesign 2.5 x 12 5 x 9 8.75 x 9 Moisture Medium Dry- 18% V 5 x 9 v Live: 1.00 '' Pos Bending 13.9% 3 x 12 5.125 x 9 Press Treated? No, Not P.T. IF 24F-V4, DF/DF 1® Neg Bending NA 3.125 x 12 6.75 x 9 Temp Cond. [100 deg F&less ® Fb Pos 2,400 psi Fv 265 psi Shear 150.0% Fb Neg 1,829 psi Fcp 650 psi Span(s) Defl'n 21.7% Allow Pos Mom 13,499 ft-lb 1303.75 inA4 Cantilever(s) Defl'n NA • Allow Neg Mom -10,285 ft-lb E 1,800 ksi Calc'd member OK by: 13.9% Allow Shear 7,950 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:1.0-Live For 5 x 9 1.50 in 1.50 in - - Wide Flange Steel Calc'd Member Results For W8 X 10 Solutions Using Self Weight of Glulam 5 x 9, 11.5 plf A992, 50 ksi(default) i ® % Overdesign I W10 X 12 W18 X 35 W30 X 90 ws x 10 ® Pos Bending 84.5% W5 X 16 . r W12 X 14 W21 X 44 W33 X 118 . Neg Bending NA " W6 X 9 I W14 X 22 W24 X 55 W36 X 135 Allow Pos Mom. 21,870 ft-lb Sx 7.81 inA3 Shear 743.7% ' W8 X 10 I- W16 X 26 W27 X 84 W40 X 149 Allow Neg Mom. -8,567 ft-lb lx 30.80 in^4 Span(s) Defl'n 98.9% Allow Shear 26,826 lb El 893,200 ksi Cant(s) Defl'n NA Self Wt 10.00 plf Calc'd member OK by: 84.5% • Controlling criteria is: Pos Bending Web Stiffeners: Not Req'd Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,093 lb . 3,180 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,216 lb 1,216 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 Rt Cantivr . Max Up Defl - 0.000 in - - - . Allowed 0.575 in 0.575 in 0.575 in Max Dn Defl - -0.467 in - - - Allowed 0.575 in 0.575 in 0.575 in ProBeam_v7 WC 2-22-18 Tim Garrison, P.E. CCDNS 1 RUCTIoNCALC ProBeam VY.e:.,Bmpow�er The Building Industry v6.0 f 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 57, 58b case 1 Other Info. 1/7/19 5 10 1"5 20 j 5 • • Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 23.50 ft 23.50 ft Allowable Deflection, Main Spans Live Only, L/ I Code Minimum-Normal:L/360&L/240 V 360 = 0.78 in Total, L/ 240 = 1.18 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: 23.50 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? 1-No • Increase Roof DL for pitch? Yes V Roof Pitch I 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 3 40 psf 50 psf - 8.00 ft: 320.0 lb/ft 400.0 lb/ft Tot Unif Load 320.0 Ib/ft 400.0 Ib/ft - Point Loads Measured from left end of member. Member Total Length=23.5 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 4 Loads Point loads are 1/10 scale 1000 500 • • - 5 10 15 20 25 -500 . Wide Flange Steel Calc'd Member Results For W14 X 22 Solutions Using Self Weight of Steel WF W14 X 22,22 plf A992,50 ksi(default) V . % Overdesign - W10 X 30 W18 X 35 - W30 X 90 W14 x 22 - V V Pos Bending 61.7% - . W12 X 22 W21 X 44 W33 X 118 V Neg Bending NA - W14 X 22 W24 X 55 W36 X 135 Allow Pos Mom. 82,834 ft-lb -- Sx 29.00 inA3 Shear 622.8% W8 X 48 W16 X 26 W27 X 84 .. W40 X 149 Allow Neg Mom. -14,712 ft-lb lx 199.00 inA4 Span(s)Defl'n 33.2% Allow Shear 63,020 lb El 5,771,000 ksi Cant(s)Defl'n NA Self Wt 22.00 plf . Calc'd member OK by: 33.2% Controlling criteria is: Defl -Span Web Stiffeners: Not Req'd Reactions Support 1 . Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 8,719 lb 8,719 lb - - 0 ft-lb 0 ft-lb . 0 ft-lb 0 ft-lb Min Total 4,959 lb 4,959 lb - - V 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 1.175 in • 1.175 in 1.175 in Max Dn Defl - -0.882 in - - - • Allowed 1.175 in 1.175 in 1.175 in ProBeam_v7 WC 2-22-18 ; r Tim Garrison, P.E. CJS t"�RUCTION CALLrn Pr o eam We Empowr The Building Indust,'V• 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member.I.D. 57, 58b case 2L Other Info. 1/7/19 5 td t3 20 25 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 23.50 ft 23.50 ft Allowable Deflection, Main Spans Live Only, L/ I Code Minimum-Normal:L/360&L/240 v 360 = 0.78 in Total, L/ 240 = 1.18 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: 23.50 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? No V Increase Roof DL for pitch? Yes V Roof Pitch I 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 3 50 psf 8.00 ft - 400.0 lb/ft • Tot Unif Load - 400.0 lb/ft - Point Loads Measured from left end of member. Member Total Length=23.5 ft. • Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 4 3,000 lb 8.00 ft Point Load 5 3,000 lb 16.00 ft • Loads Point loads are 1/10 scale 600 400 . 200 0 • -200 5 10 15 20 25 Wide Flange Steel Calc'd Member • Results For W14 X 22 Solutions Using Self Weight of Steel WF W14 X 22,22 plf A992,50 ksi(default) v %Overdesign . - W10 X 30 W18 X 35 W30 X 90 W14 x 22 V Pos Bending 58.1% - W12 X 22 W21 X 44 W33 X 118 .Neg Bending NA W14 X 22 W24 X 55 W36 X 135 Allow Pos Mom. 82,834 ft-lb Sx 29.00 inA3 Shear 685.6% W8 X 48 W16 X 26 W27 X 84 W40 X 149 Allow Neg Mom. -14,712 ft-lb lx 199.00 in^4 Span(s)Defl'n 28.8% Allow Shear 63,020 lb El 5,771,000 ksi Cants)Defl'n NA Self Wt 22.00 plf Calc'd member OK by: • 28.8% Controlling criteria is: Defl-Span, Web Stiffeners: Not Req'd Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 7,895 lb 8,022 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 4,959 lb 4,959 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 1.175 in 1.175 in 1.175 in MaxDnDefl - -0.912in - - • - • • Allowed 1.175 in 1.175 in 1.175 in ProBeam_v7 WC 2-22-18 l4 Tim Garrison, P.E. CCD iMUCTloNCALC ProBeam Wr Empowe-r The.:buttdtn•,:'industry v6.0 t • 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 t18127 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 59b • Other Info. 1/7/19 Type? I Cantilever(s),multiple spans,fixity,or not braced v 0 • 5 10 15 20 25 • Cantilevers? I Left Cantilever . V - Number of Main Spans [Three Main Spans V Fix Left End of Main Span? NA Left End Is Cantilever Fix Right End of Main Span? No,Leave it Pinned • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 7.00 ft 5.33 ft 5.30 ft 5.30 ft 22.93 ft Top of Beam Lateral Support Continuous • w Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support At Supports Only V Bottom of Beam, Max Unbraced Length 7.00 ft Allowable Deflection,Main Spans _ Allowable Deflection,Cantilevers . • Live Only, U Code Minimum-Normal:L/360&L/240 V Live Only, L/ Code Minimum-Normal:L/720&L/480 I V 360 = 0.18 in Total, L/ • 240 = 0.27 in 720 = 0.12 in Total, L/ 480 = 0.18 in • Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 22.93 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 =22.9333333333333 ft. Live Dead Snow Trib.Width Trib Length Live . Dead Snow Location Point Load 1 40 psf 15.00 psf - - - - Point Load 2 60 psf 10.00 psf - 8.00 ft 5.00 ft 2,400 lb 400 lb - 0.10 ft Point Load 3 40 psf 15.00 psf - • - _ - - Point Load 4 Point Load 5 Loads Point loads are 1710 scale . 300 200 • 100 0 , -100 5 10 15 20 25 Glu Lam Calc'd Member Results For 5 x 15 Solutions Using Self Weight of Glulam 5 x 15, 19.2 plf. I Misc manufacturers V Load Duration %Overdesign . ' - 5 x 22.5 8.75 x 18 I Moisture Medium Dry- 18% I V I 5 x 15 V . Live: 1.00 V Pos Bending 615.8% - 5.125 x 22.5 Press Treated? I No,Not P.T. V 24F-V8,DF/DF • 1. Neg Bending 87.3% - 6.75 x 19.5 Temp Cond. II no deg F&less V Fb Pos 2,400 psi Fv 265 psi Shear 179.3% Fb Neg 2,372 psi Fcp 650 psi Span(s)Defl'n 841.8% ' Allow Pos Mom 37,494 ft-lb 11406.25 in^4 Cantilever(s)Defl'n -182.0% Allow Neg Mom -37,057 ft-lb E 1,800 ksi • Calc'd member FAILS by: -182.0% Allow Shear 13,250 lb El 2,531,250 ksi Controlling criteria is: Defl-Cantivr Req'd•Bearing Support 1 Support 2 Support 3 ' Support 4 Self Wt.19.18 plf Cond's Of Use:Load Duration:1.0-Live For 5 x 15 2.36 in Uplift 1.50 in Uplift •• Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 7,678 lb -859 lb 1,610 lb 0 lb -3,230 ft-lb . 5,238 ft-lb -270 ft-lb 0 ft-lb Min Total 1,343 lb -5,839 lb 356 lb -209 lb - -19,790 ft-lb , 809 ft-lb -1,377 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 0.019 in 0.000 in 0.002 in' - Allowed 0.267 in 0.267 in 0.267 in Max Dn Defl -0.363 in . 0.000 in -0.005 in 0.000 in - • • Allowed 0.267 in 0.267 in 0.267 in • ProBeam_v7 WC 2-22-18 Steel pan deck,concrete composite Job No t18127 Deck ID gar floor Date 1/8/19 • Trial Deck W2 Formlock, 20 Ga, 5"tot ht. DL deck+conc, psf Wdl 48 LL,construction, psf W LL,const 20 Uniform LL, psf W LL 40 Point LL, lb P 3000 Conc load footprint, in x in b2=b3 4.5 Deck steel yield, ksi Fy 50 Total deck height, in h 5 Allowable shear from table 8, plf phiVnt 5116 Max allowed moment from table 4, in-kip/ft phi Mno 49.8 4150 ft-lb/If MOI for positive bending region,table 3Cx, inA4 lay 6.5 Conc thickness over decking tc 3 Conc strength, psi f'c 3000 3 ksi Conc wt., pcf gamma c 145 Span,ft L 8 96 in. Weak axis bending distance, in b 12 Weak axis reinforcing Rebar No.3 • If Rebar,spacing, in 18 Weak axis reinforcement grade, ksi Fy 60 Weak axis reinforcement area,sq in/If As 0.07 Factored shear, plf Vu 4240.43 Shear check interaction 0.83 Ok Max factored moment,ft-lb/If M pos max 2430.03 P control Moment check interaction : 0.59 Ok Allow weak axis moment,in-kip/ft phiMn 5.67 5671.111 in-lb/ft Weak axis interaction 0.83 Ok Defl due to P at mid, in delta 0.06 L/delta L/delta 1622.88 Deflection interaction for L/360 0.22 Ok Allowable punching shear, use, lb Vpr use 14788.51 Factored punching shear applied, lb 4800.00 Punching shear interaction 0.32 Ok G34- 1/7/19 Pg. 4`a TM ConstructionCalc, Inc. Tim Garrison, P.E. • CIS RUCTION C ALC ColumnCalc v3.1 Disclaimer:All users of this software shall comply with State Engineering Law;which specifies who may perform engineering,and defines the practice of engineering. Job Name t18127 Member I.D. 77m P Other Info 1/7/2019 Post, Stud, or Column General Information: N Column, Post, or Stud Length, ft. L= 12.00 ft Getting Started. Hover Cursor Here Max. Live Deflection L/ z 75 = 1.92 in L ) Type Of Column, Post, or Stud Col Sheathed On Narrow Face(Preventing Weak Axis Buckling) V ) Load Duration Factor Ten Minutes(Wind/ Earthqk.-IBC, Cd = 1.60) V ) Off-Center(Eccentric)Compression Loads or Add'I — N ) Bending Loads (other than wind)? No V , „ , D+.6W D+S+E/1.4 Applied Gravity Loads, "P" D+.6W+S/2 .9D+E/1.4 Reduced Live Load, Live Load, Dead Load, . Live, ps.f Dead, psf x Length, ft x Width, ft. Ibs lbs. Ibs Roof Loads (not including snow) - 15 psf __ 6.00 ft 12.00 ft 0 lb . 0 lb . 1,080 lb Roof Snow(only) 12 psf 6.00 ft 12.00 ft 864 lb 864 lb Floor 3 Loads 25 psf 15 psf 0 lb 0 lb 0 lb Floor 2 Loads - 40 psf 15 psf _ 0 lb 0 lb 0 lb Floor Loads 40 psf • 15 psf 0 lb 0 lb 0 lb Wall Dead Load 25 psf 0 lb Other'psf load and trib. width 0 lb 0 lb 0 lb Other point load: all Live, all Dead, or Descrip'n, opt'I: 0 lb • 0 lb • some of each, lbs. • Total Live and Dead Loads: 864 lb 1,080 lb • Combined Total Load: 1,944 lb Wind Load Over Full Length of Member (Assumes external sheathing of plywood,metal,etc.exists) Wind Applied To: Narrow Face V Tributary Width of Wind Load: z= 12.00 ft Wind Pressure: q = 4.0 psf 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material Douglas Fir-Larch V Timber Material Douglas Fir- Larch w Lumber Grade No. 2 V • Timber Grade WCLIB- No. 2 V • • 2x8 3x6 5x5 - • - (2) 2x5 4x5 - - - (3) 2x5 - - - Glued Laminated Columns 1.8E Parallam PSL Columns Glulam Combo. 5- DF(Visually Graded) V 2.5 x 6 5.125 x 5.125 3-1/2" x 3-1/2" 5-1/4" x 5-1/4" 3 x 6 6.75 x 7.5 3-1/2" x 5-1/4" 5-1/4" x7" . 3.125 x 6 8.75 x 9 3-1/2" x7" 7" x7" 5x6 Final Member: Sawn Wood V Mem. Library: Choose From All Sizes Of Column Type V Final Size: ! (2)2 x 6 • Final member okay by: 48.0% Final Member: g Combined Bending / Compressive 2 2 x 6, Dou las Fir- Controlling Factor: • Stresses Larch, No. 2 Horiz. Force At Bottom (Strong Axis): • 288 Ib Horiz. Force At Bottom (Weak Axis): 0 lb ColumnCalc v3-1 WC i x ` C)''` Cityof Anacortes Invoice/Permit#: BLD-2019-0040 904 6th Street Applied date: 01/24/2019 P.O.Box 547 , Anacortes, WA 98221-0547 Issue date: t Expire date: 07/22/2020 c der. (360) 293-1901 Job Address: 3930 ROCK RIDGE PKWY Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New single family residence Owner: STEVE& CAROLE BLEISTEIN Contractor: STRANDBERG CONSTRUCTION Address: 14631 40TH AVE NE Address: PO BOX 319 LAKE FOREST PARK WA 98155 ANACORTES WA 98221-0319 Phone: Phone: (360)293-7431 License#: STRANCIO2OCC General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 State Building Code Fee esi 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 -r1 !), '< C' •J O -s •i If I it. h7 (.4 t+J i' in n r, .t ' i I LA r Y rF •d} G 0 s G a .¢ r r• T .}'. 7.1 .t „ 2` yi,• .. r '' w I r+ it. Q * r- I THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAl. ,,OF_-:!IF`l CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS=_COMMPET'CRI HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVI&IC3PJS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR INO'k';i=me GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER 4 At 4F LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. '•4:1 ft. �- r..) r.} r) 0. I r, r-, o a• 45. r.; SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY t ' Z6 ‘%tit - - — _ _ - -- -- - - -- - I - --- -T-- � - - - - -- - — r rj II r 11 !r c•`; I 1 I I I I Ii ' 'Miu 1 fl1i , q . F i , tit i I I I • I I ! 1": I Qat , . LI I ! I I I I 1 3 ` 'l � ' ; �' i I ! s IIV" ' " I 1� II II 1 I ! s'lr:i I I I ' I I Cinl I I I I a I,- 1: j I I r 1 l'V y , 11 ,, il1 { I , I I II ` 1 . '„� I I � '' I I ! I f' i II �U yI . j I , b 2 I Ijtpi I I I I `-- ,,, I . 1 • I I I I IQ - b I . ' +! ��V, I I I I nut t 2 le i•; ; I I ' r .. ."--t-- I o CO6—-I 1 i i i 61,..1 t ; I �_ 1tirZ.) Ci �1 I 1 I I f � 1! _,) lL 1 � . I - \ � i 11 $ / VS Ai , _ , ,: A ;,,, ..;:,,,,,,, { ii, cc, N i <-__, n , ',, , , , , IT. s...... C r 4 (2 ) lk) Q 1 • sa..... C 0 ...-# . .....- , ,% frt;, .c.Q------- , `b, id e t .s./ \\ 1` ' rl,' ' esisiT .�" IIli qI'sr. 1.1i�1 I �� I Ir ;1 Zw' 11 Off I i'+ f CO i ►' I f Q y ! Iill 1 I 'M td fie I. co ' h , �1 o N., ,r,„,,i1 N .` 3 CH, 11_, ‘ Mat I III , I---- - - - - - ---- -- _, — - -- - - - -- r - { y)CI , I � � i, l C ll�Y JII. . • + ' 1 ;1 I ' ' ai• , ' I i114, S. f.,._. , li l� s ((((((��� � • 1��31 ��Ii11; 4� ' l�� /I,I a. s .S ,p i1 rtiiiiLto �) 11 . ,,�.4. ---._ON . . . . .. . . _ . .. . ..._. . _._ _. .. . , _ ..._.. _. . ... .. . _.. �' 0� i ,iJ.y� I; �. .""%le et I\\ ► '� ' i� ;�'� ' I :411/.. +, lib 1•,>s�, _. s , .t..� r—•1 It If , I 1 L _ N 1 , - ...1.1, ,,.0. siii.... Ls) i . ' , r, , _ _ ___ - - - -- _ -- - - -- - -- -- -- E in ; r I 60 (�SJ, 1 " t I I 1 I .t b it, i I , ,o/, t . , I ill II I .�-0 PIre '` • ( tl I ci c I e slily ., I. $ - �cf) ►, � . , - l - _ 1 L -- - - ---- 1 - _ - - - - - - - - I - - -- _-L- L -- -- - - - - - - - - - — _ — lix ) al J. SYKORA, GPBD / 1 2 1 f . Ili\ : 1 1 II Fr, 1t // b 1I _ / / / 1-21-19 a 2 / I LOT ,, , ii r i 1 i :t�L' ; t z . ' // \ ' gt _ , .. ' / .1.1, \, di \\-k-'''---,_, il//// i . 17 \\\\\ '' : i __ _ °LI f1 , `. _--- .- _ _ ._------ 1 / J! 17-11.------ 1 x LOT INFORMATION . - -- - - -� _ _ L ._"-aLym�22.36 _ �.. ;'1r,1 1 I r- OWNER: STEVE AND GAROLE BLEISTEIN I p I ` e� -`� �D i,i/ I / ADDRESS: 3950 ROCK RIDGE PARKWAY LOT 5 ' 1 1 Zs eTaR Jxsr: LL j fimagemerit_...i a PARCEL# 133152 1I r? g I l LEI / LOT 5•ROCK RIDGE SOUTH PHASE 4, euatotrlr 1 ` uncsa°ad 1 1 ��� o DRIVEWAY ENTRANCE, 1 a$$$ LOT SIZ8; 10,5425Q.PT. 1 \ ImLoPB IN MAX WIDTH IS 20'PER EDS Ii E MAX BUILDING COVERAGE(5596)a 9,669 SQ.PT. It • FP HEIGHT:494.0' Xal STANDARDS. j I'� r i ACTUAL BUILDING COVERAGE •9,662 SQ,FT, ��� I \ Iti DRIY4'WAY HOUSE IMPERVIDUS:4,492 5Q.FT.(ROOF AND PECK) , uc nwµ• TN a u. xx PT. IR i grj DRIVEWAY IMPERVIOUS:184 SQ.PT. :0-I 1 \ TOTAL IMPERVIOUS:5,216 SQ.PT, I '. ` \ CO HEIGHT RE5TRIGTION• 10'ABOVE SOUTH WEST i , \ PROP.CORNER. Jr :r /- 1:---- �' `. °�'Rca„acne I Lut6t ROOKS - I w I- I Z. 1! .1�+ , - �� -- 0 r I ` sip., / 1 1 IL FF HEIGHT:454.0' �3ru N z c AAp ^Fs :p I O V I • .{. LpURTYARD I ry I Q z I 1:61 1! / = , ..-) 1 / i w • / % ,' � _• ..) I it O z t w� t / ,. tI IL w 16 - I J I I • '• S �� f 0 0 1 I I I ' L 1.) 1 ttic\ o1_o ' - __-J .� _ tn 14-1 tou' w w L -_) • t �,\16) �CI N. j `-- 1 1 t— Z 1L PATIO • I ` a �_- - '+ _ - .\ � (I\ HEIGHT RESTRICTED '• � " 1p". ., — — — L _ ^ � 'Vt aur — +' —=�...,(22_'19' — _ — I, 1 i.r J'� v' \` •, 10' HT. RESTRIGTIOR '_7 f 5a8° 42' 4a"E - :z= ,.',•.�,-.. ,�'` 0� 4 • ,� �- , (1L�i tf� o 101 �,1 �.A_ �'E>�SURE7(y PROF.CORNER \ I �I i • �� \-1, m , , \ EC:I i., \ ,gi, 1 ,,,,,-- / ,,; \ \ N.17 / , W I \ bd I LOT 6 - 1 ( / . \N`3 k2 I , _ / / 1 \ \ \ gB.6. W I : S gqi illii / \i 0 A 1 / _ :iillZ i1 faj1 �+E ty / \ lig/ c\) — / \ 811 �� K --- ��/ /' 4��, , �.--• \ OYVNERAPPROVAL 1 /�� \ N I ;/ \�_ I BUILDER APPROVAL 3i. ! — I - ! 105.91' / / / Nks. 0 ,?.S -0 PAGE: 588 42 48"E 9 i I - I — J. SYKORA, GPBD O I 1--. \) -/ � L/ ry I ` 4: I , I Z i III \ \ // 1 \ - 1 D / - ,1 % L, 1 \L\ I �; 1-21-19 a , , • a? 1 ,„,„ , , I , ..: / /// < z Cl OAF ANACORTES7/ 1 \ . ., ,_. / (. I 1 / C c� 1 i It LOT 4 ,} , Iry w i 1 N i . U I \\ I . i to/ I Ir. 1`� I IL ~1 ,„, 1 ‘\ \ . J LOT INFORMATIONL _ r - -� -1 �L-EIre - ---- -... -, -e- ---�' - _ _ e° _ ,�/ _, OWNER: STEVE AND CAROLE BLEISTEIN 1 1 f— — — ='_' r. ` �\— — h-` _ T "1 — LO I �.—I - v- _ en `7� ADDRESS: 3 i30 ROCK RIDGE PARKWAY 1 I l gr0i4LONNELT'p — — kk' 'k-t 25, r PARCEL# 133952 \ I f 1 I b I l49 .6 I LOT 5-ROCK RIDGE SOUTH PHASE 4. Eoc.:DREF +r 1 • ueve¢vec DRIVEWAY ENTRANCE. O LOT SIZE; 10,542 5Q.FT, I I I , _10%SLOPE (N MAX WIDTH 15 20'PER ED5 i oc MAX BUILDING COVERAGE(3596)=3,68q SQ.FT. 1 t 1 I STANDARDS. M FF HEIGHT:454:0' ACTUAL BUILDING COVERAGE =3,682 SQ.FT. al'1 ',., 1 t--- k , r .,t, _ I ` ' DRIVEJNAY IL) HOUSE IMPERVIOUS:4,432 SQ.FT.(ROOF AND DECK) I ew cc nwvr �� Ino,+a:;x ` 164 SOFT. , DRIVEWAY IMPERVIOUS:184 SQ.FT. ' 1 l 1.13 TOTAL IMPERVIOUS:5,216 SQ.FT, 11 '`\. - �� HEIGHT RESTRICTION-10'ABOVE SOUTH WEST % �- —' ' ' Z 0 1z, PROP.CORNER. �3�,j- ` • 1 \ I I , / ),. .rseweRcoaNELnorr 441 " i LARGE ROCKS 1 ? I Z ' DECIDUOUS TREE / �— [L MINIMUM TREE DENSITY N.ca,ns*ueiwot.,isom� I �` • i f '`'ter .', /y}''I lL_ _ Gelculatlon of the Total Treo Units Required.The total number b I required - ��—/ I 1— qu d. of se units req ad I.I.I I � � � Ili to be prodded by a regulated project or tree conservation permit approval listed In - -!L;. - n Section 16.50.100 shell be calculated IN dividing groan site area,minus any publlt or q'. '• � .J _ l� !Si.FpA/ I I Q W „ 1 V Ill private street rights-of-way,bone thousand Table 16.50.120(D).The result of theCONIFERFF HEIGHT:454,0' '�6 N �a-s W calculnllon will be the total number of tree units required for the project approval tO tO t— TREE 1-'''O �• — /Srp1% 1 O �I Q_ `..-,. withbi the building site. o NO ,:. i J _ �. V {� (K LOT SIZE:10,542 SQ.FT. TREES REQUIRED;11 COURTYARD 1 I N 1 I LANDSCAPING AREAS Z - `� I v -" V SHRUBS/PLANTINGS I f_-- W t^ _ I -1 1--- W z LAWN/LANDSCAPED AREA 1,5412 SQ.FT. �; V re in o co / ` I W LUtr I CO MULCH/LANDSCAPED AREA 514 SQ.FT. u I! • I , ` ,. I in y. I., 4 v.t ! J j 20%LANDSCAPE REQUIREMENT= 2,108 SQ.FT. 1/,/ • Aqg_ ;Y/�q J oP 1 ON SITE TOTAL 2,166 SQ.FT. ' , 1 ' i L MI � 1 u� 1 I a'`-' 5JVSy \ q PATIO f I ►.1- D[l K <ir HciGHT RESTRICTED •*kti4 1 gill 4 i .:� �r+rl I\ \ 1 a u5 i4 122.7q' R` .! \ " IG Io �.-- ./ Ft. -j' — — — — 1-- _ -. 1 to __ -,r�z\I — _ :__._ _ f N A,.../ 10.HT. RESTR T N. , , 9s , P 588° 42' 48"E o :: ... -_ _ _.= / V, k� Iilf , jit1� Mer�SURED©PROP,CORNER Sh I k ' / 131��y)b--- '— ;, I 11 ( _ __. bo .-v .7-r/ " I, , 11" /} OWNER APPROVAL I / i 1 1 / / \ BUILDER APPROVAL 1 / • ; - / - - - - - \ 1j . 1'F i �� / ',\�. PAGE: L30, r \1 / / I 1 t TYPICAL HEADER L—' FLOOR PLAN NOTES J. 5YKORA, GPBD 12+131 - HEADER LESS THAN 5' 1 SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKEDETEGTOR LOCATED (')Z„\1= ';Y ____ y 31_OI, IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA ��,- 1 ' IV ACCESS TO EACH SEPARATE SLEEPIIib AREA. IN NEW GOH5YRU&TION, q p 1 REGUIRED SMOKE OETEGTORS 5HALL RECEFVE THEIR PRIMARY POWER FROM THE g - H516-FLOOR TO FLOOR HOLD DOMi I---- 15'-0" '-"" - I;JI-O" - T" --"^� BUILDING WRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE PER,CAPACITY:6000 FOR 1105 LB TENSION. DETECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE. - r I --- I I STRAP:UEA 016 DELoilOVERTICAL 6T RAP ILLALLDT0 OUTSIDE OfWALL SHEATHING,ATTACH TO2x STUDS LIHCD - UP ABOVE AND 6ELDN RIM JOIST.FILL ALL NAIL HOLES WTTH 100. • I --_. 1�4'I 11 U.N.O. may, IF STRAP FALLS LS ON HEADER OR BEAM DECOY{NAIL TO HEADER OR BEAN AND MAP AROUND BOTTOM IF $HELP AND HANGING.ROD. NECESS HEADERLESSTHAN ' END DISTANCE:IS'MIN.TO EACH UPPER AND LOYiwR ETUDE.APFROx TOTAL LENGTH.2V r Dern/OF - • 1 _ _ _ t..___�._-__.-__�-- - W - -- - - - - - - -- FLOORlYlT€M. - F- —____-_ 1q'-6„ �____._�______,�.. �. - - �---- 23'-b" © BUILT IN SHELVES, q r 1 (1)KING STUD PROM -- - -- - _.�--�-.- .-:------ - - I"L 1`� TOP PLATE TP tIt4 I ,_ I . • - - -- BOTTOM PI ATE 9'•10•��...0Aµ.:L9__• _v • -(1)TRIMMER f' �et7o`�,py. LI:HUWONI IL� GADINET•OWNERICONTRACTOR TO VGRIFY. NG29.9iO?E 11)lJ D,2Yb,CONTINUOUSBOTTOMPLATETOTOPPLATE. 1"t2d.g1070 1'Y31.3702 4V0' 010• DER(6),1AY HANG ON THIS Y➢TH LUG.HUG,NUG0 OR 61MILAR. I -- -1 �- -'---_� �'J•31 h (HI. ,� 14 - I" E6RE5G WINDOWS SHALL HAVE AN OPERABLE 5EGT101<FOR EMERGENCY EGRESS 9.7 IS cr ` �` r•.�TC All" )f 2+lam. t� - r SGUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO Be 20-NIDE AND 24" arvY 4X 16 - _�_.Z-j 107o ,B'910-22E IT1P 1 5 HIGH. SILL HEIGHT MAXIMUM d4'OPP FLOOR. \ �..- I'ti'• 91o>d 7��H. ` -1-._ MIS IA !y tl® ®�P RIB 4X 1771, ."� yi• 4 0 N DECK • 6 e 7 WHOLE HOUSE PANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL,SUCHCID -- -- ---- 0�'Ha 0.3° A'A' 7 °1 a c tY9• n. ASAGLOGKTIMBR WITHAZOH@RATING OF 1:90R LESS. f�_ ( I I r I tl�,u P.R vAa4.eh21 III a 10 Q Fr 3' L� .211P UPPER Ere Hip I g1 d'9 SSO' TM-1 AC'i0 1 e'-re•- .--9'd• 1`Y 60•--e•�.-7q• - __ 9 a•ND " .e-^r ,T 4021 1 1•i42' _ iL 1 Q �r/ 6,]]'vFFeR ')' B.r E I,i A-0"' 44DZ•j L71N� W40,gO10 _ 15oi �' U�". Wa9.90�6 11Mt Y'i51.46: I.i.I:3•:1026 Y �+Y" PA.U.ON 16°HI6W PLATPtlRM,TOP OF PLATFORM TO➢E111b`T86 PLYWOOD. v / i n, V'r'' .r y 16 it ---1— d• in.-- d• Iced' 1-[ ( 71M ia 98 —7Dm•—T Ii , _N.HEADER MORE THAN 5 __._. 1 [-• J � 1 CI 4X -- - - MASTER (]6 ® tl+Y NID ND I ., yy L{ I S ' i6 NtA0'- i t'4t• J tl'n' D� II ORS' O CID r B)=DROOM ° �� GL '� W`E° 6164uPraR_:,r P-..-6&IWurreRe-a 6lirUPPER 'a- ALL -- - 1r m 4X ' t I 1pr urraa -�. _ - ' - I _ INSTALLED,SHALL BE PROVIDED WITH DEVICES TO A660RB HIGH PRE46URUG x 289 SG FT 11' �5 I---t tl,•rP'D �_ -- -... 4w - ----T - - - 14,,1,I-.�- _- -- - �- SY © N lu. I 1 1�.yr�y I -�,10.,,,• - -�__ - ;mil-. - II 1 fix RE.uLTIN6 FROM THE QUICK CLOWN()OF THGSE VALVES. DRAIN OUT,NO TRAPPING, - Olt , runt,/ Isa'vrren IBT UPPaR 'I '� ^� ENO OF FINE LE6B THAH2PEB[ADOYE GKOUND,POINTING DOWN. TFHK6 SHALL BE - .. t'uf.:-a i I li 13 �' I KlTGHEN 81 STRAPPED WITHIN UPPER VS AND LOWER IN TO PREVENT OVERTURNING IN AN 1 260 SQ FT II " 4X ®POEM RO 1 ' EARTHQUAKE. HEADER MORE THAN g• • v ,° 4X ---- - ( I L? O !I -�= PROVIDE DRYER VENT TO EXTERIOR FROND➢RECESSED HOT 8 GOL05HVTOFP - --- --. _. in I� I -' I L0 q Iu. sty, 1 Inc —• .6 I 1 I ��6 I a- CONTROL VALVES 8:NAVE AT WASHER EXHAUST DUCTS SHALL NOT EXCEED ATOTAL I`l•� /-� 1 I I� , I I I COMBINED HORIZONTAL AND VERTICAL LENGTH OP 7B FEET. 1'H@ MAXIMUM LENGTH OP (21 KING PLATE T I - • o g9 I N i I I 9 y, 4 THE DUCT SHALL BE REDUGED 2.9 FEET FOR EACH 45-DEGREE BEND AND 9 PEET POR - FROM TOP PLATS TO - I 't%I aDOoe WIT Nip I I I T I II ,, I 1 )t I - - - EACH 90•DECREE BEND. A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF BOTTOM P TE .�-_-S, _ i pµy. LAP _ • _ I B "' (I '• I ta I 1 YT SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK•DRAPT DAMPER. --._ (1)TRIMMER N II,,+-^. •-�ddl) 2')C-0UARN DOQR L�-�.__.• - I �....6 •in I I I 4 I .-_. _ _ III i - _. 4 GREAT ROOM I I L _ I • I MECHANICAL PAN. BATHROOM,LAUNDRY ROOMS AND POWDER R00145 SHALL BE I `r --4'•O I n.,- l lam- •6 PROVIDED WITH A MECHANICAL PAN CONNECTED TO THE OUTSIDE CAPABLE OF 50 a IT.,-; 1 .c ® 435 5Q FT N- 3'-6 9 6''-=- - - II> ' y .: I I 4 °1 I •' I I G.F.M.AND SHALL NOT TERMINATE GLOB ER THAN 9 PEET TO ANY OPERABLE WINDOW y 4X :I r ; DINING ..Y I. , (V OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE 154 INCHES, ORYER.KITCHEN, o r I�I In n 41.. 0 , II 1--t III _ :'. 25j4 5Q ET �2 5,•C 1 Q AND BATH PANS TO BE SBPERA TELYVBNTED TO THE OUTSIDE, INSTALL OUGTWORK oar -� I fEl I �. PRIOR TO INSULATION FOR P RAMIRO!REFECTION. EXHAUST PANS TO BE - .�--- b — II IL 1`IN -fitT - ! 9 CONSTRUCTED OF SMOOTHBORE,NONCOMBUSTIBLE MATERIAL5. APPROVED FLEX u. •I MASTER CLOSET m 5 m j CONNECTORS NOT EXCEEDING 6 PERT IN LENGTH MAY BE USED IN CONNECTION WITH ;so=. r YYYY I (V b 5 I ✓ +TH r t6 COFFEE BAR DOMESTIC DRYER EXHAUST. ., llir J I 115 SO FT I -a ,--a.e~a._z. _ _ �-�__� - _ '7Y ®Hr I1 ��' ? OOObC, 2T x 90'MIN.ATTIC AGCES5 TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. . _ r 6'•61n" Y S�dv M 6 E FRAME OUTAGES HOLE TO DEPTH OP INSULATION WITH NOT LESS THAN Ih' WINDOW W/ 611 P05T t Ii�1so I r 1 I11 PLYWOOD. ACCESS COVER IN GARAGED TO BE HINGED AND GHAT BE WEAYHER• 90 STRIPPED OR SEALED TIGHT. 2 pi I ,� I ❑ I I I HALL , r- 5'•D` -----i V- _ 1177 fq1 � lot SUARDRAll96"ABOVE PIN.PLR. INTERMEDIATE RALSPAGING 9HAJ,L NOT 'W i s "++ff 9FY.!R+I11110 I I - I...I I((I L I. - - - - - •_ �3 5G1 FT •--- --- -' - � t l '( 10 1._ _ �I ;card r:' L� k--'GAre 6''1- ALLOY4A4'DIAMET'ER SPHERE TO PASS THROUGH PCRI.RG.SECTION 912 Z. ' HALL o y '+NAW7 < I T PRE•MANUPAGTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT Y➢TH OWNER FOR Z L �; :� T•31n'— STAIRS ( ! I I I I 10 Oct, Q6�i 'd• �,6Mow /ad20 ttll sQ -T TRIM PACKAGE.CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TOMIN 11111111111 ®1124•--- t-" I I I I I •_NTRY I D - ' 30 SO :'T nIa mt3MAIuurAGTURER`35PEct FOR MINIMUMREQUIREMENTS OFNON•GOMDuSTABLCW d.I 1 --- - PANTRY SURROVND 8 HEARTH MATERIAL.+ GL.OSET runaR � CLOSET , i Av I 5g 50=7 f 36 sa Pr L�1 t4saFT tr 25G T RM � ou• � sdPI ro_µ ,. o m • 6BSQFT 1n1 �r- et 16 I16 I 'e 71P % \ 4 O - �� I 1� STALK HANDRAIL$b'ABOVE STAIR ROSINS.INTERMEDIATE RAIL SPAGIN6 6HALl HOT zW (1)fRIMMER yR "' L40S0.�. b- _ y _ .a- -V,, '••i•.tiw t. ��I I _ _ ALLOW A4'DIAMETEK SPHERE TO PA55 THROV6H PERIRC.SECTION 912�. mp, 3., YµLl To ae 4X 06ocn wD .b !^q4-;OTC )'V09.40TO W02-407, - '�• I - - - �-f' I( n(Z)K1N6 STUDS 0 1 0 1ti 4X I Il__.�� ® T o_ .---q':$^-----. ' I. 4t0•- - -- 4•A'- II 4'n'-[Ii- ( ,'4 tlDdateD OD0=R R0 1 TIP I. 11F I11- I,=`" I GARAGE FLOOR SUFACCBSHALL DE MIN.4'CONCRETE. SLOP-CONCRETE FLOOR MIN PROM70P PLAYS TO0 4 ?__� S:"I a�R �: 6'•Y' OV' - - - - ,-.d -- - =01 - -- --•'• -- - ------)- n VD'PER I?TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. BOTTOM PlA7E '" d �f Tr o _ -_...__ __ .- �-+ +-.�--..r.-." f __ _ �.,•.--.�.+ - - b - 4x Y'. I7 • WO7•1KIE JD (1•i 17 KEW.:Wit ROOTS ABOVE 1� t6 n�lP - - -1 -- 15 - --- - - -. BENCH BEAU'S BEDROOM ®° I %" —J i A,NSAOLE44 I 16 TEMPERED CLASS Ai - Z t y --_. . --.-- ____. t y I 11 2O MIN.FIRE RATED DOOR. IRG R9p2.4.1 ,1 12.3 W 1 Gli ? Q el_!j I. "� M GOLIRTYARD'Crf ; Ft 4x "1g SQPARATION RE,2UIR:D BETWEEN THG RESIDENCE AND THE bARA6E. NOT LE55 THAN �_t - i _ @ r 344 GJ(� 1• p 1l1'GYPSUM WALL DOARD SHALL BE APPLIED 70 THE GARAGE SIDE.L'd•IERS THERE 15 %--- �'in ,1 , d, ,h ""a0R HALL 16 ry 'n 6DOOR RO V HABITABLE SPACE ABOVE THE GARAGE,OM"TYPE X GYPSUM WALL BOARD IS µi .^ WINDOW W/ 5" POST e,:' ❑ I REQUIREDON THE GEILIN6 AND 1!2'6YPBUM WALL BOARD 15 REQUIRED ON THE �J -_ - i 1 1 SL4 FT �? I ns I I-_ I• SUPPORTING COLUMNS,WALLS ANO BEAMS, INC R9926 ILLD w - _ - - N _ � Q TRELLIS OVER THIS AREA ~' �i� F _____- ,>:U. 4X • I - - .'_ - GENERAL NOTES `�Ni o 16 , p,3• O,,r Itr a•,r GARAGE 11,4 N ~ � 10 AT ••t i••�••I,- 6'�6°- �•'-�Y•6°-- }{+•-•-9'•6'-•-�'•I�-•-I-�-•5'-0'---••I--- � '� - 1.ALL DIMEN510N5 ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. � � j119 T' a W08�-3b5 Y4314-&5Q WID•3�`s1' (�I ILi 574 5Q r'T r•. •- �� • °� tr� 4x AT7,G AGGE66 1 N L—._ �•LONLRPlE6U6 CN PAN , 4L+ O CONGEAL FLANGE L" 6 O„`_- ADOOtRD ` ' - - J o I DeCIQ 6nttN n r 2.ALL HEADER MATERIAL TO BE D,P.It 2 UNLESS NOTED OTHERWISE, •--'� Z HANGEK EA 510E I� b 1 rV f''•9''I W1Y�GSO b 4X b•y ` 4X ®•u• 4X ®k' aX N �' Imo. Q 1- ®Dcoallo cm 3.VERIFYHEADERHEIGHTS, tn 4Mmal (2)KING STUDS I1lams PROM TO?PLATE TO �_ ' u 0 G 6. 5 411 �Ro L I 4,ALL EXTERIOR WALLS ARE 2 x 6. 16`O.C.STUDS,UNLESS NOTED OTHERWISE. u-°i 10-o j =� \UECT 6 on' 4 _ m50770M PLATEI .r, ° 'I r r - 1 5.ALL INTERIOR WALLS ARE 7 x4• tb`O�G,STUDS,UNLE55 NOTED OTHERWISE.I 4 GUEST BEDROOM 3i STUDIO �__ I� �I ° "1-- Ell -� - _ _ m ;I ax 160 S0 FT 300 SO Fr , y e':r wmfttr. INCWDEbOiAvsTrAH I b.PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS,TOILET PAPER I 6rt— T ,Q 4 - _ I DISPENSERS,MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR In t .IN 5 oaoDRRD I ! LOCATIONS. - ' 11 b Q p `a 4X 1 in ii, - - m m N, LC,ry I AA Rr ®11. m� N BATH/ Z r; F 4X o ODRRO ENERGY CREDIT 1a g 1 HEADER SCHEDULE a� Y = Im v n y' m i parr l 70'6" — q € 0010 EFFICIENT BUILDING ENVELOPE 1.q1 © Iw r �� Liii=t_____Hysvli WINDOWS: U=0.28t4 5-6' \\M IW' "2,•0, ._ 1,6. DOORnD •FLOOR: = R-38INSULATIONTRIMMER KING STUD, EACH END E"`TEA' m pt+r - ! I a - - -MARK ' SIZE/TYPE MARK ,r-t to440""'3'D"--- �}I ' t— lo'D 4-- SLAB ON GRADE•R•10 ENTIRE SLAB lilts hP BLANK USE DeFN:L7 BEL070 UP DLANK USE DEFAULT BELO.N7 _ ^- -*-2'•1 t II z II .-- ., "- STONE POST BASE "A ' _ _ 11 ��L ENERGY CREDIT2a a - 2 X 6"L"CONN& '1 = „r•i ) FURRED our WALL eELow 4X o+oz 7�,� I'•9° �F 9'•0 1'•9 - ® M PURR DcuTrNULBRasi i '_� 4X e _ 4X Wmr ! OR am'1 _-_,,, —� r AIR LEAKAGE CONTROL 8 EFFICIENT VENTILATION 06 11.il 4 X b OF q2 20 H L — j �-'�_► � AIR LEAKAGE:9,0 AIR CHANGES PER HOUR � TIPj IN19-3b1b L�iF • 49i]•9016 1N11.901b .42€1. 16`-6' 3---3'3' I 1 f-9' 9'd' I I -'3 o 4•----4'r O < ig CD - 2 X 10"L"GDNFIG. I b'4 T — - - — WHOLE HOUSE FAN PER SECTION M1501.9il OR 21 H ENERGY CREDIT 90 12' b" -"` 12'-b" - HIGH EFFICIENCY HOG EQUIPMENT � ''5 -4XDOR(2)2X8 16 $ _ __— _ u ___ .� 1 II -__. . GAS FIRED, PROPANE,OR OIL FIRED BOILER__ 411 OT1 — b-0 - 25-0 's (2)2X10 I-'---- .. -_�_ _ _,-.�_ _ ._ __� _-- -- _--,-- __��_� _- w__.__- -i2�-Qi� _..--.� --_,--�_ _-: _ � .__-_� +- .I WITH MINIMUM APUEOR9495. z�Da OR 22 H ENERGY CREDIT 5G Z 4X 0 POST SCHEDULE EFFICIENT WATER HEATING 5 Q \/ -4X10OR6X8 L HARK MINIMUM SIZE ALTERNATE SIZE CONNECTOR GAS FIRED, v$i 15- s VI!a.. .eE c n- PROPANE,WITH MINIMUM EF OF 9196, 5vt2 51/2X131/2 GLULAM 2 2 23H 70P (2)2x4 4X4 18 gX19.5 _ PLAN AREAS D (2)2x6 5 1)2 X 12 GLULAM 2 2 24 H r1T PP] (5)2 X 4 4 X6 MAIN FLOOR 2,111 SQ,FT• OWNER APPROVAL I• GARS --- - ��' . A5�/�,�c, (4)ZX4 BASEMENT FLOOR 1,386 SQ,FT, AN 4 1. 0..r. tt , 12P- (3)2X6 DR TOTAL LIVING AREA: 4,1b5 SQ.FT.2 2019 ` 6x6 — — " BUILDER APPROVAL 173P 4 x 6 GARAGE 534 SQ,FT, - 'DEFAULT HEADER MATERIAL 15 DOUG FIR D 2 OR BETTER. '2 X HEADERS MUST BE IN TALL ORIENTATION WITH FLAT 2 X NAILED AT BOTTOM IN'L"CONFIGURATION. ®p'`' /A,,9 pp'�-•� lryt'ALEs'' DEFAULTYIOOD HATEAVLISDOV&RRf2 ORBETTER- DEFAULT 6TEE•SEE STANDARD - PAGE: 'DEFAULT TRIMMER,USE(1)2 X STUD OR SIMPSON LUG HANGER EACH END. r BTRUCTRVALSPECSPA6e. UPPER DECK/GOV, DECK 'DEFAULT KING STUD,OPENING 6'WIDE AND LESS USE(1)FULL HEIGHT STUD EACH END PLATE TO PLATE. C ®F r�laACO HTE DEFAULT BOTTOM CONNECTION ON PLATE:UI PCOR(2)A1 GTHS REY14.ORIniW FACE 14G / 1935Q.FT. 'DEFAULT KING STUD,OPENING WIDER THAN b',USE(2)FULL HEIGHT STUDS EACH END,PLATE TO PLATE. LLir. Line? _ OEPAULT DonoM CAFNECTON ot+BeA•e 12)Pc oR(2)A34 r4TN Sc4EYs,GRPtL LOWER DECK 3555Q.FT. DEFAULT BOTTOM CONNECTION ON GON C RETE:P D.O.R.A&OR ADV,OR AZ",OR OW:. _ -._ -- - ALTERNATE BOTTOM CONNECTION ON CONCRETE:S5REDAR OR5 ALLTMREAD,EPmh•6• STORAGE UNDER GARAGE 431 SQ,FT. - INTOPCSTEVTT,ARP E•MIN EMBED INTO CONCRETE CONCRETE EMBED HAT'BE.PEET SET OR EPDXY. FLOOR FLAN NOTES J. SYKORA, GPBD TYPICAL I PIGAI_ HEADER tr SMOKE DETECTOR EVERY DWELLING UN IT SHALL HAVE A BMOKEDETECTOR LOCATED o �RnFTL n IN EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA HEADER LE55 THAN 5' GIVING ACCESS TO EACH SEPARATE SLEEPING AREA IN NEW CONSTRUCTION, ry _ .I , „ , it II t II 1 REGUIRED SMOKE DETECTORS SHALL RECEWE THEIR PRIMARY POWER PROM THE a 161-O -"- 23-b "-'-"- 1 5 -O - - 1 5 -O BUILDING WIRING AND SHALL BR EGUIPPED WITH A BATTERY BACKUP, SMOKE "" DETECTOR AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OP THE STRUCTURE. --- -, GSM,PLOOR TO FLOOR HOLD DOWN - q gs LILY.,CAPACITY:GOOD FOR 1765 48 TENSION. - '� 1 I4" I' U•N•O. _ I r _ STRAP:V58GSI6VERn6A.STRAP APPLIED TOOuTSIDE Of WALL SHEATHING.ATTACH TO 2X STUDS LINED OHELp AND HANGING ROD. ! -. - _ AND -�' - I -_ IF DTRAF PALLS ON HEADER OR HE W DELOW.NAIL TO HEADFR OM BEAN AND WRAP AROUND BOTTOM it r HEADCRLE85 THANY I CANTILEVE -- _ • NECESSARY. 3 BUILT IN SHELVES. _ z Re 1-21-19 a I OPLOOR ABeve .- END DISTANCE: S eM IS'MN.TO EACH UPPER AND LONER STUDS.APPROX TOTAL LENGTH•26's DEPTH OF _ F. (1)KING bWP ROM I - - - -- - TOPPLATETO - 12P -'' P•2' 0-3. L.-.r_l GAB INET OWNER I CONTRACTOR TO VERIFY. BOTTOM P TE -T"""" " Y ` -. _ -- •-•-7O'n cur 4'-6•- e1T--.•{72•4•-• (1)TRIMMER -- ti I ADO- WE ':' WS0•3016 r 1151.30Ib w e r r _ - -- FLOOR AB tr " cp. EGRESSWINDOW55HALLHAVEANOPERABLES-CTIONPOPEMER6.NCY.6RB95S.1 LT) I 6.,5. T GATi1'L DECK WBQ•3036 - W90.46T0 W56-3056T 5 SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO ea 20-WIDE AND 24" } oa 16 . -- I I - - - - I•---5.6• I S'•e•= II s-1• 42-.- 124*---4a• -I- r•6°-- 31550 F7 �1� 1�R�Etti HIGH, BILL HEIGHT MAxIMUMM`OPrFL00R. CD - VISA-36.16 46d36d6 Wb2.3b46 4v61.4p10 :::: Z? 1 �mv 4X ®w auYJ 73P1- _ Z- 4X O bWHOLE HOUSE PANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC.CONTROL,SUCH /��_ _ 1 i A9 h CLOCK TIMER WITH A ZOIIC RATING OP 1.9 0R LESS. (Ar 4X @•r ®�. {X ss• " 12 -.. a- - 120eO V , PAU,ON 16'HIGH PLATFORM,TOP OP PLATFORM TO BE 1116•T d 6 PLYWOOD.- g I { Q I'•>'- •s-- EXPOSED FACE AND SIECS TO WAVE 1 LAYER 515'TYPE`X'GYP.BD. 110 FURNACE SHALL W- - - - I 'Alf{ ONO*RC - ---`--` - --• 14'-1" --'-------- - - '1 BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLYTHRQUCH A BEDROOM, BATHROOM,OR CLOSET. PROVIDE AT LEAST 90.OP WORKING SPACE IN FRONT OF V ' ` HEADER MORE THAN 5' ruRNAGE, __ u , ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARC i TV o INSTALLED,SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES xl _ `- I -8 RESULTING FROM THE GVIGK CLOSING OF THESE VALVES, DRAIN OUT,NO TRAPPING, is --- - -� -. -. .. ---- 15'•1^---- -=--_-=-_." ~ END OP PIPE LESS THAN 2r-EeT ABOVE CROONS,POINTING DOWN. TANKS SHALL BE- b In STRAPPED WITHIN UPPER 1l6 AND LONER 116 TO FREVCHT OVERTURNING IN AN - .{ EARTHQUAKE. ggi 1: (YtP{ BEDROOM a- rRWIDE DRYER VENT TO EXTERIOR PROVDE RECESSED HOT-GOLDSHLITOPP X HEADER MORE THAN S' `� 26? 5Q FT GONTROi.VALVED 6 WASTP.AT WASHER EXHAUST DUCTS SHALL NOT EXCEED A TOTAL e"sx COMBINED HORIZONTAL AND VERTICAL LENGTH OF 25 PEET. THE MAXIMUM LENGTH OF in tll O +/•q'CEILING DROP THE DUCT SHALL BE REDUCED 2.9 POET POR CASH 46 DEGAEE BEND AND S PBEI'FOR f (2)KINGSTUDS OFFICE _ _ __ REG. ROOM EAGH90•DEGREE BEND. A MINIMUM 4.INGH DIAMETER EXHAUST DUCT OR FROM TOP PLATE TO-I' 1 293 50 FT ti 616 SQ FT SMOOTHBORE,NONCOMBUSTIBLE MATERIALS REGUIRED WITH BACK-DRAFT PAMPER, BOTTOM PLATE +!•9'CEILING DROP +• avec:r. - - ..(1.-- (I)TRIMMER (1)TRIMMER ,.) ! 9'CEILING DROP ��� --,-- MECHANICAL PAN: BATHROOM,LAUNDRY ROOMS AND POWDER ROOMS SHALL BE \ Q 1 PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OP!d -- - GRAY�tLSPAGE w \ GR OPENI SHALL NOT TERMINATE INIMUMLOSER DUCTTHAN SI3 EISET TO ANY OPERABLE it®oA7¢ g 4X O.. Fe OR OF-ANIN1 INTO THE BUILDING. MINIMUM DUCT SIZE IB 4INGHE6. DRYER,KITCHEtI, 1351 SO FT I A� :re 1iP 10 AND BATH PANS TO BE SEPERATELY VENTED TO me OUTSIDE. INSTALL DUCTWORK iu f i°I1 F} -I 2b30__� " PRIOR TO INSULATION FOR PRAMIN6 INSPECTION, EXHAUST PANS TO OE LL -- -.N 4X ®WF/4XD 1I I CONSTRUCTED OF SMOOTHBORE,NONCOMBUSTIBLE MATERIALS, APPROVED FLEX_ I CLOSET CONNECTORS NOT EXCEEDING 6 FEET IN LENGTH MAY BE USED IN CONNEGT1ON WITH f .---,---24. �,C:; _ Ir - _ - �,==.4- A it.,sort DOMESTIC DRYER F'4AIIST, t .. I I I I I LI I ice' , t` L t I ,I I 22'x 50'MIN.ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM. 1 • ---4'•61YJ C4,'uTOP KR "1•• I I FRAME OUT ACES HOLE TO DEPTH OP INSULATION WITH NOT LESS THAN UT - - - - - GLOEE-i T ANO S,H.�Ny,•E,� (� .� �r�„ I 1l PLYWOOD, ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER. (�`3� II ° 'Z' I I STRIPPED OR SEALED TIGHT. WINDOW WI 6" POST I I I I I KITCHENETTE �..1�., I I - _ I - , L� _ - IT r _ ",,.Lr�'----cS.. Q''� - F I GUARDRAIL 36"ABOVE FIN,FLR. INTERMEDIATE RAIL SPACING SHALL NOT 'r - - - - 1 BATH I I �] ALLOW A4'DIAMETER SPHERE TO PASS THROUGH PER I,RG.SECTION 9122� euc< bib 5Q FT I O ' o , • o f! p7 r\ r _ V'UD Y' Q r1, I Q PRE.MANUPAGTURED,ZERO CLEARANCE GAS FIREPLACE.CONSULT WITH OWNER POR I� �I GRAWL5PAG@ACCESS --I i -'- ' -' - _= r1� +/•9'GEILING DROP 11P COIN C,TI*H I "� 'O I L(� 1.� TRIM PACKAGE.CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO -� L �J NANUPACTURER'S SPECS FOR MINIMUM REGUIREMENTG OF NON•GOMBUDTABLE W 111 i9� [T3P 1¢% L______ - SURROUND R HEARTH MATERUL. - 14' 0" - 9'-0" .i LH m �- T 11 EXERCISE EQUIP, - -91n, 14 STAIR HANDRAIL 36'ABOVE STAIR NOSING.INTERMEDIATE RAIL SPACING SHALL NOT n LL 111 tit A 4'DIAMETER SPHERE TO PASS THROUGH PER I,R.G.SUCTION g129. (U K. L-I 1` 9' -(1)TRIMMER _ IL ��'fII 15 C GARAGE FLOOR SUPAGES SHALL BE MIN.4'CONCRETE. SLOPE CONCRETE FLOOR MIN (2)KING STOPS R 4-1 500 118"PER 12'TOWARDS HMN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN. IiiPROM TOP PLATE TO - - in _� BOTTOM PLATE r I li lit . .. ..___________ ....._ 16 TEMPERED SUSS - ^I. G? �1 ^II 11 20 MIN.FIRE RATED DOOR: IRG RS12.5.1 OIli t 'yy� f _- ' r I I.. - `4'- _�_ -y FURRED OUT WALLS SEPARATION REQUIRED BETWEEt1 THE RESIDENCE AND THE GARAGE, NOT LESS THAN A D_ `-"'_ --- 1'!'-O" ---------------1------- -- '-'f-OII___ W/DRYWALL 1 A 1/7 GYPSUM WALL BOARD SHALL BE APPLIED TO THE GARAGE BIDE.WHERE THERE IS `•- - I - HABITABLE SPACE ABOVE THE GARAGE,§10"TYPE X GYPSUM WALL BOARD IS !NI NOON Y l! �" POST T • `_ __FURRED OUT WALLS W! REOUIREDON THE SCIONS AND V7 GYPSUM WALL BOARD IB REGUIRED ON THE Z DRYWALL SUPPORTING COLUMNS,WALLS AND BEAMS, INC R902.0 altil ' " _ f N STORAGE a GE - v r/ . F- - ! GNRL NOTES _ n� c� I 1 INCLUDE CEILING FRAMING TO O ALLOW BNEETROGKEO CEILING 1.ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE. v ,1�i ui U-1 j < 1 • 2.ALL HEADER MATERIAL TO BE D.P.N 2 UNLESS NOTED OTHERWISE. -1il CY Z ect CONCEAL FLANGE 5.VERIFY HEADER HEIGHTS. 14 tn 0 HANGER EA.SIDE B ti QIn 4,ALL EXTERIOR WALLS ARE 2 x 6- 16"O.G.STUDS,UNLESS NOTED OTHERWISE. (2)KING STUDS Q r PROM TOP PLATE TO ib I 5.ALL INTERIOR WALLS ARE 2 x 4-16°0.C.STUDS, UNLESS NOTED OTHERWISE. {.�.1 TTOM PLATE . TEI ._ L MI • ! 6.PROVIDE DISPENSERS,SKIES INCI ALL BATHROOMS ET FORTOWEL TARS TOILETERF R • LOCATI MEDICINE CABINETS,ETC. COORDINATE WITH OWNER FOR f ____ 4 LOCATIONS. • • 12'-b" 1 1'-b" ENERGY CREDIT 10 g n ---- • -t . - I ' • ' • - 1. EFFICIENT BUILDING ENVELOPE Zs WINDOiNS: U=0.28 2 2_i r -- - ` -_ 414-0" -- -_--- -_ 1 HEADER SCHEDULE -FLOOR: = R•38 INSULATION 4 -SLAB ON GRADE• R•10 ENTIRE SLAB -Ig�� 4 TRIMMER KING STUD EACH END 111 5L. g MARK SIZE/TYPE MARK� ,rL_u 41� POST SCHEDULE , (iP BLANK USE DEFAULT BF,1.tW) (IP PLANK LIEF PEPAULTBELOW) ENERGY CREDIT 20 2 X 6"L°GONFIG. AIR LEAKAGE CONTROL 8 EFFICIENT VENTILATION EFgi MARK MINIMUM SIZE ALTERNATE SIZE CONNECTOR OR -AIR LEAKAGE;5.0 AIR CHANGES PER HOUR 1g1 (IF CLANK USE DEFAULT SELQ;?17 20 H LI 1 -4 X b OF 172 -WHOLE HOUSE FAN PER SECTION M1501.5 - G-" 70P l (2) 2 X 4 4 X 4 -2 X 10"L"GONFIG. ENERGY HIGHEFFICIENCYIT I �g-� C t EFFIGIENGY HVAG EQUIPMENT igb 4X8 OR 21 H -GAS FIRED, PROPANE,OR OIL FIRED BOILER '1 , 46 (2) 2X6 -4X6OR(2)2X6 WITH MINIMUM AFUEOR94%. , �q, 71 P l OR ENERGY CREDIT 56 < dR (3) 2 X 4 (2)2 X 10 EFFICIENT WATER HEATING j JJJ 4 X 6 4X10 OR 22 H g ! A X 10 OR 6 X 8 -GAS FIRED, PROPANE,WITH MINIMUM EF OF 9196. g *III 09 (4)2X4 11 a72P (3) 2Xb oR SX,3s 51/2X191/2 GLULAM 2 2 23HL�LN ,AREAS11 6 X 6 'MAIN N FLOOR 2,'f 19 SQ.FT. ii.. LGA/�ki t OYVNER APPROVAL �'n,:v:nsr,,,�:J'0 BASEMENT FLOOR 1,386 5Q.FT. �. q� co I "13P 1 4 X b 5 1/2 X 12 GLULAM 2 2 24 H a x • TOTAL LIVING AREA: 4,165 SQ.FT. CITY OF ANACORTES • BUILDER APPROVAL �„ DEFAULT WOOD MATERIAL 15 DOUG FIR 112 OR BETTER. DEFAULT STEEL•SEE STANDARD GARAGE 584 SQ.FT. 2Y813 STRUCTRUAL SPECS PAGE. -- --` Y �,sTEK� eVi r DEFAULT BOTTOM CONNECTION ON PLATE:(2)PC OR(2)A34 WITH SCREWS,OR(4)16d FACE 'AVlaHnlr • xAILS. 1411 193 SQ,FT. PAGE: iz �� DEFAULT BOTTOM CONNECTION ON BEAM:(2)FC OR(2)A34 WITH SCREWS,OR PCZ, 'DEFAULT HEADER MATERIAL 15 DOUG FIR Y 2 OR BETTER. UPPER DECK/GOY. DECK mes wz' • I DEFAULT BOTTOM CONNECTION ON CONCRETE:PB,OR AB,OR ABU,OR ABW,OR GBSQ. '2 X HEADERS MUST BE IN TALL ORIENTATION WITH FLAT 2 X NAILED AT BOTTOM IN•L"CONFIGURATION. LOWER DECK 355 SQ.FT. ST P.,Cr th [ -1;_ ;D scr.-a+.A; ALTERNATE BOTTOM CONNECTION ON CONCRETE:it5 REBAR OR 516"ALL THREAD,EPDXY 6" 'DEFAULT TRIMMER,U5E(1)2 X STUD OR SIMPSON LUG HANGER EACH END. Z T[1-4 i a 0 L.41' INTO POST BUTT,AND b"MIN EMBED INTO CONCRETE. CONCRETE EMBED MAY BE WET SET 'DEFAULT KING STUD,OPENING 6'WIDE AND LESS USE(1)FULL HEIGHT STUD EACH END PLATE TO PLATE. STORAGE UNDER GARAGE 451 SQ.FT. OR EPDXY. 'DEFAULT KING STUD,OPENING WIDER THAN W,USE(2)FULL HEIGHT STUDS EACH END,PLATE TO PLATE. /14 7 :/, ' � <0)."'"o `-',3\///7., ,.// 'gt l`® `- ' / � ' v/i ,,,,,,,,,,,,7/xs.":7,43:: ' (4)1 t (411111//Ak4s /11.\---"P\(31 // i '1' . dill Q f VS r"/ /' - ._. _ Oya oc5 ,(J //;j 9 /�\ �/ 1.,�51 SF �oy 2 / , d •. 0743 N• • , / .4, .‘,.,N 0 / _ ' /: /4 cisi- 4.>7,/ // l'ir / _./ ;4\\\ oc`/ /f,. lou ' /11, 42 SF /!Ow Q� 'o n Jp ,r' , EX. SSMH I / / .41)1` . <13''';' S / RIM-444.22' / / by* / \ / // 11=434.42' / 1.r) ic •• o ss /1.4-1 7 9. 7' CP LIT3 / /' -0,° 3,432 / o� i, �/ .s do'-, , o / i - �a ; � �; LOT 10� /ip � � � ,V �� �° / i V 8, 793 SF/ /if '- a. ' � 39 25 ,s�c / --,-. I / <44*, / 6 , ,,F O' �'.♦ /5 / ,1j" ,/ h x LOT ,1 ,I i� / ,r ) � ,, t 10 F h ,' LOT 11 e28 / / `'7RANSFORMER 9,390 SF \, S 88° 4 ' E22. ;, ,� l� S >>49, „ 3927 h� il�� I 1st N t) I °� Z 1/ i" x i LOT 12 o ! �� iU ' il , 9,592 SF TRACT G 10,5A 'F /1 ,, s, i 3929 0 } 139301 1 ) 1 I S 88°42'48" E 137.59' 1 , \ \ 1 'v 0 CI- z 8° 2 1F 122.71' 1i �i ' 1� 1. 0�;__ 81.00' lilt `v LOT 13 i 9,043 SF W O / LOT 0' • 3931 W �, Z.o 10,27e SF PRIVA \� \c� so ��\ of 00 STOR \ ; `� -_ - I '9 �2 EASEMENT \�� s �,� O; I END OF PHASE 4 61.6„ > I I SIDEWALK EACH SIDE cb co`1. ' �= x S 88°4 '48" E 113.4 ' � - • s END OF PHASE 4 L 1 PAVING 1 6 7 a 94 > s k6° phi � � � � - s / \� ,�' "B" STREET ,(:\ e - 4 4 Rco. 1 l� o L0 7 ,h'\ 0 �► ¢'s1 �� L C 12 4389' lj co 1 70 F ��� Lk' N. _ACCESS AND ,J9 41 1\ ,4 UTILITY EASEMENT ` -3 FOR LOTS 8 & 9 S 88 42'4 " E 88.5"' 1 —�YL. ,` .00' .74 - 7/LOT 9 o V� /rOT8 °� 0 �' ��� 10,541 SF ' 0 14,0:7 SF;h Lu 3938 936 cy - --- 30' NGPE BUFFER SEE PLAT 1.-- CONDITIONS SHEET 2 0 N 8974'46" W 130.01' N 89°14'46" W 80.00' www.sykorahomedesign.com r pi ,--- ,- _' , 1 o " �` _ • s 1 On Thu, Jan 31, 2019 at 10:34 AM Frisinger,Rob<robf@cityofanacortes.org>wrote: Hi Jim, In order to complete the building review we require a site plan that indicates the proposed grading, including toe and top elevations at retaining walls. Please provide engineering for any retaining wall that is four feet or greater or is affected by a surcharge. The geotechnical report by Geotest Services, dated 9/22/2017 recommends a 10' geohazard setback and suggests considering pinning the foundation elements. Please confirm with the engineer that pinning is not required, or include pinning details in the foundation plans. Please note that additional reviews from other departments/persons may still be pending and may result in additional requested revisions. If you have any questions, please let me know. FILE COPYThanks, Rob Frisinger Plans Examiner/Building Inspector/Code Enforcement robf@cityofanacortes.org Office (360) 588-8297 Cell (360) 391-1403 My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56 4 From:Jim Sykora [mailto:iim@sykorahomedesign.com] Sent:Thursday,January 31, 2019 3:00 PM To: Frisinger, Rob<robf@cityofanacortes.org> Cc: Lange, Steve<stevel@cityofanacortes.org>; Cricchio, Kevin <kevinc@cityofanacortes.org> Subject: Re: 3930 Rock Ridge Rob, I have attached a site plan that shows the proposed grades around the structure and at the toe and top of the retaining walls. None of the proposed retaining walls will exceed 3' in height. The foundation line of the proposed structure is in compliance with the 10' geohazard setback. The FOR has provided comments regarding pinning the foundations to the rock. On page A22 of the plans he notes the following: 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 DIAMETER, PERPENDICULAR TO FACE OF ROCK. NO EPDXY IS NECESSARY. DOWELS TO BE LOCATED AS FOLLOWS: - FOR CONTINUOUS FOOTINGS, USE DOWEL WITHIN 6" OF ENDS, CORNERS, AND INTERSECTIONS AND AT 36" OC MAX SPACING. DOWELS TO BE CENTERED ON STEMWALL. - FOR PAD FOOTINGS, USE THREE DOWELS SPACED 8"APART, CENTERED ON FOOTING. IF DOVVEL IS TOO LONG TO FIT IN FOOTING, BEND AS NECESSARY TO PROVIDE 2" COVER AT TOP AND/OR SIDE(S). This is also noted in the engineering documentation that was provided with the Building permit application. I believe it is the intention of the builder to not place footings on sloped rock, but rather chip flat areas into the rock at the footing line. Please let me know if you need any additional information. ---------- Jim Sykora Sykora Home Design 360-929-4639 3 Jim Sykora Sykora Home Design 360-929-4639 www.sykorahomedesign.com On Thu, Jan 31, 2019 at 3:30 PM Frisinger, Rob <robf@cityofanacortes.org>wrote: Thanks for pointing out the notes regarding pinning the foundation. We still require a bit more detail on the proposed grading, as your topo lines and driveway differ by seven feet at the entrance to the garage. Page A-13 indicates a retaining wall at that location. A wall with a surcharge from vehicles will require engineering. Thanks, Rob F. / \ , / „tit, FILE COPY ....„ _,... ..w.c _........... . ,._.......... .. ...... , „ ,.._ , _ ...... , ....._____. ., , c,-, ...._ , i, _ , , , i __ , i E t° f t i E ;�� ,E_. i . �.: i EE t j i ' 1r - SL f i .F HEIGHT. 454_0' E i i Ef S DRITCE{�E s,Y f ! 8 5.4 5'�al.. 1- 454.0 E }[ 2 Frisinger, Rob From: Jim Sykora <jim@sykorahomedesign.com> Sent: Monday, March 04, 2019 12:09 PM To: Frisinger, Rob Subject: Re: 3930 Rock Ridge Rob, I have talked with Strandbergs regarding this issue. They have let me know that they plan on placing fill in this area and creating a stone rockery with less than 4'in height, similar to the image below. The concrete stairs previously shown along side the garage are now removed from the project. Is this sufficient information to wrap up the permit review? 4� /, z- W / w ,� yr(Z , A ..----__Rifit (I) p 6, ROC4r,,LESS THAN;HEIGHT \ L.- _ / i,,> ____- , STORK,Got,;` ' i' I j 45b_5' t , / I 4 • i j „1 _ , 10%SLOPE , r I (-- j' r .. FF HEIGHT:4540' i f t , t i 1 DRIVEV1AY' 1 / I ii 1b4 SQ.FT l ROPO ED GRADE; 1r II 454;0 , -.. H 1.11 I 7, ' LARGE ROCKS +l ll Ut _ + J� 1