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Home My WebLink AboutPermit File 1113 4th Street (2) City of Anacortes Invoice/Permit#: BLD-2016-1551 904 6th Street Applied date: 09/20/2016 P.O.Box 547 Issue date: 09/20/2016 IP Anacortes, WA 98221-0547 Expire date: 03/19/2018 T1AA Job Address: 1113 4TH ST Permit Type: Foundation Permit ANACORTES WA 98221-1512 Project: APN: P55331 Remarks: Replace foundation Owner: STOLSIG ROY P III Contractor: TIM FISHER EXV. Address: 2442 NW MARKET ST Address: 4501 SAN JUAN AVE UNIT 575 SEATTLE WA 98107-4137 ANACORTES WA 98221-1123 Phone: Phone: (360) 708-2016 License#: General Information: Fees: Building Valuation 40000 Building Permit Fee 543.25 Plan Review Fee 353.11 State Building Code Fee 4.50 Total Calculated: 900.86 Deposits/Receipts: 0.00 Total Due: 900.86 `ri . 5 :! 7. :% 7` r1 -+ . Y �r -I .n Y. l 1S �� q' -I- 4 p ry q1 * +E • a. ! t rg h J p THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN'180 DAYS,`OIR IV CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK 000MMENCED;. .i HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PRbVVSIc NSA OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STirE_I+ • LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. ' F; 4! a) M SIGNATURE OF OWNER OR AUTHORIZED AGENT ISS D BY h. t z C►. GAT ( v Residential Building Permit Application City of Anacortes Building Department P.O. Box 547 Anacortes, WA 98221 Street Address: 904 6th Street Phone: (360) 293-1901 Fax: (360) 293-1938 SITE ADDRESS: t t h CONTRACTOR ❑Applicant PROJECT DESCRIPTION Name :4,6ePAG)rrr Cr'.Je- - fr.:Y/4 E P-tof rto iM `viv►Ock-rtO4_J Address '3 N '30 Th ft 2I 7.L4 CaPcKertZ Fo0 TwEr 55, 7 t ff City/State/Zip /VI e' 'r 11 Ll . to u—a Phone 2 (3 " / FAX State License# Exp PARCEL NUMBER s L� - - j I City of Anacortes Business License: Erfes ❑No PROPERTY OWNER 0 Applicant LEGAL DESCRIPTION Name Stu)510 / "P Q - i Riea(o M-31 Address '7Q01 cPls L t.-ttf tll) or L. L- "/ 2 7 City/State/Zip Seh tIi.,c' / PROJ 'CT VALUATION Phone (2 5 FAX F d)° /' '° Number of Dwelling Units E-Mail Address 4 1 U Y O Number of Stories Building Area: ElArchitect Cd//Designer C ngineerj:f Applicant 1S`Floor 7 99 s.f, 2°d Floor s.f. Name 3`d Floor s.f. Basement s.f. Address Garage s.f. Carport_ s.f. City/State/Zip Deck s.f. Lot Area 4c�19 Lt s.f. Phone FAX E-mail Address CONTACT ❑Applicant LENDER Name �� % �� LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 IN VALUATION PER RCW. Address ? � C Name City/State/Zip flt'IO,C,IR`'ZS Address Phone 2- 13, FAX City/State/Zip E-mail Address SC Phone No. 9 CONTINUED ON THE BACK Residential Mechanical Fixtures Fuel Type ❑ Natural Gas 0 Electric 0 Wood 0 Propane Gas 0 Other Type of Equipment Number of Type of Equipment Number of Fixtures Fixtures Furnace <=100K BTU Clothes Dryer Boilers/AC/Heat Pump Gas Water Heater Gas Outlets Gas Fireplace Ventilation Fans Fireplace Insert Stove,Appliance Other Units Range Hood Residential Plumbing Fixtures Type of Fixture Number of Type of Fixture Number of Fixtures Fixtures Toilet Clothes Washer Bathtub Electric Water Heater Shower Utility Sink Dishwasher Hose Bibb Hand Sink Water Piping Kitchen Sink w/Disposal Additional Fixtures I HEREBY ACKNOWLEDGE IF HAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACITIVIES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENSE. STOP WORK ORDERS WILL BE ISSUED ON JOB SITES WHERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PROPER LICENSE. APPLICANT'S SIGNATURE DATE Last Updated Nov.9,2012 New Single Family - P rcia Checklirle City of Anacortes Building Department 904 6th Street — Anacortes, Washington Phone:4360) 293-1901 Fax: (360) 293-1938 _ th s , IF . : i . . , I AL _,„ 21,,_.1•7±,i„ Ar ,.:. ,„..,. 1 „:.,.,, :.. A . Single Family/Multi-Family Permit Checklist for Submittal Plans which do not contain the following minimum information will not be accepted for plan check. Project Address: ! It, 5 'f- c� N, , ame of Owner: �� )1 ',1 n Mailing Address: 7 `--'.)1 e_.=,V <-t,� `= I City: c-Thx \`�N WA: Zip: ;r ` , , Lot: Z-1 Block: OA- Addition: Parcel No.: 5 5 1 Description of Work: k V 12 1-.1 OCI S.1� 'k k 1 J . Phone No.: 7 0C, .. N -. 1-/--C- ' Cell No.: Fax: Please place check marks by completed items, and cross out those that do not apply. 4 D Two Full sets of Plans (Min 18x24) FLOOR FRAMING ❑ ❑ Provide Landscaping Plan 1:1/ ❑ Complete Application Form ❑ o Fire Resistive Construction where Required ❑ ❑ Provide Floor Plan for County ❑ o Joist Size, Spacing, Grade & Species o ❑ Headers, Doubled Joists, Blocking, etc. SITE PLAN (81 xi1 or 11x17) ❑ ❑ Floor Sheathing & Underlayment (Provide 3 copies) ❑ ❑ Any Conditions That May Impose Heavy Loads ❑ ❑ Setbacks ❑ ❑ Insulation to be Installed o ❑ North Arrow ❑ ❑ Lot Elevations ROOF FRAMING ❑ ❑ Lot Coverage ❑ ❑ Lot Size ❑ ❑ Layout of Trusses & Bearing Points, Show Hips, ❑ ❑ Property Lines (Recorded Survey) Valleys & Ridges & Insulation ❑ ❑ Easements, Streets, Alleys ❑ ❑ Ceiling Joist Size, Spacing, Span Species & Grade ❑ ❑ Location of Utilities ❑ ❑ Insulation ❑ ❑ Erosion Control, Small Parcel ❑ ❑ Ceiling Finish Material Storm Water Plan ❑ ❑ Rafter Size, Spacing, Span, Species & Grade ❑ ❑ Location, Size, Etc., of Beams or Purlins ❑ ❑ FLOOR PLANS ❑ ❑ Indicate Scale of Drawing ❑ ❑ Provide Dimensions All Roof Systems ❑ ❑ Size/Locations of Doors & Windows[] ❑ ❑ Attic Ventilation (low & height) o ❑ Label rooms & Spaces ❑ ❑ Indicate if Attic Will Be Used For Storage ❑ ❑ Indicate New Construction From Existing ❑ ❑ Show Attic Access ❑ ❑ Show Decks, Patios & Landings o ❑ Show Smoke Detector Locations Roofing ❑ ❑ Show Attic Access(s) ❑ o Sheathing Type & Thickness ❑ ❑ Show Mechanical Equipment Locations ❑ ❑ Roofing Type & Weight (provide attachment ❑ ❑ Indicate Bearing Walls schedule if tile or metal) ❑ ❑ Indicate Shear Walls ❑ ❑ Underlayment o 0 Indicate All Header & Beam Sizes, Species & Grade ❑ ❑ Show All Plumbing Fixtures Including Floor Drains Deck Detail Energy Code Compliance ❑ ❑ Guardrail, Spacing & Height ❑ ❑ Residential Energy Code Form ❑ ❑ Joist Size, Spacing & Species ❑ ❑ Types of Connectors, Post to Beam, Joist Hangers Type of Decking Material Elevations Mechanical ❑ ❑ Exhaust Fans; CFM & Sone Ratings ❑ ❑ Show all exterior elevations including ❑ ❑ Location & Size of Heating Appliances proposed and finished grades from property ❑ ❑ Dryers line to property line. ❑ ❑ Cooking & Other Appliances ❑ ❑ Show a section through the lot at the driveway ❑ ❑ Range Exhaust Hood (to begin at the street paving or curb) Stair Detail ❑ ❑ Location, Width & Headroom ❑ ❑ Size of Materials & Species ❑ ❑ Rise & Run ❑ ❑ Handrail Type & Height Applicant's Signature: Date: Received By: Date: Updated March 23,2009 2 J `l L,, / 1 / -37 5ceJ tri "-IL" v p-Ture-cioyer Ks.... =4. &- r ,..... 4fr11rc4 c� u,�` 1 . _ _ . . , ... ._.. .. .. . . . . . . . . _---- Cc �..__. ......____ __ c______ , ..-0 ar C �i r; tele \ 4t' li It i I�kFp il V :1 -I ' C.( c.:4. , O s. ii tit- tliki rcAr t jorict 44 Lef 5eAmer �� d qt ‘ , , - . k j - .,,icii c..- tztic- is. ,\Ti ji • - t .?. ‘'l Int t eic : y ,, , • . received 0 STRUCTURAL CALCULATIONS 1/1 7 FOR Stolsig Residence :113 4th Stree: Anacortes, `,;, 'A 98221 201511 C 12/18/2016 16-081 PREPARED By: James T. Schemmer, P.E. I let SCHEMMER CONSULTING GROUP PLLC �` 1 ‘1\ ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING ‘.\0 ' it RESIDENTIAL HOME DESIGNi w b 514.1J et. 19 GIST = \7,� SCHEMMER CONSULTING GROUP PLLC • 301 30'" STREET, SUITE CI ANACDRTES,WA. 98221 ® (360) 293 -9006 II Schemmer Consulting Group PLLC Project Title: Martin &Jones Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-101 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed: 4 JAN 2017, 3:12PM File=c:lUsersladminlDOCUME''1\ENERCA-1116.081-1.EC6 Wall Footing ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : --None-- Code References _ Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values . fc: Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.750 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 2.0 ft Min Steel c/o Bending Reinf. = Allow. Pressure Increase per foot of depth _ ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below ft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 1.750 ksf Dimensions Reinforcing Footing Width = 1.50 ft Footing Thickness = 8.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in 8" c , to 1 9" bars @ 12 in 4. 1 6" inn '' Z i Applied Loads D Lr L S W E H P: Column Load = 0.7970 0.3250 0.440 0.3250 k OB : Overburden = ksf V-x = 0.250 k M-zz = k-ft Vx applied = 1.330 in above top of footing Schemmer Consulting Group PLLC Project Title: Martin&Jones Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-101 Anacortes,WA 98221 Project Descr: 360.293.9006 jtschemmer@scgeng.com Title Block Line 6 Printed:4JAN2017,3:12PM File=c:\Users\adrnin\DOCUME-11ENERCA-1116-081-1.EC6 Wall Footing ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: --None-- DESIGN SUMMARY I IDk=1-t'jt'ni'd0r< Factor of Safety Item Applied Capacity Governing Load Combination PASS 3,635 Overturning-Z-Z 0.1944 k-ft 0.7065 k-ft +D+H PASS 2.242 Sliding-X-X 0.250 k 0.5604 k +D+H PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.8697 Soil Bearing 1.522 ksf 1.750 ksf +D+0.750L+0.750S+H PASS 0.04029 Z Flexure(+X) 0,1742 k-ft 4.324 k-fl +1.20D+0.50Lr+1.60L+ PASS 0,003718 Z Flexure(-X) 0.01607 k-ft 4.324 k-ft +0.90D+0.90H PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual!Allowable Load Combination... Gross Allowable Xecc -X +X Ratio ,+D++1 1.750 ksf 2.476 in 0.1166 ksf 1.139 ksf 0.651 ,+D+L+H 1.750 ksf 1.688 in 0.4099 ksf 1.433 ksf 0.819 ,+D+Lr+H 1.750 ksf 1.841 in 0.3332 ksf 1.356 ksf 0.775 ,+D+S+H 1.750 ksf 1.841 in 0,3332 ksf 1.356 ksf 0,775 ,+D+0.750Lr+0,750L+H 1.750 ksf 1,539 in 0.4991 ksf 1.522 ksf 0.870 ,+D+0.750L+0.750S+H 1.750 ksf 1.539 in 0.4991 ksf 1.522 ksf 0.870 ,+0,60D+0.60H 1.750 ksf 2,476 in 0.06995 ksf 0,6837 ksf 0,391 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status ,+D+H 0.1944 k-ft 0.7065 k-ft 3.635 OK ,+D+L+H 0.1944 k-ft 1,037 k-ft 5,332 OK ,+D+Lr+H 0.1944 k-ft 0,9503 k-ft 4.889 0K ,+D+S+H 0.1944 k-ft 0.9503 k-ft 4.889 OK ,+D+0.750Lr+0.750L+H 0,1944 k-ft 1.137 k-ft 5.849 OK ,+D+0.750L+0.750S+H 0.1944 k-ft 1.137 k-ft 5.849 OK ,+0,60D+0.60H 0.1166 k-ft 0.4239 k-ft 3.635 OK Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status ,+D+H 0.250 k 0.5604 k 2.242 OK ,+D+L+H 0.250 k 0.6924 k 2.770 OK ,+D+Lr+H 0.250 k 0.6579 k 2.632 OK ,+D+S+H 0.250 k 0.6579 k 2.632 0K ,+D+0.750Lr+0.750L+H 0.250 k 0.7325 k 2.930 OK ,+D+0.750L+0.750S+H 0,250 k 0.7325 k 2.930 OK ,+0.60D+0.60H 0.150 k 0.4473 k 2.982 OK Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? in"2 in^2 in^2 k-ft Status ,+1.40D+1.60H 0.01767 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.40D+1.60H 0.135 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+0.50Lr+1,60L+1.60H 0.05691 -X Bottom 0.1728 Min Temp% 0,2 4.324 OK ,+1.20D+0.50Lr+1.60L+1.60H 0.1742 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+1.60L+0.50S+1.60H 0.05691 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1,20D+1.60L+0.50S+1,60H 0.1742 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+1,60Lr+0,50L+1.601-1 0.04959 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+1.60Lr+0,50L+1.60H 0.1669 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+1.60Lr+1.60H 0.03686 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+1.60Lr+1.60H 0.1541 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+0.50L+1.605+1,60H 0.04959 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1,20D+0.50L+1.60S+1.60H 0.1669 +X Bottom 0.1728 Min Temp°A) 0.2 4.324 OK Schemmer Consulting Group PLLC Project Title: Martin & Jones Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16 101 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng,com Title Block Line 6 Printed: 4 JAN 2017, 3:12PM Wall Footing File=c:lUsersladmin\DOCUME-11ENERCA-1116-081-1.EC6 >f ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 Pr4rAK 9Y1- v��,�, y I a n,. T - . 1 . \ - 6 . . . Description : --None - Footing Flexure Mu Which Tension @ Bot. As Req'd Gvrn.As Actual As Phi*Mn Flexure Axis &Load Combination k-ft Side? or Top ? inA2 inA2 inA2 k-ft Status , +1.20D+1.60S+1.60H 0.03686 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +1.20D+1.605+1.60H 0.1541 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +1.20D+0.50Lr+0.50L+1.60H 0.02891 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +1.20D+0.50Lr+0.50L+1.60H 0.1462 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +1.20D+0.50L+0.505+1.60H 0.02891 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +1.20D+0,50L+0,505+1.60H 0.1462 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +1.20D+0.50L+0.70S+1,60H 0.03267 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +1.20D+0,50L+0.705+1.60H 0.1499 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +0.90D+0.90H 0.01607 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +0.90D+0.90H 0,08205 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK One Way Shear Units :k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0,50L+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+1.60S+1,60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1,20D+1.60S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+0.50L+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.50S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.70S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+0.90H 0 psi 0 psi 0 psi 82.158 psi 0 OK USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for RCS States Department of Agriculture and other Skagit County Federal agencies,State Natural agencies including the Area, Was h i n gto n Resources Agricultural Experiment Conservation Stations, and local Service participants 1113 4 u-H STREET kip- r +r.� + 4 _ '. 04;;) ,:,,,,,,?f __ 4 ' 4v .t i -.- - r -. 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January 4, 2017 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map.Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 Custom Soil Resource Report Soil Map En M en 526210 52560 528310 528360 528410 528460 528510 528560 528610 48°31'9"N — -- I . 1_ ki,cii Pf J . �� r .!, Ar- 1— ' I1k_ 6,.... I�'y 4. •i1 . . I r - •k - i. .,. `_ ,. , 1,.- .:i /- , I�,,,-s. ,lidtutf C 1 °a r — *, � I(A ,''—, -'♦ �, 4: _ ,,,,--0., - t7. ea.r_..j^ t� !t- w1 v- -- i- ..r . r - -... 1 g Iv iiJ,. 3t`%2f,p•r9;: -...,y' o i. , ,} `� t'! I r` ��F F~r �7 • i�e�A I^ :� I 1. ;� � t P- • 'iw I. • ��N. 1 �1•r- ! •,- .�g • !t' L j.L► '�� 7 l �is,w ..c '-•) -. itit•+ '�.� , y.cL - . 11 •--,_ r I `r_r el.?:, .•.P ,, .,y s - . 4 : r. 1 - _ r� a k r " 'PM f 1' A' /',.. 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'i I J ,I P ' i (41 ' ,, ir' i • 1. • r, -. _ 'i., _ •_ -.. ` :� ,-..I , ; . yi',1 - . `✓";, ! t, ,ib': :"1 -., .} !-. #�',�, `, r,* ;4 ap4.••it. i•, .,.„ 1 1•,, • i �r '1 - �11i I... s • fr, n._�,� f.,, .41 . C 1 i a !'" _ ii Or ','! : �.' '•''',.,,•=1 tb 0 .� r. tr— �.__' , I _ Yt k.. al ___. .I .`.::-.'. .r'! .. 1-,.•...-...-•:i-ter 1 !1''''l ".:e.44 •@rJ. ." Ir. t... }:. --y ._ • --11',. _ - _. - - _ , • • 'lrr: 44_. — �:C+ _ — I ri �x ,N ,. Pr . { -- . - at�ti in.`s% _I I fCTY (L ry •*' • ;r II _1 - — �.-_ 'I *- .-tw_. - �/ I — - a. ' -- - ., 4 o ti 1 '�.p .•ti l r ^,_^+w`-P"'k',ro • F,. '.a•'' �- �-�y�..".. 'l. �, H 'V � t _�ol.l..l�lal ,rnt�t��n t be r��l I � Lh� I ;k;' . . I � �°�S��i� '�_: � _a�,�,••�.�a mom`.n/ 'Cr ,. ,1411e r a, a� - —' ? ..1 - r, . • `'t" r —._ i i , IA_ imi .Y'.t `g 48°30'59"N 48°30'59"N } f << .a. ��a•c r _ I T— i 528210 528250 528310 528360 528410 528460 528510 528560 528610 528660 II M Map Scale:1:2,260 if printed on A landscape(11"x 8.5„)sheet. N Meters 0 30 60 120 180 . Feet A 0 100 200 400 600 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 10N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(A01) = Spoil Area The soil surveys that comprise your A01 were mapped at Area of Interest(AOI) , 1:24,000. Stony Spot Soils Very Stony Spot 1 Soil Map Unit Polygons `=. Warning: Soil Map may not be valid at this scale. TM+ Wet Spot ,,t.=AT Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause Other Soil Map Unit Points misunderstanding of the detail of mapping and accuracy of soil El :s Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed iz Blowout Water Features scale. Streams and Canals El Borrow Pit Transportation Please rely on the bar scale on each map sheet for map Clay Spot Rails measurements. 0. Closed Depression Interstate Highways Source of Map: Natural Resources Conservation Service - Gravel Pit ._ US Routes Web Soil Survey URL: Gravelly Spot Coordinate System: Web Mercator(EPSG:3857) Major Roads ^ , Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator e,� Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area, such as the Marsh or swamp M Aerial Photography Albers equal-area conic projection, should be used if more .:"r Mine or Quarry accurate calculations of distance or area are required. Miscellaneous Water This product is generated from the USDA-NRCS certified data as Perennial Water of the version date(s) listed below. • v Rock Outcrop Soil Survey Area: Skagit County Area,Washington _I_ Saline Spot Survey Area Data: Version 13, Sep 8,2016 6 6 Sandy Spot Soil map units are labeled (as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s) aerial images were photographed: Jul 9, 2010—Aug 28, d, Slide or Slip 2011 0 Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result, some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Skagit County Area,Washington(WA657) Map Unit Symbol Map Unit Name Acres in AOI Percent of A01 31 Clallam-Urban land complex,0 22.7 100,0% to 8 percent slopes Totals for Area of Interest 22.7 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps,can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas.A map unit is identified and named according to the taxonomic classification of the dominant soils.Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however,the soils are natural phenomena, and they have the characteristic variability of all natural phenomena.Thus,the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components.They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting, or dissimilar, components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each.A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data.The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements.The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, 11 Custom Soil Resource Report onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use.On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series.The name of a soil phase commonly indicates a feature that affects use or management. For example,Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes,associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas.Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar.Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform.An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them.Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Skagit County Area, Washington 31—Clallam-Urban land complex, 0 to 8 percent slopes Map Unit Setting National map unit symbol: 2hvf Elevation: 30 to 150 feet Mean annual precipitation: 23 inches Mean annual air temperature: 48 degrees F Frost-free period: 160 to 200 days Farmland classification: Not prime farmland Map Unit Composition Clallam and similar soils: 45 percent Urban land: 40 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Clallam Setting Landform: Hillslopes Parent material: Glacial drift Typical profile H1 -0 to 11 inches: gravelly ashy loam H2- 11 to 27 inches: very gravelly loam H2-27 to 60 inches: very gravelly sandy loam Properties and qualities Slope: 0 to 8 percent Depth to restrictive feature: More than 80 inches;20 to 40 inches to densic material Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low(about 2.6 inches) Interpretive groups Land capability classification(irrigated): 3w Land capability classification(nonirrigated): 4s Hydrologic Soil Group: C Other vegetative classification: Limited Depth Soils (G002XN302WA) Hydric soil rating: No Description of Urban Land Interpretive groups Land capability classification(irrigated): None specified Land capability classification(nonirrigated): 8 Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Bow Percent of map unit: 5 percent Landform: Terraces Hydric soil rating: Yes 14 AA, received oK STRUCTURAL CALCULATIONS AT ONS FOR Stolsig Residence 1113 4th Street Anacortes, WA 98221 2015 IBC 12/18/2016 16-081 PREPARED BY: James T. Schemmer, P.E. sr .istinSC = SCHEMMER CONSULTING GROUP PLLC '` 5 L3 y ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING J s11. ,,,& RESIDENTIAL HOME DESIGN , �rf E;c ‘ . ' I2 it( ?t(°' SCHEMMER CONSULTING OFAD UP PLLC • 301 3O"' STREET, SUITE C,ANACORTES,WA. 95221 • (360)293 - 9006 Schemmer Consulting Group PLLC Project Title: Martin &Jones Residence I 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-101 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed: 4 JAN 2017, 3:12PM Wall Footing File=c.1UsersladmIn1D000ME-11ENERCA--1116-081-1.EC6 g ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10,31 Lic.# : KW-06009216 Licensee SCHEMMER CONSULTING GROUP PLLC Description : --None-- Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc: Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.750 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (R Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 2.0 ft Min Steel%Bending Reinf. = Allow. Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 1.750 ksf Dimensions Reinforcing Footing Width = 1.50 ft Footing Thickness = 8.0 in Bars along X-XAxis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in 8" L� -, X • 9" #4 bars @12inoc; 1 6" th(-" XAX-Sectiontookn,g to Z Applied Loads D Lr L S W E H P :Column Load = 0.7970 0.3250 0.440 0.3250 k OB : Overburden = ksf V-x = 0.250 k M-zz = k-ft Vx applied = 1.330 in above top of footing Schemmer Consulting Group PLLC Project Title: Martin&Jones Residence 3014 Commercial Ave.,Suite C En9ineer: James T.Schemmer,P.E. Project ID: 16-101 Anacortes,WA 98221 Project Descr: 360,293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:4 JAN2017,3:12PM File=c:\Usersladmin\DOCUME-1\ENERCA-1116-081-1.EC6 Wall Footing ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: --None-- DESIGN SUMMARY J ltvhi cc l I_ Factor of Safety Item Applied Capacity Governing Load Combination PASS 3.635 Overturning-Z-Z 0.1944 k-ft 0.7065 k-ft +D+H PASS 2.242 Sliding-X-X 0.250 k 0.5604 k +D+H PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.8697 Soil Bearing 1.522 ksf 1.750 ksf +D+0.750L+0.750S+H PASS 0.04029 Z Flexure(+X) 0.1742 k-ft 4.324 k-ft +1.20D+0.50Lr+1.60L+ PASS 0,003718 Z Flexure(-X) 0.01607 k-ft 4.324 k-ft +0.90D+0.90H PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi nla PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc -X +X Ratio ,+D+H 1.750 ksf 2.476 In 0.1166 ksf 1.139 ksf 0.651 ,+D+L+H 1.750 ksf 1.688 In 0.4099 ksf 1.433 ksf 0.819 ,+D+Lr+H 1.750 ksf 1.841 in 0.3332 ksf 1.356 ksf 0.775 ,+D+S+H 1.750 ksf 1.841 in 0.3332 ksf 1.356 ksf 0.775 ,+D+0.750Lr+0.750L+H 1.750 ksf 1.539 in 0.4991 ksf 1.522 ksf 0.870 ,+D+0.750L+0.750S+H 1.750 ksf 1.539 in 0,4991 ksf 1,522 ksf 0.870 ,+0.60D+0.60H 1.750 ksf 2.476 in 0.06995 ksf 0.6837 ksf 0.391 Overturning Stability Units:k-ft Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status ,+D+H 0.1944 k-ft 0.7065 k-ft 3.635 OK ,+D+L+H 0.1944 k-ft 1.037 k-ft 5.332 OK ,+D+Lr+H 0.1944 k-ft 0.9503 k-ft 4.889 OK ,+D+S+H 0.1944 k-ft 0.9503 k-ft 4.889 OK ,+D+0.750Lr+0.750L+H 0.1944 k-ft 1.137 k-ft 5.849 OK ,+D+0.750L+0.750S+H 0.1944 k-ft 1,137 k-ft 5.849 OK ,+0.600+0.60H 0.1166 k-ft 0.4239 k-ft 3.635 OK Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status ,+D+H 0.250 k 0.5604 k 2,242 OK ,+D+L+H 0.250 k 0.6924 k 2.770 OK ,+D+Lr+H 0.250 k 0.6579 k 2.632 OK ,+D+S+H 0.250 k 0.6579 k 2.632 OK ,+D+0.750Lr+0.750L+H 0.250 k 0.7325 k 2.930 0K ,+D+0.750L+0.750S+H 0.250 k 0.7325 k 2.930 OK ,+0.60D+0.60H 0,150 k 0.4473 k 2.982 OK Footing Flexure _ Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi*Mn k-ft Side? or Top? in"2 in"2 in"2 k-ft Status ,+1.40D+1.60H 0.01767 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.40D+1.60H 0.135 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+0.50Lr+1.60L+1.60H 0.05691 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+0.50Lr+1.60L+1.60H 0.1742 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+1.60L+0.50S+1,60H 0.05691 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+1.60L+0.50S+1,60H 0,1742 +X Bottom 0.1728 Min Temp% 0,2 4,324 OK ,+1.20D+1.60Lr+0.50L+1.60H 0.04959 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+1.60Lr+0.50L+1.60H 0,1669 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+1.60Lr+1.60H 0.03686 -X Bottom 0.1728 Min Temp% 0.2 4,324 0K ,+1.20D+1.60Lr+1.60H 0.1541 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1,20D+0.50L+1.60S+1.60H 0.04959 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+1.20D+0.50L+1.60S+1.60H 0.1669 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK Schemmer Consulting Group PLLC Project Title: Martin & Jones Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 16-101 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed: 4JAN2017, 3:12PM Wall Footing File=c;Usersladmin\DOCUME-11ENERCA'-1116-081'-1.EC6 ENERCALC,INC.1983-2016,Build:6.16.10.31,Ver:6.16.10.31 Luc # : KW-OF.Q 6 Li `ff e FOREMMERMONSULTING GROUP PLLC Description : --None-- Footing Flexure Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gran.As Actual As Phi*Mn k-ft Side? or Top ? in"2 in^2 in^2 k-ft Status , +1.20D+1.60S+1.60H 0.03686 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +1.20D+1.60S+1.60H 0.1541 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +1.20D+0.50Lr+0.50L+1.60H 0,02891 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +1.20D+0.50Lr+0.50L+1.60H 0.1462 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +1,20D+0.50L+0.50S+1.60H 0.02891 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +1,20D+0.50L+0.50S+1,60H 0.1462 +X Bottom 0,1728 Min Temp% 0.2 4.324 OK , +1,20D+0.50L+0.70S+1.60H 0.03267 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +1.20D+0.50L+0.70S+1.60H 0.1499 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK , +0.90D+0.90H 0.01607 -X Bottom 0.1728 Min Temp% 0.2 4.324 OK ,+0.90D+0.90H 0.08205 +X Bottom 0.1728 Min Temp% 0.2 4.324 OK One Way Shear Units :k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60L+0.50S+1.60H ()psi 0 psi 0 psi 82.158 psi 0 OK +1,20D+1.60Lr+0,50L+1,60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+1,60S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1,60S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+0.50L+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.50S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1,20D+0.50L+0.70S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+0.90H 0 psi 0 psi 0 psi 82.158 psi 0 OK USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for CS States Department of Agriculture and other Skagit County Federal agencies, State Natural agencies including the Area, Washington Resources Agricultural Experiment Conservation Stations, and local Service participants 1113 4TH STREET gr i p f '-'/-rk)(1 ' 1-- -----taP-1-',e' '.1 1 1-,f4-.."3--;-- • ',„ _..'11,c. ! l!' !',. -!"-t=='-li:i. - 4.-[I _91 --1 y1 .' 1^� lgSS I '..L.r�. n " rA _� } - �L.~ ".'—It -F.,. . .yT„�l Vt• I 1- �&qA•'A ,, r ,�, I , 4 ,7 I' y , py f t 1 ' )446 "P 1 ''' li•-• ;f;iitri'_ . :10;11e.4"41.0.' — .' —. - :t;.'i ''•‘.11 r r ____,,.. i '''r,' '.--F.-L- - • ..."il-..... .. r i , _ , - .• ' 1;.,,icits.1._" S:,,81,VIA'5,FY ' , I, : .6" , . . jl 1 ��'' I I. 'I11_ :, 1 l it 'l:` ,f ` p 1 y , i Litt,: 1 1 a`lly 'Tr'+� .I. 1 4x ,,rr�' I ` :� " Y" t 0. 1 �1 i 0 �Y 54 L .4. b y 1 y 1 r t = _ 4 * '—,`: ate'k4-� } ` III „ r C3• �4 ' . ill' ; .�1. ` ! ,.N I� _ le: 1i� —ff t lk y, . 71', ' ri.� 'y� i - -�“ jvrY tea. "t 1y +.lry R 1.. _ .�'k :k C 2: t S {i.Mks 1 11�*�. I' -, rm. miii It r• . �� ,i{I "R'+ .� { a. 1 r 111 �_ Aa_ 11 " I;I,e -1, I - i tip:. ,I 1'.,V _ ,'� '' _ , 4 1, - �6y} .�y.M,i,. 11, - -,.ta._- ems --[7r- .,. t-..6' - I, 1 0 ii-i.1.1—ill1iiii IIIM= 00 ft ,-11 , m i I i January 4,2017 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit,and cartographic symbols displayed on the map.Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 Custom Soil Resource Report Soil Mapnr E0 M o, N .-1 528210 528260 528310 528360 528410 528460 528510 528560 528610 5281930' J -7�--• -' t 1 �' 48 31 9 N 48 3r 9"N - i c 41:r •- .1 `p`- r4 r,, • 1 71.— oo ! �t�.� y_ i at i9 r r, r. f �l. '�. ` It • ,i-. r O r.�: a.{ ? �' 'illj ar 1. , r �• � Y � �s_1 �,: 5 0 1 3ti� _r- � ') Y—+.11 - '..,..V-:ti, ''K` .F.1.!:...7.i. 4 '>L Ate' ,:,,..:IL4 L ' �� _mom' -'— " '� ,a �' M �• Kam. I l r.rn " ts .�, - .. �, I' T r. r► fryr + .�! •'•� i lk �!p• 4 A I rg' L 9R'�'7r sl.:l1 • ✓ �rjl 41:. .,Ck r.! . — •- . .. 1 a ld �' �nK e c - ' Jur,- tdfr • . .. Y_ II 01r d* Nx.�ei ' . { y � 7 s � ' - a .. � fi.E . }_ v4, , P � 1 ' . 1. f1mo • ii 1--•, " d . • •,. ` ;III"' •• lb,. 1* * r1( t . 7 : J 4 .. d . ` - , ri �Y �. uo 1 $1 ✓ JII-q ` � 1•1J I •• 4 ‘ r `a • Y 1,111' 1 y � �y _::ice ' , , � s F - - a ry, . - — _ — , - -S. -0' Ir,,,, 1. r ^1 y t T.r., .• _ -- - �•1,: 'r pp. . C 1 ...477 I •F- r. ii..(•• •.„,• ,�i j i ` y e �;..1 iinI fret �' .......: 1 r.... : I,.11 "s ::_ 1 � .. '� 1 i 1. .___ " .' �1E,.'. •• ..- •' '� . _ ,I } -v- ,,,�1 . . 4 •` i I�;M rii..,,,,"1",„__ __ r -...-el • l 33 g. LSI kfi•,-r y • '..-fit+,r(• .Z `14;•'P , `_'iggvd .♦ .,.. •.i.r. `G '1, .1� f.' �i�. 7. ' t -.%err is _ 1 - \ _ :%' L- ') ,. /v ^� " 3 - - I r - `t•-r 1 - •JL'.. �— , rm. ''7 rJ1Pli !�_ r r54. Mel e • r ti- x•L..ti Gi i � m! t ..�.—,..„s.' 1 '.•.+.fir.- ill 1)- . is tI > .... v r• lay ""' ;a •. �'y. .> • •r:r. _ '� t1 }• ( ' - •V r I ''7 I -- 4 �g t- ^3 9.`; 0 ^.. J •- • u ,Lf, i �F� '��'� .S ria C � i.l: .'1 t; `;rh,, �•��., !e.. B ly- i.��y •• -0,i2, 1,7 ate li;l t��t'�. t...- •,0 II6' I`. � � r �,• l Lt !' :11 _ rl 1I .S _ ,e.- ` _ �_.i. .r ice _.. y. - `• L) 4•• -;7 r :I `i I I 1` 1- 1. r—'_ter } I. Tlr, il� 1%Na:•1 _.'is ✓.-'�a,,tfr , t,. .• ,.-i, rtL..-r. • +'�J.4'_- 1:�., _ _ _ __ ''!.._ , 1. _ a ' ' = 8 i .:-ott..Mia,p t ra►ii t;be �q, ,,t , ...... _ �- 8 _r�.•�- �,• i. :L Fled"r , - ,a` .. _r f:! �• 1� 1.L' � - I^L LJ ,.��7. „l I �• - 48°30'59"N 528210 528260 528310 528350 528410 528460 528510 528560 528810 528660 7.1 fel v Map Scale: if printed on A landscape(11"x 8.5")sheet. zo Meters N 0 30 60 120 180 Feet 0 100 200 400 600 Map projection:Web Mercator Corner000rdinates:WGS84 Edge tics:UTM Zone 10N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) W Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOl) 1:24,000. Stony Spot Soils f1'6 Very Stony Spot Soil Map Unit Polygons Warning: Soil Map may not be valid at this scale. r.:1 Wet Spot 0.11,0 Soil Map Unit Lines ' Enlargement of maps beyond the scale of mapping can cause Other 0 Soil Map Unit Points '_,. misunderstanding of the detail of mapping and accuracy of soil :-e Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed Blowout Water Features scale. w_ Streams and Canals Borrow Pit Transportation Please rely on the bar scale on each map sheet for map — Clay Spot Rails measurements. tij, Closed Depression = - Interstate Highways Source of Map: Natural Resources Conservation Service Gravel Pit - US Routes Web Soil Survey URL: Gravelly Spot Coordinate System: Web Mercator(EPSG:3857) Major Roads Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator Lava Flow projection,which preserves direction and shape but distorts Background distance and area.A projection that preserves area, such as the Marsh or swamp Aerial Photography Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. :,'7a Mine or Quarry - Miscellaneous Water This product is generated from the USDA-NRCS certified data as r" Perennial Water of the version date(s) listed below. ;; Rock Outcrop Soil Survey Area: Skagit County Area,Washington J Saline Spot Survey Area Data: Version 13, Sep 8,2016 _ ▪5 Sandy Spotz. Soil map units are labeled (as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Jul 9, 2010—Aug 28, ;;, Slide or Slip 2011 oQ Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result, some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Skagit County Area,Washington(WA657) Map Unit Symbol Map Unit Name Acres in A01 Percent of AOI 31 Clallam-Urban land complex,0 22.7 100.0% to 8 percent slopes Totals for Area of Interest 22.7 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area.The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas.A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however,the soils are natural phenomena, and they have the characteristic variability of all natural phenomena.Thus,the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently,every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management.These are called noncontrasting, or similar, components.They may or may not be mentioned in a particular map unit description. Other minor components,however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting, or dissimilar, components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data.The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into Iandforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, 11 Custom Soil Resource Report onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition,thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series.The name of a soil phase commonly indicates a feature that affects use or management. For example,Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes,associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas.Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately.The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar.Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform.An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them.Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Skagit County Area, Washington 31—Clallam-Urban land complex, 0 to 8 percent slopes Map Unit Setting National map unit symbol: 2hvf Elevation: 30 to 150 feet Mean annual precipitation: 23 inches Mean annual air temperature: 48 degrees F Frost-free period: 160 to 200 days Farmland classification: Not prime farmland Map Unit Composition Clallam and similar soils: 45 percent Urban land: 40 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Clallam Setting Landform: Hillslopes Parent material: Glacial drift Typical profile H1 -0 to 11 inches: gravelly ashy loam H2- 11 to 27 inches: very gravelly loam H2-27 to 60 inches: very gravelly sandy loam Properties and qualities Slope: 0 to 8 percent Depth to restrictive feature: More than 80 inches; 20 to 40 inches to densic material Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately low(0.00 to 0.06 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low(about 2.6 inches) Interpretive groups Land capability classification(irrigated): 3w Land capability classification(nonirrigated): 4s Hydrologic Soil Group: C Other vegetative classification: Limited Depth Soils(G002XN302WA) Hydric soil rating: No Description of Urban Land Interpretive groups Land capability classification(irrigated): None specified Land capability classification(nonirrigated): 8 Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Bow Percent of map unit: 5 percent Landform: Terraces Hydric soil rating: Yes 14 reEOVil El JAN 2 4 2011 1 CITY OF ANACORTES STRUCTURAL CALCULATIONS FOR Stolsig Residence Holdowns 1113 4th Street Anacortes, WA 98221 2015 IBC 01/20/2017 16-081 PREPARED BY: James T.Schemmer,P.E. SCHEMMER CONSULTING GAWP PLLC C M.17 ' ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING �•� � IF`i (� RESIDENTIAL HOME DESIGNj �� 1 . r a�y� v1 40.) , 1TER�p v 810NAL0 61-20-?4 SCHEMMER CONSULTING GNOLiI PLLC•301 SO'SIRE ,SUITE C,ANAConies,WA.9E1221 •MSC1 293-9006 , '""l t13Z Qi,1 QH 1_5 y -maj C.4 Al 171( Jc N i, II°K(> oz1Z=1 -Z Z •L I 86.1 z FL Z4- 61 1 Z Si = z/Sz ''J ozn�! z 5DZ LI 86 = 6L£Z+ 611z s1 =Zia 13 ;¢ 09=1 /9L a/ 'ZI9L-92014 cDpSS Z2� z/i, 'Q ?k 8z55 J 9 /hL L ' Ss- dze9g4 2092 11 -2r 7D A s2,8=1 G L 0// 5 9Ss5=Sao-I-S09z 11 -z/a 141 3(k 969° L LSa/ L 'ZI9L =9ZO-y--'AS Z2 %yy ,V V •Z6kb / .172'/ LI • 61 to .I =2/Sa >13 ' Z66=i 1 1' / LI 61 rz v z/cS n 3 .I b862=1 Z Z/5- L • `�oqZ .I)! =Z/z�%I};1 17 • ZZS 5 m012 71 %z� 'tiQ,Q 1> %oq=1 j 'ZiS Qs9 4 ")2S5, %, "Y 52Nt*IQ) Wf NSnn 1-929ce1 '>J\ 1.122;06 :3rrr m • 143.L6 = (%4-)1i'ZI ., cvvZ cixt ri do //'z/ 81'oZx 9'0_-_-_ 4mOS, x9•0- 5"1)5., . 3S/ 1'o'= (-1n)5� q., 'd" :. 41())1-1dW oil ; gN10, QNecx, . .fro •sr1'a ,.o-9 ---i7 ,S 9 I = 4./2804, ` ze o" = z•1 x }4"s _."-A 88/1'0 =S-j IWO _ 16 Z�o Say S%� 0'1'3- S'9.>3 (1, vrlsz D)v1051-3s ')1 c91L'2Z = QD(Sgt) S + (188)Zi ; ig 00'1 ',1 L8z "(01 - Q/�8 ),( ) -a- Q e).9 1 191 C' 'fl'1 _ 5., �_r1 Cs 18Q-9/ • -9)s7QLS )I) SlO2 HOLD DOWNS Mark# Type O Simpson MSTC52-FLOOR TO FLOOR 02 Simpson MST48 between floors 03 Simpson HDU2-SDS2.5 W/SSTB20&(2)STUDS OR STHDIORJ O. Simpson HDU5-SDS2.5 W/SSTB24&(2)STUDS OR STHD14RJ 05 Simpson HDU8-SDS2.5 W/SSTB28&4x6 POST 06 Simpson HDU14-SDS2.5 W/SB1x30$6x6 POST 7O Simpson MSTC72 08 Simpson HDU11 -SDS2.5 W/SB1x30&6x6 POST 0. Simpson STHD14RJ 10 Simpson STHD14 11 Simpson EPB86 12 Simpson EPB66PHDG 1) Stronger hold downs can be used in lieu of these. 2) See Simpson Wood Construction Connectors book for proper installation. 3) 3x sill requires"SSTBL"hold downs where"SSTB"are labled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD WITH ALLTHREAD AND COUPLER. !i- __ _ Holdowns& Tension Ties SIMPSON • LSTHD/STHD Strap-Tie Holdown - Strong-Tie e m,_ Ali 411_ pn,_ II 4 y !11 4 I..octvztox,& °° ° #4 E 0 . 2 g ft 1_01,*-.4311 liou . ° ° b Fri,. ° 3 ° c 0 0 0 1111A . AI ( Ai 8 , •'.. Min.reba 4 &;,' .1 �ilN'~�'` ;,' ��' • ;s length is • „ �� ,;,, Min.rebar a� g i.,,,/ '" length is 2 x le ^Z� ••••yo .. . ,_ • 1/2"Min. min.or 24 length 1 ° end distance 1.,-2 X le (2)75repa)Grote, Min rebar • len9 /x Min.end distance Typical STHD14 Typical STHD14 Typical STHD14 Corner Installation Mid Wall Installation End Wall Installation • i Strap may be bent I one full cycle which includes bending f I I the strap straight ,I Strap style Strap style • and aiding for wall holdown holdown I Iacement.For brick I ledge, bend straight Slab Cold'oint to be vertical to ' f; thickness I � inside face of wall. 1 EU Brick I►.� Brick li t Ledge j Ledge 3„to 5" lMAID �,►_� • l °•• • 4 #4 Rebar le p .4 j a#4 rebar. le Effective 3 to 5" r, . #4 Rebar Maybe Embed. e STHD14-RJ STHD14 • foundation One#4 rebar. e I 4 bend straight rebar or May be L a L Install 4"from Concrete--► post-tension Concrete —• foundation • ,•• inside face of foundation tendon. foundation rebar or a .• concrete wall, by others by others post-tension tyP. tendon. . p PI1, .� Single Pour Rebar Installation Two Pour Installation 8 Min. 8 Min. *Maintain minimum rebar cover, per for Downturn Footings Brick Ledge Installation Brick Ledge Installation AC1-318 concrete code requirements. i with Step without Step Spall Reduction System ¢structural • for STHD Holdown sheathing FEATURES ® ' • Built-in tab. _ m° Shearwall • StrapMate®locator line. SM1 diaphragm —STHD • Additional diamond hole in RJ versions. -, U.S. Patent t,' f, 6,796,099 FramingInstall strap BENEFITS ' , nails anBuilt-in Tab: anchor bolts nails starting • Reduces spalling and costly retrofits. /41 as per code /from the bottom • No additional labor to install. ___ /�• Holds STHD away from form board. i SIII plate bolt StrapMate Locator Line: �l ®� -�� Required rebar and f) • Easy inspection to ensure proper location. • o ,o°° sill plate anchorage • Allows adjustment without removing STHD. , • °• not shown for �; • • . . clarity(typ•) Additional Diamond Hole: �� • ° il • One more fastener to help prevent the STHD RJ ' ao..' , models from bowing out at the rim joist section. • 0• ' STHD Over � ••'." ° ° Shearwall Diaphragm I, Halt/owns& Tension Ties SIMPSON LSTHD/STHD Strap-Tie Holdown ) Strong-Tie GtOti'"aFd This product is preferable to similar connectors because of . 3N kgao a)easier installation, b)higher loads, eJ lower Installed cost, i — 1 l w : or a combination of these features. �� '�� 1 � L The STHD is an embedded strap-tie holdown offering high load capacity it 11511111 oand a staggered nail to minimize splitting, The STHD incor orates man t li' patternhelpp Y features that aid correct installation and improve performance.When installed on Nails are countersunk for the forms with the StrapMate®strap holder the unique design of the STHD delivers atow-profits strap surface. l�'�' enhanced stability before and during the pour to help prevent both parallel and Lf?o perpendicular movement (relative to the form). This results in accurate positioning ; o I'. of the strap and reduced possibility of spalling. �� CO .!.. FEATURES 4', •The nailing pattern allows for nailing to the edges of double 2x's l •�' �a g • Strap nail slots are countersunk to provide a lower nail head profile a �! •The slots below the embedment line enable increased front-to-back " 4„ a rtio concrete bond and help to reduce spalling /"+ As • Rim joist models accommodate up to a 17" clear span without any Embedment loss of strap nailing Line �� MATERIAL: LSTHD8, LSTHD8RJ--14 gauge, ail others-12 gauge Concrete)T Vi--•;-zi fFINISH: Galvanized . le10� 47111:141 INSTALLATION: • Use all specified fasteners. See General Notes on page 45. , !!• __,' � cii max° ii Use table below for both standard concrete and post-tension slab installations. _ �: •.:,;, ;.• Install before concrete pour with a StrapMate, or other Bolding device. + '� �� l'..' + • Nail strap from the bottom up. install strap plumb. o , " , =``' LSTHD8 varies from 4 to 4/a •-•, �U, • Strap may be bent one full cycle (bent horizontal 90°then bent vertical)to STHD10,STHD14 varies • ' . •• :•• aid wall placement, but may cause spalling behind the strap. If the spell is from 43/4"to 5W e i ', '/2 Min.: 1"or less, measured from the embedment line to the bottom of the spell, ; ,-- ' from er full loads apply. 1"to 4" spalls for LSTHD8 achieve 0.9 times table loads. �:. v.� -......-- 1 i STHD STHD10 and STHD14 achieve full load for spalls less than 4".Any portion U.S. Patent Typical THD14RJ of the strap left exposed should be protected against corrosion. 5,813,182 Rim Joist Application • Other than where noted in the two-pour detail, do not install where: (a) a horizontal cold joint exists within the embedment depth between the slab For Two-Pour Installation for Downturn Footings and foundation wall or footing beneath, unless provisions are made to transfer the load, or the slab is designed to resist the load imposed by the anchor;or •For STHD10 installed through a 4"thick slab, use the equivalent (b) slabs are poured over concrete block foundation walls. 8" stemwall loads of the LSTHD8. •Additional studs attached to the shearwall studs or post may be required • For STHD14 installed through a 4"thick slab, use the equivalent by the Designer for wall sheathing nailing. 8" stemwall loads of the STHD10. • Wood shrinkage after strap installation across horizontal members may cause + • For STHD14 installed through a 6"thick slab, use the equivalent i' strap to buckle outward. 8" stemwall loads of the LSTHD8. CODES: See page 12 for Code Reference Key Chart. Tension Loads for STHD Installations WIND AND SDC A&8-ALLOWABLE TENSION LOADS FOR DF/SP/SPF/HF(160) a Min. Model No. Strap Length(L) i Wall Standard ' Rim Joist le Required Non-Cracked Cracked Code (in) Standard Rim Joist L (in.) (in.) (in.) Nails -Midwall Corner Endwall Midwall Corner Endwall Ref. LSTHD8 LSTHD8RJ 1854 321/4 8 _ 20-16d Sinkers 3115 2700 1690 2675 2320 1455 6 STHD10 STHD10RJ 24% 38% 10 24-16d Sinkers 3820 3820 2050 3140 3140 1705 z _ STHOl4 S'THD14RJ t�' 26'% 39% 14 1 30-16d Sinkers 5150 5150 3200 5150 5150 3200 125. 1. LSTHD8 LSTHD8RJ 18% 32% 8 20-16d Sinkers _ 3115 2700 2230 2675 2320 1915 F33 8 STHD10 STH010RJ 24% 38% 10 28-16d Sinkers _ 4755 4120 3145 4195 3500 2585 i _ STHD14 STHD14RJ 2614 39% 14 30-16d Sinkers 5345 5345 4210 5345 5345 4210 r SOC C-F-ALLOWABLE TENSION LOADS FOR DF/SP/SPF/NF(160) n Min. Model No. Strap Length(L) Stem - le Required Non-Cracked Cracked Code Wll Standard Rim Joist Standard Rim Joist (in.) Nails - - Ref. z (in) _ (in.) (in.) _ Midwall Corner Endwall _ Midwall ' Corner Endwall _ LSTHD8 LSTHD8RJ 18% 32% 8 16-16d Sinkers _ 2270 2090 1220 2250 1950 1220 1 6 STHDIO STHDIORJ 24% 38'/8 _ 10 18-16d Sinkers 2750 2750 1615 2640 2640 1435 _ 1 n STHD14 . ST1-1014RJ 26% 39% 14 22-16d Sinkers 3695 3695 2685 3695 3695 2685 125. , LSTHD8 LSTHD8RJ 18% , 321/4 8 16-16d Sinkers 2615 2125 1635 2250 1950 1610 F33 U 8 STHD10 STHD1ORJ 24% 38'% 10 _ 20-16d Sinkers _ 3400 2940 2295 3400 2940 2175 _ STHD14 STHD14RJ 26Y8 39% 14 24-16d Sinkers 3815 3815 3500 3815 3815 3500 1.Allowable loads are for wind or seismic loading.Nail quantities reflect an are as follows: installed on framing: LSTHD8=0.089", STHD10=0.117"and STHD14=0.118". increase for duration of load with no further increase allowed. Reduce Installed over 1/2"maximum structural sheathing:LSTHD8=0.114",STHD10=0.146"and _ where other loads govern. STHD14=0.164". � ` 2. Concrete shall have a minimum concrete strength,fie of 2500 psi. 6.Multiply Seismic and Wind ASD load values by 1.4 or 1 6 respectively to obtain LRED capacities. 3.10d common (3"long x 0.148") or 10dx2'/" (2'/2'long x 0.148") nails 7.Per 2009 and 2012 IBC Section 1613.1,detached one-and two-family dwellings in Seismic Design -.. • may be used as a direct replacement for the required nails shown in the Category(SDC)C may use"Wind and SOC R&6"allowable loads. k: . table with no load reduction when installed directly over framing or 8.Minimum center-to-center spacing is 3 times the required embedment(Smin=3xle)for STHD's over Y"max, structural sheathing. acting in tension simultaneously. Midwall install is based on 1.5x18 end distance. 4. Use the specified number of nails listed in table or as specified. In many 9.See T-SCLCOLUMN for installation on structural composite lumber posts or columns. cases,not all nail holes will be filled.Nail strap from the bottom up. 10.For brick ledge applications, use full loads shown for STHD14 installed in 8"stemwall. 5. Deflection at highest allowable loads for install over wood double studs 11.NAILS:16d sinker=0.148"dia.x 3%a"long.See page 22-23 for other nail sizes and information. 51 It Schemmer Consulting Group PLLC Project Title: Stolsig Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer,P.E. Project ID: 16-081 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:22 JAN 2017, 8:54PM ASCE Seismic Base Shear File=c:lUsersladminlDOCUME-11ENERCA-1116-081-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC House Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,Ill,and IV ASCE 7-10,Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&S1values ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping : Latitude = 48.495 deg North SS = 1.087 g,0.2 sec response Longitude = 122.620 deg West S 1 = 0.4308 g,1.0 sec response Location: Anacortes,WA 98221 Site Class, Site Coeff. and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.07 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from fable values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.158 ASCE 7-10 Eq. 11.4-1 S M1 =Fv*S1 = 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S MS213 = 0.772 ASCE 7-10 Eq. 11.4-3 S Df=S Mi 213 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" - 4.00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=65 Category"F"Limit: Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value - 0.020 "hn":Height from base to highest level = 16.0 ft "x"value - 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn A x) = 0.160 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec • Building Period"Ta"Calculated from Approximate Method selected = 0.160 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS.Short Period Design Spectral Response = 0.772 From Eq.12.8-2, Preliminary Cs = 0.119 "R":Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.433 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.034 Cs : Seismic Response Coefficient = = 0.1188 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1188 from 12.8.1.1 W(see Sum Wi below) = 42.00 k Seismic Base Shear V= Cs*W = 4.99 k Schemmer Consulting Group PLLC Project Title: Stolsig Residence 3014 Commercial Ave., Suite C Engineer: James T.Schemmer, P.E. Project ID: 16-081 Anacortes,WA 98221 Project Descr: 360,293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:22 JAN 2017, 8:54PM AS C E Seismic Base Shear File=c:1Usersladmin\DOCUME-11ENERCA-1116-081-1.EC6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.# : KW-06009216 Licensee :SCHEMMER CONSULTING GROUP PLLC Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (WI*Hi^k) Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 2 19.29 16.00 308.59 0.6294 3.14 3.14 0.00 1 22.72 8.00 181.73 0.3706 1.85 4.99 25.11 Sum Wi= 42.00 k Sum Wi*Hi = 490.32 k-ft Total Base Shear= 4.99 k Base Moment= 65.0 k-ft Diaphragm Forces : Seismic Design Category"B"to "F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 2 19.29 3.14 3.14 19.29 3.14 2.98 5.96 3.14 3.14 1 22.72 1.85 4.99 42.00 2.70 3.51 7.01 3.51 3.51 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force"of current level plus all levels above MN Req'd Force @ Level 0.20*S DSI *Wpx MAX Req'd Force @ Level 0.40*S DSI *Wpx Fpx:Design Force @ Level Wpx*SUM(x->n) Fi I SUM(x->n)wi, x=Current level, n=Top Level i I i Schemmer Consulting Group PLLC Project Title: Stolsig Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer,P.E. Project ID: 16-081 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:22 JAN 2017, 8.55PM IBC 2015 1609.6 Alternate All-Heights Wind File=c:lUsersladmin1DOCUME-11ENERCA-1116-081-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 L ic.#: KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: --None-- Analytical Values Calculations per IBC 2015 1609.6 User verified these IBC 2015 All-Heights Wind Method Limitations: Analytical Values. . . 1609.6,1 (1): Total Height<=75 ft with(Height I Least Width)<=4 Exposure Category,ASCE 7-10 Sect 26.7.3 Exposure B -or- Fundamental frequency>= 1 hertz Mean Roof Height 18.0 ft 1609.6.1 (2) : Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26.8.2 1609.6.1 (3) : Site not affected by channeling/buffeting from upwind items K1 = 0.250 K2 = 1.0 K3 = 1.0 1609.6.1 (4): Simple diaphragm building per ASCE 7-05 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26,8.2 Yes 1609.6.1 (5): Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1*K2*K3)"2 = 1.000 roofs,stepped roofs,sawtooth roofs,domed roofs,roofs with V: Basic Wind Speed 110.0 mph slopes>45 deg,solid free standing walls&signs. per ASCE 7-10 26.5.1 1609.6.4.1 : Aware of need to check torsion per ASCE 7 Fig.27.4-8 MWFRS Table per IBC 2015 1609.6.2, Section 1 Design Pressure P = 0.00256 VA2 Kz net Kzt WINDWARD WALLS & PARAPETS WALLS PARAPETS pa Kz based on ibc 2015 1609.6.4.2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal -Internal Enclosed Partially Enclosed 0- 15 ' 0.570 7.60 12.90 1.94 18.55 22.62 22.62 20' 0.620 8.26 14.03 2.11 20.18 24.60 24.60 25 ' 0.660 8.80 14.94 2.25 21.48 26.19 26.19 30 ' 0.700 9.33 15.84 2.39 22.79 27.78 27.78 40 ' 0.760 10.13 17.20 2.59 24.74 30.16 30.16 50 ' 0.810 10.80 18.33 2.76 26.37 32.14 32.14 60 ' 0.850 11.33 19.24 2.90 27.67 33.73 33.73 70 ' 0.890 11.86 20.14 3.03 28.97 35.32 35.32 80 ' 0.930 12.40 21.05 3.17 30.27 36.90 36.90 90 ' 0.960 12.80 21.72 3.27 31.25 38.09 38.09 100' 0.990 13.20 22.40 3.38 32.22 39.28 39.28 Enclosed Partially Enclosed LEEWARD &SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 2015 1609,6.4.2 Item 2 0.600 Leeward Wall -9.49 -3.91 -15.44 2.05 Side Wall -12.28 -6.51 -18.04 0.74 Parapet Wall: Leeward Both Directions -15.81 Both Directions -15.81 Schemmer Consulting Group PLLC Project Title: Stolsig Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-081 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:22 JAN 2017,8:55PM IBC 2015 1609.6 Alternate All-Heights Wind File=c:lUsersladminlDOCUME--IIENERCA-1116-081-1.EC6 g ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver.6.17.1.16 Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : --None-- - MWFRS per IBC 2015 Table 1609.6.2 Section 1 Kz per IBC 2015 1609.6.4.2 Item 2 = 0.600 Design Pressure P = 0.00256 V"2 K C K et zt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -12.28 -6.51 -18.04 -0.74 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -20.27 -14.69 -26.23 -8.74 Condition 2 -5.21 0.37 -11.16 6.32 Slope<4:12 (18 deg) Condition 1 -13.58 -7.81 -19.34 -2.05 Condition 2 -0.93 4.65 -6.88 10.60 Slope<5:12 (23 deg) Condition 1 -10.79 -5.21 -16.74 0.74 Condition 2 0.56 6,32 -5.39 12.09 Slope<6:12 (27 deg) Condition 1 -8.74 -2.98 -14.51 2.79 Condition 2 1.12 6.88 -4.65 12.65 Slope<7:12 (30 deg) Condition 1 -6.88 - -1.12 -12.65 -4.84 Condition 2 1.30 6.88 -4.65 12,83 Slope<9:12 (37 deg) Condition 1 -5.02 0.74 -10.79 6.51 Condition 2 2.60 8.18 -3.35 14.14 Slope< 12:12 (45 deg) 2.60 8.18 -3.35 14.14 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -20.27 -14.69 -26.23 -8.74 Roof& Overhang Components & Cladding per IBC 2015 Table 1609.6.2, Section 2 &3 Design Pressure P = 0.00256 V02 K net Kzt Description Continuity item Type Eff.Area Kz Enclosed Partially ft 2 Enclosed No Discontinuity Gable, Slope<6:12 10.00 0.600 + : 0.00 0.00 ▪ 0.00 0.00 Wall & Parapet Components &Cladding per IBC 2015 Table 1609.6.2, Section 4& 5 Design Pressure P = 0.00256 VA2 K Cz net Kzt Description Continuity Item Type Z, Ht.Above Ground ftound Eff,Area Kz Enclosed Partially Enclosed No Discontinuity Wall Elements, h<=60 ft 25 10.00 0.66 + : 20.46 27.01 ▪ -22.30 -28.64 I •1 7' / —4'-OZ' / 0'-211 q._0311 'f-3'-8"�= =811 Is 9 OR 4°> `� )? 64° 0 6xa P•I AT •.• I F24 1 -114 < /� CRIBBING #2 '' e t \ � qI y5_ COYP091ON SNR E ROOFnG L .�� ,gN 50 R 101 FIYw �f� `��' gggii O.'[R xi FELT loam kcv.... I • 1 07q 7/16 IRA RA1C0 0$9 ROOF ', 0 SEE FLANS AO i 3= "DOC'�O4(CI) "12 / i CRIBBING #1 I : I t ,� LIN q� "_ a. t19,AATXxi OAR S NM 1 S if wool AR SOA'S fit 1 , V- �_ ,• O - m CgS9 / I I 71 0 73p SF 36g 7.1 WHO 1 • ,, aocxnc 111 I _ I I 71PYJ4, eir 7 R-41 Will nAAATOHSIr Lam.. . _ .J © IsA I I CartnVWS MORON LVITD+S — J�I��I�S� Jl Jt JI O lip 5 1 g 5/4 r 6 PALM SPATTEC SHPaUN HI / WA-SS 1PPLIE ME VWS FASCrr BOORS C ' WOE EACH RAPIER FASTENER w/ 1/2• ID eta AT MOM WO • ' ' I I \ O U `(2) 7.6 10P rUtEs TACA. UP SPIKES 4a'. 'iiI o I = 6 rat PST / aout •�I y I(cow NAIL wows us) ,�,. SEE MUM FLANS TOR IOW SUS ANO FASCU EOM - LOCAIONS. 4.T0 EF WEAL UJLa I ' • • • , • 5'-3 1/ " MAX ---r 19 �/ 201-8" / 171(sF_CRED xOW r-JOLSis. , ' I ' IEMAEVSITE, SPACNCS, M FRARLO O W'OW. RlB T 9ULL lAu J FL OD 1101 IHSMIME EMA w ROOK LIME MIMEO O+EA ./•' I 13(8" 7.6 SI OS o is• o.C. IRafom SPA M (SEE PUNS) - 12'-1 1 H 10'-12' / 5/4" • INn sans i rws mom —�I( —AT EXICROR %SUS. 2 I 3,1 iiik LEE MI WILL O ORM C CRi TOME MOM TOLS 7.4 0 IC O.C. UJ40. I ••• -_.__-- ; O44-271101W ODIRAISE ( 1 4SONG AS PEA DLVAIIa'IS INPKIL $• 4M9 11PKAL RNEII trt[AOR WSU.S •, . O. (UJtA. P= UUNe1W) _ y _ - . _. __ L-J •- v1nt% HOUSE 1dIM (a IT WU S FOWL) —R-xi BAIT FOULSMD ITP L MA 11CD OSa WAL WEAflSYC f 11}XJE wU55 HQTW oIHERM1t (VERK ifFCJ1 N CMERgFI Nµys I • IU• �j .m1H ENORE(an:) 74 BO110Y RATE CCUED MD 1w it0 0 CIO J3S1 I ICRIBBING #5 b� — — ante I CRIBBING #3 L I � IA ° (2) Vs MP PLATES MCA. LM• I ►;� j I • • I - I • h „'jnes 46•. I 7' HO Gn8 Al MRCS U'D tea— J 1 1,3 •••. , , SEC fIWiNO PW S FOR ICADU1 �` I ---, _IL - • \ ' a F� 9S6 MD LOCATORS. /.f0 OF L 4 g ITt . 7RICAL U.H.O. r. . I .µ,i I ± . IL en 22 to 2 ; PANTED 1-FUSHNO 01ER 5/4 s CHEW MR AT S. I CRIBBING #4 I 2 to ^a el ovum (VOW mTH nlvATXANs) 111 I I �} t1 I E WHOOW YUNF. 10 St OETEMa+W III I' ENOREUEp 1A000 1-POSTS. SEE RC.N nwaso RANG) TO (BM PER OIPARS D7010E 15APY SRC, SPJErIGS, Am urart. ©I p) ! ,4 R-55 EBBNSUUPOH OPKN. RI 4 12O UPPED SLL MU eova7 - °PIMA �-• RWR MERE PEWRW OM 121 L _ A I 116 PI STUDS 0 ICO.C. AT LAMA WAILS, UtOEAIEO SPACES (SEE PUNS) I — I I 11 z 1'.4' 1M7r WARPS 1TRCJL MOM ALL tW1 Loa �' OKJO:GS EXCEPT moo "OP9 OTIOACE L (MMOR WAJTS 7s4 O lcO.C. CAA.) ,AS P I . • + Y,' CAB TWO/ now nTtRYA7 N1U5 I I (11 1 V�7" OCtIG R ELEVATORS bliC . CuRe. w 11'61MSIE0) tnv( IDUSE OOP (a MPROJW WAN.) over R-21 BATT INMAI)N NI MA RAID) OSS WILL storm Ili'YJL MN. H EXIEM?T MILS T;' TIC EDCCORD SUB-ROOA • �, MT.CSS NOIW OIHERMSE (I`SK NRH I CUM PO Ma 10 rMH JOS1I rel-ENW0A6NC) r i 1 7.6 D011014 PIDIE , , I; _+ ,-CI 7 Lip... • o TCP OF CONCTC/BOPW OF sLL RATtItLHO • r • - , SI,e t RASH-GRADE ACAt11T routcovJN 1/2.00- YNWY ANCHOR sass • rig AWE -1.-;: T i Y� ' • • •t'-311 I 0 • • D.C. Y.00Yw T1 N MOM OM ‹..,\ �j\��r��// \� r�r • . . , Tao SCAM R xCXiln. MERE fir\\/�! !��r\\/�fry' \!.(' 1/\\/ ,.. 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FOUNDATION PLAN NOTES _ -� •, IC R(07.105. y'Ii' `• /�r\' `‘. \ f r //\i '/fir• n18" - . • < OM u• oR LESS eCIVIS Vint s mow 4, ,co Tart•lla OWL "4 %I.�y\��'\f �l\ ..1:?:..::::: •`fi ; 8 thick concrete wall with # 4 bar @ O.C. vertical • , , 4 4 , . , , Il FI 0 1 PMTLS C. BE COMIECIW TO Re w. DAttX 1T 10 GAME' \/�, �S}• FOR 51DARHL FDURFA SUMMIT FROM FROM s AT NO 14R0".LS 51EYWA.L REu1CRCpW" and # 4 bar @ 18 O.C. horizontal unless noted otherwise.( U.N.O.) a �— 48 X 8 CONC. STEM WALL (fit rpMWT10N M00UJ1 ROM BELTS, PROIiK CI) 1171RCAl R•$.R iR0.1 FWINCS AT NO YORE 11R1 6 trtENIWiW 8r WAL n I n e < n •'� ` Willi ITT COMMW Ewa) To n1m rMkc 5• . 6• sovide 1/2 x 10' anchor bolls @ 48 O.C., CO 1HW 46' D.C.OWITH A STJNOARO WIC Y aEAA Of MOM {OOORs, 'MODAL .. < . •v . `• S M MR( 01.10D xAu WN0.5 PER ' ' and no more than 12" from ends of plates U.N.O. FIGURE AW1.10.5. •• b;'0 PCRF, r0ort6C DRItF x711i BOlIOY-Of-FOO/tNO AND WINO W MO THE 51OFAA1 ACCESS PROS. etc.) YVST gin 4 , i 11 MOM! OF ORMDI ROCK 7I1I I 16' he LESSER OF 1• CLEM OF PE t0P OF Ile WAJ. MD worn 1 YER1L•1 MMACRAIOa AlJ, ANCHOR Bars ALONG BRACCO OAriFTR TO GRIDC. T1PGL us1FSS x01W 14• CRO S'ttWU. CF 1TG, SAYE 92E PIILW TOM See TYPICAL WALL SECTION for details. , , <� #4 REBAR , DRILL AND WALL UM REWIRE 1/4•q•=.5• °Tipsm Rr FOUIDAiDN • RQfORCCYCM CRAGS 6A MAMN. I2 W EACr1 SOX OF TIE WAIL • • • < • r , a II , 51C0. PULE 1,.T.VTE16 UM. LNlmo SEE TARE R4M.1,1(51. EPDXY MIN. 18 DEEP (TYP) (Ti a-+ °v' 1N9/0" ° "E`�n0 18" wide by 8" thick concrete footing with (2) #4 bar cont, horizontal S N Q DICnETJitK. PROMO' SITED CUT EATEN SEA8NA1 xQTCJ1 RF7.VQRCWDU 6 IEOIIRW N ® r ARCIK 4 AO it MOLL FDA rWPNCS 10 RESr ON 11£ 54LNµ15� E AD iH[rows REGAL OF WI' if10Y A nOR BOOS It MOLL tins NOT y sa crows s R x ENE MOW 1sn1KAL alTun WWI' W/ (1) #5 BAR @ 12" O.C. m1n. Pour over undisturbed earth. • I� N COlTJaalG a410E0 WALL PANELS maws mix VOU64"OH Pus. FOLEWM NO M INO e 4 • \y }A 5. OR n BRACED WALL UM CACTIEERN.1). • ® 12" wide by 8" thick concrete footing with (2) #4 bar cont. horizontal 4 0 e , ' a • (n co TYPICAL WALL SECTION Pour over compacted earth. • ci 18" x8" FOOTINGW/ t i 3 Screened foundation vents. Provide 1 sq. ft. of net free area 4 • , 4, r ' i J - (2) #4 REBAR DRILL AND U O 1 SCALE 5/16 - , -o for each t5osq, tt of under floor area. • • - • • • EPDXY MIN. 18" DEEP tv M U ROTES Al nPICJL WAA. SFc1ON(S) TM TWKAL FOR AL • ( 799/ 150 = 5.33 Sq. Ft.) •• •.. .• r ' ., . •. CO (SIDS$-SEC1Y%IS AD DOYJSS EXCEPT IMRE ROIW OTHDnTSE, • I ` • , .5 >1 t C ® 4x10PTDF beam w/ 4x4PTpost's@5' O.C. max. i OL 0 r Connect to conc. footing w/ Simpson AB442, COLD JOINT DETAIL E- r Q i • Connect beam to post's w/ 1 x 4 x 20" cleats. AT CRIBBING AREAS 05 Provide a min. 18" tall x 30" wide crawl space access. 3/2 1 = 1 I-On JOB NO. © Min. 18"W x 18"W x 10" Deep Post Pad NEW �, W/ 4 # 4 bar each way. V V SHEET , 07 Step foundation walls per elevation change as required. 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CONSTRUCTION VEHICLE ACCESS SHALL BE LIMITED TO ONE ROUTE, Project InfC. : This Project cotisists of a renova[ion of the Foundation Oi;ccm�Is UNLESS APPROVED BY THE OFFICIALOf the existing structure � W w m.A GRAVEL CONSTRUCTION ROAD SHALL BE INSTALLEDWHICH WILL REMOVE AS MUCH MUD AND DIRT FROM THE VEHICLES AS POSSIBLE PRIOR TOOwner : STOLSIG ROY P III & STOLSIG MARGARET M ENTERING THE PUBLIC ROADWAY.THE EFFECTIVENESS AND EFFICIENCY OF THE REMOVAL SHALL BE TO THE SATISFACTION OF THE OFFICIAL7001 SEAVIEW AVE NW STE 16O PMBZOZ SEATTLE, WA 98117IF CONDITIONS ARE SUCH THAT AN INSUFFICIENT AMOUNT OF MATERIAL IS REMOVED FROM THE TIRES BY CONTACT WITH THE AGGREGATE,THE TIRESZSHALL BE WASHED PRIOR TO ENTERING THE PUBLIC RIGHT-OF-WAY.THE ^, qWATER FROM THIS PROCESS SHALL BE DIRECTED TO A SEDIMENTATION11 $j "' jV iliMill if.'re-11 - r ` KA 'TProject Address : 1113 4th Street, Anacortes WA. 98221 POND OR OTHER APPROPRIATE SEDIMENT-TRAPPING BMPFOR TREATMENT 4cs3!g4 1 1 ' i•i•4a� w � ry LPRIOR TO RELEASE TO THE PUBLIC STORM WATER SYSTEM. Iii IP 13 0 �,:,,'., . , , Legal Discription : ANACORTES LOT 7 BLK 64 ALL OF 6 & E1/2 OF 7 QTHE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT SHALL , t'"`®� CRIGHT-PREVE TTHETRERIODI ORFLO OF MUDNANCEO ONTO THE PUBLICNTRANCE,I 'fdatat City Zoning R4A = RESIDENTIAL MEDIUM DENSITY RIGHT-OF-WAY. PERIODIC MAINTANANCE OF THE ENTRANCE,INCLUDING t-tB ypB 'ip - OTHE REMOVAL AND REPLACEMENT OF AGGREGATE,AND CLEANING AND/OR 99t „Ii ts ^ ^REPAIR OF SEDIMENT-TRAPPINGDEVICES SHALL BE PERFORMED AS Assessors Parcel # : 55331LLCONDITIONS DICTATE OR AS DIRECTED BY THE OFFICIALs "'""'SEDIMENT TRACED ONTO THE PUBLIC ROADWAYS SHALL BE CLEANED ON " x ZAT LEASTA DAILY BASIS. Codes : 2015 International Residential Code (IRC) ZSOIL STABILIZATION /i International Mechanical Code (IMC) QU2. ALL EXPOSED SOILS SHALL BE PREVENTED FROM MOVING OFF-SITE OR �" -i .. I J International Fuel Gas Code (IFGC) INTO NATURAL OR ARTIFICAL DRAINAGE SYSTEMS THROUGH SUITABLEI ��'"� '� 6 WAPPLICATION OF BMP'S INCLUDING BUT NOT LIMITED TO SOD OR OTHER Uniform PlUmbing COde (UPC) VEGITATION,PLASTIC COVERING, MULCHING,OR APPLICATION OF GROUND ].'., d ' International Fire Code (IFC) I—BASE ON AREAS TO BE PAVED. i 1,' i,Wi iN °"DEPOSITION e ( � ®exx ikidf Washington State Venfilation and Indoor air �p mu W Quality Code (WSVIAQ)3. ADJACENT Y APPROPRATE UPROPERTIES LSE OF VEGETATIVE BUUFFERL BE PROTECTED FROM DSTRPS d" .r,+ - �. Tµ {{ gPROTECTION OF ADJACENT PROPERTIES 7 day { I r+r _____ENT 2012 Washington State Energy Code +; qqI'N?{t8 ?{4YPi� flRW$kR' 1{{A -iiF91fl'- 7: ..SEDIMENT BARRIERS OR FILTERS, DIKES, BERMS,OR MULCHING,OR BY A l71tt s J.ltttf ft t .4 19i 14114 {{ �H�IG 1544 :°_=-;gra CConstruction Type : Type V, Non Ratedµ COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMP'S. ?{ FA ?77��{{ ?7�t{rr A{{�{p a TV ifrrr��{{��I {„yy��} .-"'-'--"-'—' i a�- �. �!] f JL.Yt1Ii{ !![9tL A 1 IONAS {f. if �LW.rll. ifE±t' I O g xx�? �x sag ?? K ?F {r fir{ {FFrm �r rn x{ " Building Height : 20' - 1 %Z' y , SURROUNDING PROPERTIES SHALL BE PROTECTED FROM STORM WATER .,,,{� {.t-+ Lail. 1tf Ilia ;y+ { {3I i tf 1N AVE ten Sill _DATE Ma CV RUNOFF FROM THE DEVELOPMENT.THIS SHALL BE ACCOMPLISHED BY Aril pr. "�F F1 % ? 71Fyy'1ff Ti F{' 7H{gI`fFlf El !{. .F{ppiH Ifl }7ip�'i0.0r maw N CONSTRUCTING A PRIVATE DRAIN LINE ON THE PERIMETER OF THE ,ems :13 F fl .l{I. {f ff' `111i t; E iAi ${ {tifi {{ {{ ffffl{ „n1Y tr�n.n. - Building Areas Existing Floor Area - 799 Sq.Ft. CO op DEVELOPMENT AND DISCHARGING THE STORM RUNOFF INTO A PUBLIC �,.�`'". 4 K L!,E,{L ' 1''.j J 79I'F TTFIY {g{g 7K{'q {F p{. {pflpf Fyf{{ {.{ T Existing Deck Area - 400 Sq. Ft. _ STORM SEWER SYSTEM.OPEN SPACE TRACTS AND BUFFERS SHALL NOT - - W" ! Il fil fX -U IL 11H# JJIA4 6L }# 1�kF,. F1F7:! : Section is BE USED FOR THIS PURPOSE UNLESS OTHERWISE APPROVED.PRIVATE Total Impervious Area - 1199 Sq. Ft. RS�) 5 N R Oi E DRAINE LINES SHALL BE CONTAINED IN PRIVATE DRAINAGE EASEMENTS WITH APPROPRIATE STATEMENTS PLACED ON APPROVING DOCUMENTS. Lot Size - 4494 Sq. Ft. , (� - L MAINTENANCE Total Impervious % - 26% 0 2 w vi 4. ALL EROSION AND SEDIMENTATION CONTROL METHODS SHALL BE V I C I N I TY MAP � �_ - MAINTAINED AND REGULARLY INSPECTED BY THE PERMIT APPLICANT IN V O ORDER TO INSURE CONTINUED PERFORMANCE DURING THE LIFE OF CONSTRUCTION.(NOTE:WITHOUT PROPER MAINTANANCE,COUNTY NTS N UO BUILDING O INSPECTORS MAY SUSPEND ALL AUTHORISED WORK ON YOUR PROJECT r r► r `,A`' a . , Q UNTILL CORRECTIVE MEASURES ARE COMPLETED). D RA V Y I N G INDEX UNUSUAL EVENTS It SEP 2 02016 5. ANY ADVERSE EFFECTS OF INCREASED RUNOFF(UNUSUAL OR LARGE °'� JOB NO. STORM EVENTS)RESULTING FROM LAND DISTURBING ACTIVITYES SHALL BE ` r la I I 1 - Site Plan, Project Information CONTROLLED BY APPROPRIATE MEASURES AS SOON AS POSSIBLE. ADDITIONAL EROSION CONTROL MEASURES MAY BE NECESSARY WHERE YOUR PROJECT IS LOCATED ADJACENT TO A CRITICAL AREA. FOR MORE 2 - Existing Floor/ Foundation Plans SHEET INFORMATION REGARDING GRADING AND DRAINAGE PROVISIONS SEE SCC 3 - New Foundation Plan 14.32. ,D FILE: PLOT DATE: g14 Pa o Pe ei` / 21'-3" / mm"ix; T / 4'_O2^ 2" / 4'-02" /1'/ 3'-8" / aOmiim;;:.018 . N y 3„ I' a1 -114 1'-114' ❑N W ATTACHED 5'-4" WOOD DECKo 010 ROCK AND MORTAR FOUNDATION 41,9 4'�a12I 02PIER AND BEAM FOUNDATION +.� , '+ w � • "a It Ili 06" CONC. STEM WALL �wb�1^i 4,0 4`' OI m; a 2,- 4 ° 3,1 20 8" O u7r o I— 8 z � — - � _ r M x - F -- Is i od Si'2m0_ O U co 3 re x WEz 3e" D w �"'"� s, { z „,dore Vw' zm3.44' 24 F zUw lg co L) x 0 x N Z it 4 . ... — \ 7 i 70 1 10 CO ; O tO2 16' 7" w Lim 6" CONC STEM WALL U CO 4, 3" 0 O N E N REAR DECK r r 1O O !Calli61:1; O �2', 13'-9" / 10'-2" / (/) EXISTING ^^ 7.0211:::* ' r � :,'''''''''' FLOOR PLAN 1/4" = 1'-0" JOB NO. R SHEET V CAD FILE: PLOT DATE: 2 OF 3 FE d8 g di 0 "� 4 / I — 1, 114,1 1 V' v g8 �/ ///l GA' WMPDSTION SHINGLE ROOFING r' 2A Ya w 7 l V I 50 WAR MINIMUM i .F� J OVER JO/FELT MINIMUM s'kI€ -t y 7/16"WA RATED OSB ROOF O NYffppp ©� �� SHEATHING(IYPMAL) ® 0•=p I v SEE PLANS MD V/ 5'-q" I , Z apo € ELEVATIONS TO VERIFY / U �p ROOF PBCH(es) / I N 9c o ifti VIfdE9 // V _ _ .__ - I i 3 � . 2 x 8 DF RAFTERS 0 24'O.C. -- / WSULAION BAFFLE WITH 1 Q a�z Jr MINIMUM AIR SPACE -�- o g 2xd VENTED / l ! 1 ' CO CO W; BLOCKING 1 TYPICAL ��, i I W • gF �� R-41 BLOWN INSULATION TYPICAL IN AR• I I 0 zFVgE I er �� 111111111111111' 0 II. 2X450ff fPAMING -- ----- --- I }N Li. - CONTINUOUS ALUMINUM GUTTERS • , "� j-11aaa,jll-ll��-jl 5/4 x 8 PRIMED SPRUCE--� ►�I 1 a FASCN BOARDS TYPICAL RI SMPSW HI /WA-35 HURRGNE WWREWIRED FASTENDE TO EACH ER W/ 1/2'W GWB AT CENNGS UNO � U W K W(2)2z6 iW RATE$TYPICAL VP SPICES 4B'. 2 1 z 6 TAG PINE CEDAR ♦ ❑ ❑ BETWEEN WALL SHEATHING MID �ZOi�II Z - di L-- U FASCIA BOARD -`��V SEE FRAMILOCATIONS. PLANS FOR HEADER SIZES MD I `g I� lCGTI0N5.4x10 OF TYPICAL U.N.O. • I • fit- 20-8" 5'-3 1/ " MAX o j Nyen. ,. z, " M ENGINEEREDSEE FLOOR WANING waoD -JPDst(H)TO .. .• r tee AI ' VERIFY SIZE,SPACINGS,AND LAYOUT. I L'c>> r YU. ��.A '�`' SW2x]�TAPERE SLL TRW .�= R-38 RATE INSUUBON TYPICAL IN D1L (/t-/ - FLOOR WHERE REQUIRED OVER 11/L S _'' c 246 STUDS O tfi'O.C. UNHEATED SPACES(SEE PLANS) V 5/4'xd'THIN BOARDS TYPICAL MOUND I( I AT EXTERIOR WALLS. / : 12'_1 1 i / 1 O,_1�„ ' 13-8" 't� ALL WALL WALL OPENINGS EXCEPT WHERE I I (INTERIOR WALLS 244 0 16-0.C.U.N.O.) rr NOTED OTHERWISE 4 z C SIDING AS PER ELEVATIONS TYPICAL I )4C GWB TYPICAL FINISH INFERIOR WALLS 11 (U.N.O.AI E(TEBUNFINI HEN) 44'-24" CM -VEN HOUSE WRAP(or APPROVED EQUAL) OVER Me APA RATED OSB WALL SHEATHINGill R-21 BAIT INSULATION TYPICAL INEERI NOTED OTHERISE(VERIFY LYRICAL IN EXERIOR WALLS WITH ENGINEERING) 31"TAG EDGEGOD SUB-FLOOR � �l 246 BOTTOM PLATE GLUED AND WILED TO EACH JOIST — U U �v ) _ I (2)246 TOP PLATES TYPICAL.LAP I�� --- _ ..... .• • Omi SPLICES 48 II.,I -T/z'HD OWE AT CEILINGS UNO L__., V cicy Fill I TT SEE FRAMING PLANS FOR HEADIER r4 2•'�FG ,I/' TYPICAL U.N.O. • SIZES MO LOCATIONS. dx10 OF \ I 1 • I.i4 g 6Cr) ` \ W • D PAINTED Z-LASHING OVER 5/4 x 4DIEAD TRIM AT WALL " I - OPENINGS(VERIFY WITH ELEVATIONS) K Z . LI.yy,, ,A = p 043c@:1a WINDOW MANIA.10 BE DETERMINED i ENONEERED WOOD I-JOISTS. OWN ERS PER CHOICE Ilt SEE FLOOR FRAMING S,AND)TO rl,jj,.yy VERIFY ATERSEE,SPACINGS, LAL IN ��' R-38 BAR INSUUUIRR APICAL IN O 32x3 TAPERED SILL!AIM BOARD-OPTIONAL�^'�►�': FLOOR WHERE REQUIRED OVER 7 • 2x6 PT STUDS 0 IC OC. UNHEATED SPACES(SEE PLANS) 1 ' 1'x4'TRIM BOARDS TYPICAL AROUND AU,WALL WALL—�',I AT EXTERIOR WALLS. OPENINGS EXCEPT WHERE NOTED OTHERWISE i (INTERIOR WALLS 244 0 1e O.C.U.N.O.) — � -^ Z � SIDING AS PER ELEVATIONS TYPICAL ( C TYPICAL FINISH INTERIOR WALLS �r.. (U.N.O.O.ae UNFINISHED) EKI TR HOUSE WRAP Go APPROVED EQUAL)OVER R-21 BAIT INSULATION ' • ife APA RATED OSB WAIL SHEATHING TYPICAL I TYPICAL VIEXTERIOR WALLS 16-7" UNLESS NOTED OTHERWISE(VERIFY WITH - I. 34'TDC DGEGOLD TO EAOI JOIST 1111Sf 2.: ;MOM P TE GLUED MID NAILED TO EACH JOIST J CL 3) -- - z Ill•MO TOP OF CONCRETE/BOTTON OF SILL PLATE/SIDING III. • _ • • O Il • J• `D FINISH-GRADE AGAINST FOUNDATION IL,'x -- -�• I 1/2'410'MINIMUM ANCHOR BOLTS 0 SLOPE GRADE AWAY FROM FOUNDATION 72'0.C. MIAKMUM TYPICAL(or 48' Q 3 • 0.C.MAXIMUM FOR BUILDINGS OVER 7 HT).THERE //7///�//may2' / .. 1 Two STORES IN HUM \/\\ /\/�j`//� SHOAL BE A MINIMUM OF(2) VA �r/`A\yr\A�\ \ \ ,� =. MiIL ANCHOR ELT PER O Nor MORE � y/v/\\� / /• 124 - _ _ _ THAN 1Y AND NOT LESS THAN(7) a '�/V//\�V/F /2.- e DIAMETERS s�TanNrs OF \/� \V/�i A • �,•/� A \ \ �/ /\\/�\\/\ PROVIDE MINIMUM (2)#4 HORIZONTAL REM IN TOP tY of FOUNDATION ��I I . EMBEDDED MINIMUM 7'INTOa //\/. �I ENGINEERING. UNLESS NO1FD OTHERWISE ON FOUNDATION PLAN AND/OR O ENpNEEPoNG. CIXICRETE. / 4 r Ae L.. ///---CONTINUOUS PERIMETER FOOTINGS WITH(2)µ REBAR CONTINUOUS(TYPICAL WALLS 24' LESS IN LENGTH 0• -• II / V.NO ON FOUNDATION PLAN AND/OR ENGINEERING) al 0 CONNECTING OFFSET BRACED WALL ((/ PANELS SHALLED HAVE ANCHOR •i 4' 1 f-2'� 13'-9° / 10'-2" / BOLT LOCATED IN THE CENTER THIRD • �• E 11" —! OF THE WALLLL ANE.WITH WALL %H W� CORNERS FRAMED TO ADJACENT , f,, .. BRACEDPANELS PER FIGURE A4��TI a R602.10.5. 44 BOTTOM OF FOOTINGS i;• ; -. WALLS 12"OR LESS IN LENGTH ^^�!" ty CONNECTING OFFSET BRACED WALL 4'REDO TIGHT-LANE BORN. ' / 25'-1 1" / .0 PANELS CAN BE CONNECTED TO THE DAYLIGHT TO GRADE. FOUNDATION WITHOUT ANCHOR BOLTS, - FOR SIEMWALL POURED SEPARATELY FROM FOOTINGS, VERTICAL STEMWAIL REINFORCEMENT WITH WAIL CORNERS FRAMED TO FILTER FABRIC PROVIDE(1)VERTICAL REBAR FROM FOOTINGS AT NO MORE THAT IS INTERRUPTED BY WALL 0 r ADJACENT BRACED WALL PANELS PER 4 , 5' 4' THAN �A ^' FIGURE R602.10.5. 4'ROD FERF. FOOTING DRAIN WITX / f / BOTTOM-OF-FOOTING d8"O.C. AID EXTEND HOOK]'CLEAR OF ACCESSOPENIN (ODORS,WINDOWS, ` 4 16' TIELESSER AND LP INTO THE WALL MIL ACCESS PANELS,etc.)MUST HAVECO ^' it MINIMUM OF OWN ROCK COVER. / / THE LESSER OF 2'CLEAR OF THE TOP OF THE WALL AND OFADDITIONAL VERTICAL REINFORCEMENT ` V ALL ANCHOR BOLTS ALONG BRACED DAYLIGHT TO GRADE. 14'UP INTO THE SIEMWALL OF THE SAME SIZE PLACED WITHIN WALL LINES REQUIRE 1/4"43.43- TYPICAL UNLESS NOTED STEEL PLATE WASHERS U.N.O.ON OTHERMSE ON FOUNDATION VERNON_REINFORCEMENT GRADE 60 MINIMUM. 12'OF EACH 510E OF THE WALL ENGINEERING PROPERLY SIZED CUT PUN AND/OR ENGINEERING SEE TABLE ROILS!. OPENING. FOUNDATION PLAN NOTES "/^1J'' CC)T WASHERS ARE PEAMRRD FOR (WHEN PWmOW1 VERTICAL REINFORCEMENT IS REWIRED IN O Screened foundation vents. Provide 1 sq.ft. of net free area '>' W A..// ANCHOR BOLTS IN WALL UNES NOT FOOTINGS To REST ON THE SIDAWALL5,MATCH THE 0.O.SPACING OF REBATE FROM for each 150sq. ft. of under floor area. L WiMNING BRACED WALL PANELS UNDISTURBED SOIL FOOTINGS WITH THE ADDED VERTNAL REBATE.VERIFY O 8"thick concrete wall with#4 bar @ 18"O.C.vertical -'� f0 "jr,ML OR IN BRACED WALL ONES. SPACINGS WITH FOUNDATION PLAN,FOUNDATION NOTES,AND (799/150=5.33 Sq. Ft.) ENGINEERING). and#4 bar @ 18"O.C. horizontal unless noted otherwise.(U.N.O.) Y/ I. Provide 1/2"x 10"anchor bolts @ 48"0.C., ® 4 x 10 PT DF beam w/4 x 4 PT post's @ 5'O.C. max. i t8 yL.M TYPICAL WALL SECTION and no more than 12"from ends of plates U.N.O. Conned to conc.footing w/Simpson AB44Z, v- 0 (n U) See TYPICAL WALL SECTION for details. Connect beam to post's w/1 x 4 x 20"cleats. v L.L. - CALE CAL AT TYPICAL WALL SECTION(S)ARE TYPICAL FOR ALL ® 16"wide by 8"thick concrete footing with(2)#4 bar cont. horizontal Provide a min 18"tall x 30"wide crawl space access. NOTESS ' V^` Alm- .1- O CROSS-SECTIONS AND DETAINS EXCEPT WHERE NOTED OTHERWISE' Pour over undisturbed earth. `, W `V U © Min. 18'W x 18"W x 10"Deep Post Pad •O-8 ], co fB _� ® 12"wide by 8"thick concrete footing with(2)#4 bar cont. horizontal W/4#4 bar each way. i O Pour over compacted earth. © Step foundation walls per elevation change as required. )1' Q '1 A NEW JOB NO. • SHEET FOUNDATION PLAN CAD FILE: PLOT DATE: 1/4" = 1 F_OII 3 OF 3 --. - ------.-_-__-_--- _I A 7' 4'-0-" / 61_2" 4'-0211 /1'/ 3'-8" / M€ 4'-6 '1g 3 1'-114" /� CRIh / 1'-114' s�-s\ •', 'i �ti \ COMPOSITION SHINGLE ROOFING I ,? 5§”,) 50 YEAR MINIMUM pG£� 3 7O/1R 630j FEUDMINIMUM OM 'I. / �$o 7/1 fi'APA RAlEO OSB ROOF - g S SHEATHING(TYPICAL) / 1 n 5'_411 T Z aam- SEE PLANS AND / ¢ / + �r be C O I I f I O g £ ELEVATIONS TO VERIFY / N 1 E/ (7 4yyy ROOF PTTCH(n) / O > a�gu ,2 // 1 , CRIBBING #1 I z ]],hi VARIES f • / (5 Preiec- \ ( f — f Q a6g 2 z 8 DF RAFTERS 0 24'O.C. / INSULATION BAFFLE WM1 `r;g • / $'NINMU4 AIR SPACE ( I E.. 1 ?' mils m g If Ili iI a x�N I41 IL gxO2 • TYPICAL -- R-41 BLOWN INSUEAiNTN TYR IN A • •� 5---- a I 2 ,._ L___ _ __J ci, ,Q9252, Y x 4 SOFF FRAMING S�� ) ❑ WC VVlll 111 W CONTINUOUS ALUMINUM GUI ILKY W 5/4 x 8 PRIMED SPRUCE�— /' 51WSON HI /VPA-35 MUPotIGNE 1 . il) Z FASCIA BOARDS TYPICAL TIE i0 FACx RATER W/ 1/2' . B AT CEILINGS UNO U' U I / �REWIidD FASIEHER _ Q q U (2)2x6 TOP PLATES TYPICAL TAP SPACES 48'. - `. \ If. I x 6 TEN PINE/CEDARI BETWEEN WALL SHEATHING MD ) , FASCIA BOARD SEE FRAMING PLANS FOR HEADER SIZES AND F LOGnONS.4x10 OF TYPICAL U.N.O. • I 20 8" 5'-3 1/ " MAX I l� I ENGINEERED WOOD I-JOISTS. ' SEE BOOR VERIFY Mg, i ZE PUN(o)TO I qI VERIFY S INP' INGS,AND LAYOUT ®I 32d TAPERED SILL!AIM R-38 BATT INSULAR. •�c IN • BOUND-MOW �•( FLOOR YINERE REWIRED qE- II 2z8 STUDS 0 16'O.C. UNIPATED SPACES(SEE PLANS) 1 1 ' ' 13-$" 5/exe TRIM BOARDS TYPICAL -' N0��-A ' AT EXTERIOR WALLS /. . 1 Z'-1-" / 1 0'�1-" ALL WAIL WAR OPENINGS EXCEPT ERE (INTERIOR WALLS 2x4 0 16'OG.U.N.O.) 2• Z - 00 NOTED OTHERWISE O2 cm SONG AS PER ELEVATIONS TYPICAL )S GARB LYRICAL FINISH INTERIOR WALLS 1 3 i i (U.N.O. n UNFINISHED) —'-^- 44'-24' 3 00 IYVEK HOUSE WRAP(or APPROVED EQUAL I R-21 ROT INSULATION "' III 0 a C OVER'/e APA RATED OSB WALL SHEATHING I Ti?K:AL IN IXTEPoOR OVALS ¢ TYPICAL UNLESS NOTED OTHERWISE(VERIFY Si"TAG EDGEGOD SUB-FLOOR Z l WITH ENGINEERING) ► 246 BOTTOM PLATE GLUED AND HALED TO EACH JOIST -- s I CRIBBING #5 TU.0 o a — CRIBBING #3 8 J (2)2x6 TOP PLATES TYPICAL. UP a ,' >�/ p SPLGES4B'. ll � I/2HDGWBATCEMNGSUNO -�� i 8 SEE FRAMING PUNS FOR HEDKR N..>.� '"! 1'"'MI 11� SIZES AND SAE LOCATIONS 4410 OF \ \ W > TYPICAL .O. GGG PAINED Z-FLASHING OVER 5/4 x 4'DEAO TRIM AT WALL 1-1 F� 2 `U Qs OPENINGS(VERIFY WITH ELEVATIONS) I.� I CRIBBING #4 I _ I W Z LI CC-MI Y; I WINDOW MMILIF.TO BE DEIEFNRSD / SEE L FRAMINGWOM I�LAN(s I (180)PER OWNERS CHOICE SEE FLOOR PLAN(s)TO �. VERIFY SIZE,SPACINGS,AND LAYIXR, R-38 BATT INSULATION 1YRCAL IN © 1ol 3243 TAPERED SILL TRIM BOARD-OPTIONAL��-f "�I POOR WHERE REWIRED OVER .2-7 A \F ' 2x6 PT STUDS 0 18'O.C. UNHEATED SPACES(SEE PUNS) 1 Z' I'x4"TRIM BOARDS TYPICAL AROUND ALL WALL WALL A AT EXTERIOR WALLS. OPENINGS EXCEPT WHERE NOTED OTHERWISE (1NTERKM WALLS 214 0 16"O.C.U.N.O.) 7 SIDING AS PER ELEVATIONS TYPICAL .`(U.N.O.as N NSHED) INTERIOR WAILS Jr GWB TYPIL FINISH a16-7" ICC •. TYVEK HOUSE WRAP(a,APPROVED EQUAL) —OVER4 R-21 BATT NS'JLATIC44 I Tf¢'APA RATED O WALL SHEATHING TYPICAL IYPGAL IN EXTERKKt WALLS li UNLESS NOTED OTHERWISE(VERIFYSB WITH EDCEWLD SUB-FLOOR I .�R ENGINEERING) 2xe BOTTOM PINE GLUEDAND AND • NAILED 10 EACH JOIST I .; - 41 ' 1 __ = Z TOP CA CONCRETE/BOTTOM OF SILL PLATE/SIDING ' I'-, \ I _ _.._._._... - _ __ ___- 1 I' �,' O a " FINISH-GRADE AGAINST FOUNDATION I I 1/2'410'MXINUY NNCHOR BOLTS 0 /SLOPE G AWAY FROM FOUNDATION 4'-3" 72'O.C.MAXIMUM TYPICAL(or dB' •V• NT S- . J D.G.'axiom Far BUILDINGS E �y/\\/AA//A//AA/ A - TWA STORIES I NUM THERE /\,\/\/\/\ N \ \\ 4 z SHALL SE A MINIMUM OF(2) AA/, �A)V)'<2A/AAVjj��\ A ANCHOR BOLTS PER PLATE SECTION. /\A'VA�%/V/�VA�A \ \/ 5' WITH(1)BOLT LOGIED NOT MORE ♦ //' TIME 12'AND NOT LESS nwr(7) 3 /i� //VV/,(Vi y</. A \ \ BOLT DIMMERS FROM ENDS OF \\j\ \\/\\/'\\/\ J r, PRMIDE MINIMUM(2)N HORIZONTAL ROAR IN TOP 12'a FOUNDATION •• ' EACH PLATE SECTION.BOLTS S \/\//\//\ ll. '. WALLS UNLESS NOTED OTHERWISE ON FOUNDATION PEAR AND/OR EMBEDDED MINIMUM 7'INTO �/V�J\/ . 0 • ENGINEERING. EMBEDDED AD •\�/\\\/4\ V • L, CONTINUOUS PERIMETER FOOTINGS WITH(2)#4 REBAR CONTINUOUS(TYPICAL �Z'-� 1 3'-9" ' I I O WALLS 24'OR LESS IN LENGTH - ////,\ -• 4 ` Il.x U.N.O.ON FOUNDATION PLAN AND/OR ENGINEERING) ) Z ILL 16'-Z"— / R�R�R CONNECTING Ong(BRACED WALL \>\\ dt l . } / 25'-11" PANELS SHALL HAVE(1)ANCHOR F g / //\ x• - i. BOLT LOCATED IN THE CENTER THIRD \\�\ / - �„ OF THE SILL PLATE,WITH WALL CBRACED WM_ORNERS FRAMED i0 ADJACENT J- � m FOUNDATION PLAN NOTES - --- - - .-- -- - 2 x 4 PT SILL PLATE R602.10.5. PANELS PER FIGURE BOTTOM OF FOOTINGS -�, WALLS 'OR LESS IN LENGTH \ •••: / /.! _ __.__�-_ _ _s a eL iq CONNECTING GINO BRACED WAIL 4'RIGID TIGHT-LINE DRAIN. '�' O 6"thick concrete wall with#4 bar @ 16"O.C. vertical - •(n 12 PANELS CAN BE CONNECTED TO THE DAYLIGHT TO GRADE. y _ FOUNDATON WITHOUT ANCHOR BOLTS, FOR EAMML POURED SEPARATELYFROM FOOTINGS,NO VERTICAL SIEMWPLL REINFORCEMENT and#4 bar @ 16"O.C. horizontal unless noted otherwise.(U.N.O.) WITH WALL CORNERS FRAMED TO FILTER FABRIC PROVIDE(i)VERTICAL REBAP FROM FOOTINGS AT NO ACRE THAT IS INTERRRS,WINDOWS,BY W a. " " ° ' `` II U O AONCENT BRINED WILL PANELS PER /5'/ B /5 / THANBOTT 4B'OD.WITH A$iAEXTEN HOOK]'THE S OF ACCES G5(ODORS,c.)MI Provide 1/2"x 10"anchor bolts @ 48"O.C., ° .:tom— 48 X 8 CON C. STEM WALL �, N FIGURE RW2.1O5. 4•RIID PERE FOOTING DRAIN WITH 18. BOTTOM-OF-FOOTING AND EXTEND UP INTO THE SIEMW6ll ACCESS PANELS,etc.)MIST RAVE and no more than 12"from ends of U.N.O. " N 12'MINIMIM OF DRAIN ROCK COVER. -,Y THE LESSER OF 2'CLEAR OF THE TOP OF THE WALL AND ADDMONAL VFRTM.4L REINFORCEMENT plates " n oa . e ALL ANCHOR BOLTS ALONG BRACED DATUMS i0 GROVE. TYPICAL UNLESS NOTED 14-LP INTO THE SIEATWALL OF THE SAME SZE PLACED NEW See TYPICAL WALL SECTION for details. ��\ CO WALL UNES REQUIRE 1/4'x3'x3' OTHERWISE ON FOUNDATION VERTICAL REINFORCEMENT GRADE 60 MINMUM. 12'OF EACH SIDE OF THE WALL 'W " r = #4 REBAR , DRILL AND X' i SELL PLATE WASHERS U.N.O.ON PLAN AND/OR ENGINEERING SEE TABLE R404.1.1(5). OPENING. >. 4 J." --^�T= _ ENGINEERING. PROPERLY SEED CUT / (WryIHEN MOTIONAL VERTICAL REINFORCEMENT IS REQUIRED IN WASHERS ARE PERbIIED FOR 111E STEMWALLS MATCH THE 0 C.SPACING OF REBATE FROM ® 18"wide by 8"thick concrete footing with(2)n#4d bar Cont. horizontal EPDXY AlIN. 18" DEEP (TIP) CO Q ne ANCHOR BOLTS IN WALL UNES NOT FOOTINGS TO REST ON FOOTINGS W11H THIS ADDED VERTICAL REBAR.VERIFY C CONTAINING BRACED WALL PANELS UNDISTURBED SOIL SPACINGS WITH FOUNDATION PLAN,FOUNDATION NOTES,AND W/(1)#5 BAR @ 12"O.C. min. Pour over undisturbed earth. > ML, OR IN BRACED WALL LINES ENGINEERING). CO W) ® 12"wide by 8"thick concrete footing with(2)#4 bar cont. horizontal . A TYPICAL WALL SECTION Pour overcompactedearth. ____a_ p (n fp s ,__ 18" x 8" FOOTING W/ I 03 Screened foundation vents. Provide 1 sq.ft. of net free area V- 'a SCALE ]/,6' - ,•-o, for each l5osq.ft. of under floor area. (2) #4 REBAR IN. 18"DRILL AND U O NOTES AT TYPICAL RAIL SECTION($)ARE TYPICAL FOR ALL (799/150=5.33 S Ft. CROSS-SECTIONS AND DETAILS EXCEPT WHERE NOTED OTHERWISE. q ) ; -- _� _; EPDXY MIN. 18" DEEP .` AcW.�> j "�' ® 4 x 10 PT OF beam w/4 x 4 PT post's @ 5'O.C. max. O 0 r C �p of . , m),," Connect to conc.footing w/Simpson AB44Z, COLD JOINT DETAIL CL C' Q \ -T r[4,�e� ,1 Conned beam to post's w/1 x 4 x 20"cleats. `-, Sir " Provide a min. 18"tall x 30"wide crawl space access. AT CRIBBING AREAS - — �1 A © Min. 18"W x 18"W x 10"Deep Post Pad y2 I = 1'-oN NEW JOB NO. • .� +pe �L<it W/4#4 bar each way. 5$ �, Ali'` „ © Step foundation walls per elevation change as required. FOUNDATION PLAN SHEET o -2017 1/4" = 1'-Q" 3 CAD FILE: - PLOT DATE: OF 3