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15716 View Dr Se Approved Construction Documents _OTS YELM CREEK ESTATES 15716 VIEW DR SE YELM, WA 98597 PN# 85820000500 Reviewed For Code Co !lance Approved by the City of Yeirn Stephen Scott 48" DIA X 4' MIN. DEPTH 02/04/2021 1,04:05 PM DRYWE LL LOT INFO. 55.00' LOT AREA=4,400 SQ.FT. 4" PVC PIP: ., �� BUILDING COVERAGE= 1,128 SQ FT CB ENTRY=44 SQ.FP. I 0 --1:7 N1 9" 7' 3" DRIVEWAY&WALKWAY= 39354.FT. 36' In TOTAL LOT COVERAGE= 1,172 SQ.FP. 1,172/4,400=.266 OR 27% I r--- -25'-BSSL -per-1 1 'III i II VL N �I m PLAN 1876-2m la" M KEY: D.S. = DOWNSPOUT SS CO `" I Sleeve under driveway. N I STE T � ., AN C �, NTR .. - ---t- _ _ - ea 1 T. 16' 20' 2' UTILITY 410, SAFETY H. ---55 0#'_7' �-- TER EASEMENT i'lN 6' PLANTER UTILITY 4 EASEMENT N 4 WATER E LINE I SEWER INSTALL DEBORAH MAPLE LINE AND KATSURATREE VIEW DR SE STREET TREE (OR APPROVED EQUAL) AT ........ ....... ...... .......... 36" O.C. PER DETAIL THIS SHEET. SEE CITY Connect to existing dual service. OF YELM DEVELOPMENT See Std Dwg 5-1 &5-2 GUIDELINES SECTION 40.100 PER SPECIFICATIONS City of YeIm-CDD&PW Accepted-Remarks in Comments EROSION CONTROL PLAN LEGEND d.,, _, �`1�r-r REMIRIONERVill CONSTRUCTION ENTRANCE Development Flev2222 H1c22.2er o c o c SILT FENCE 02/03/2021 TD TEMPORY DIVERSION TOP SOILED, SEEDED & MULCHED Remarks © BY OWNER(S) W THE COMPLETION 1.Mount Pump Control Panel on Nan-Living Space Wall OF CONSTRUCTION erRemete.Past-Refer toCity efvelmStd Details STOCKPLIED TOP SOIL 05-4,0-58,5-0 EXISTING DRAINAGE 2.Pump Control Panel can be no closer than lti"from — — CLEARING LIMITS Reef downspout. '0/x/"xx.— DIRECT DRIVEWAY RUN OFF TO STREET 3.Hose bib shall be located within SDbfTank 5 TE FLAN NORTH SCALE I"=2G' re 2020 LEVEL DESIGN,LLC • NOTE: THIS IS NOT A SURVEY m.ff,==° Level ALL PROPERTY LINES AND DIMENSIONS AS SHOWN ON THIS DRAWING ARE BASED ON 7,;,,,...,==., CLIENT-PROVIDED INFORMATION REPRESENTED TO BE ACCURATE AND RELIABLE. 6115 Yakima Ave.Tacoma,WA 98405 °"9 r^ •:Iro ANY DISCREPANCIES BETWEEN THIS DRAWING AND THE ACTUAL SITE CONDITIONS PHONE 253.284.3170 ARE THE SOLE RESPONSIBILITY OF THE CLIENT. FAX:253.284.3183 2,pv'e= !P!B'LLc WE ASSUME NO LIABILITY FOR VARIATIONS ASCERTAINED BV ACTUAL SURVEY. 5NAHIO5U O.NM FRaECT. YELM CREEK ESTATES FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS-USE STAPLES OR WIRE RING TO ATTACH FABRIC TO WIRE WIRE MESS SUPPORT FENCE FOR FILTER FABRIC All downspouts shall be routed to drywell.Splash block ' ' for overflow only as shown in BMP T5.10A-Fig V-4.3 Przi z ROUND /—SURFACE I i f 111— 'PI 111 I 111 111 °—I I 1E11-111-111-111-111-1,11.111-111=1110111=—, IliEAR TRENCH HOUSE so - ROOF DOWNSPOUT M== 6'MAX. SERVES UP TO 700 SF === OF ROOF __ 2"X 2"WOOD POSTS,STANDARD SPLASH BLOCK == OR BETTER,OR EQUIVALENT == WIRE MESH SUPPORT SECTION 50'MIN M= FENCE(TO BE LOCATED ETATED FLOW PATH === ON THE DOWNHILL SIDE M== OF THE FILTER FABRIC __ FILTER FABRIC MATERIALiiiiii iiiiiiiiiirM=rrzzu 1111110111111111111161 IIIoo EC =I— 0 SPLASHBLOCK N T s 811=111z < LINE FILTER MATERIAL IN 6"X B"TRENCH AND LEAVE MIN.2"EXPOSED 6" NOTE: GEOTEXTILE FABRIC MUST BE SECTION PLACE BENEATH QUARRY SPALLS © FILTER FABRIC FENCE °Op0 ECTS O,p e F.,F,o 9S °FOG 45040.4477 CAD- 468, ° O S457675,447 08F /OO 040"t47°7F1A /Arq`oHF 414Oo oJ SF0°K S�LF0 J :KAR S8 0o A0 O°o � ° 00 0 � R 25'MID. 0 'Y� AI 07 °° 12"MIN.DEPTH (6"MIN.FOR RESIDENTIAL SINGLE FAMILY LOTS) 0""off 4"TO 8"QUARRY SPALLS :°° 15 City of Yelm m CDD&PW (4)TO 6"FOR RESIDENTIAL SINGLE FAMILY LOTS) Accepted-Remarks in Comments War,-rLc VYc-r l PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA Development Review Eng`ne": 0 CONSTRUCTION ENTRANCE ROCK PAD 02/03/2021 EROS ON OONTRO OET4 _N ©2020 LEVEL DESIGN,LLC �a as avvm�. Level design,Ila 611 S Yakima Ave.Tacoma,WA 98405 5,==,„.„,,, 2 PHONE:253.284.3170 D„ ,+ FAX:253.284.3183 a r z p e�u� owumr�onfr.wi. Prsokc. 2 Reviewed For Code Compliance Approved by the City of YeIm Stephen Scott Window, Skylight and Door Schedule 02/01/2021 10:41 :27 AM Project Information Contact Information 1876-2 Level Design LLC 253-284-3170 Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) 0.0 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) 0.0 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA MAIN 2GL,LOWE-E1 1/2"+ARGON 0.28 1 _3 ° _4 ° 12.0 3.36 MAIN 2GL,LOWE-E1 1/2"+ARGON 0.28 1 _4 ° _4 6 18.0 5.04 MAIN 2GL,LOWE-E1 1/2"+ARGON 0.28 1 6 8 6 8 44.4 12.44 MAIN 2GL,LOWE-E1 1/2"+ARGON 0.28 1 _6 ° 6 ° 36.0 10.08 UPPER 2GL,LOWE-E1 1/2"+ARGON 0.28 3 5 ° ° 60.0 16.80 UPPER 2GL,LOWE-E1 1/2"+ARGON 0.28 1 _3 ° _4 ° 12.0 3.36 UPPER 2GL,LOWE-E1 1/2"+ARGON 0.28 2 _4 ° _4 ° 32.0 8.96 INTERIOR TO EXTERIOR 0.28 1 _3 ° _6 8 20.0 5.60 INTERIOR TO EXTERIOR 0.28 1 _2 8 _6 8 17.8 4.98 INTERIOR TO EXTERIOR 0.28 1 6 ° 6 8 40.0 11.20 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00_ 0.0 0.00_ 0.0 0.00_ 0.0 0.00_ 0.0 0.00_ 0.0 0.00_ 1 0.0 0.00 Sum of Vertical Fenestration Area and UA 292.2 81.82 Vertical Fenestration Area Weighted U= UA/Area 0.28 Overhead Glazing (Skylights) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Overhead Glazing Area and UA 0.0 0.00 Overhead Glazing Area Weighted U= UA/Area 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 292.2 81.82 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information 1876-2 LEVEL DESIGN 253 284-3170 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Values U-Factora Fenestration U-Factorb n/a 0.30 Reviewed Firor ;, m ode � , pluanCe Skylight U-Factor n/a 0.50 Approved by the City of Yelrn Glazed Fenestration SHGCb e n/a n/a Stephen Scott Ceilingk 49' 0.026 02/02/2021 10:09:02 AM Wood Frame Wang' 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 Floor 30g 0.029 Below Grade Wall°'m 10/15/21 int+TB 0.042 Slabd R-Value&Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 ❑ 0.5 1 b Efficient Building Envelope 1 b 1.0 ❑ 1 c Efficient Building Envelope 1 c 2.0 ❑ ld Efficient Building Envelope ld 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 ❑ 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 ❑ 0.5 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 ❑ 1.5 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits 3.50 *Please refer to Table R406.2 for complete option descriptions Table R402.1.1 Footnotes For SI: 1 foot .=304.8 mm, ci .=continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. " Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. `"Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code(WSEC)and ACOA Manuals J and S.This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling loads. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at(360)956-2042 for assistance. Project Information Contact Information 1876-2 LEVEL DESIGN LLE 253 284-3170 Heating System Type: All Other Systems C'Heat Pump To see detailed instructions for each section,place your cursor on the word'Instructions". Design Temperature trrn: i,t,uM Design Temperature Difference(AT) 53 Olympia AP , AT=Indoor(70 degrees)-Outdoor Design Temp _____ . ________ eviewed For Code Compliance Area of Building Approved by the City of Yelm Conditioned Floor Area t'"r'n:ah"rt*a Conditioned Floor Area(sq ft) 1,870 ate ell C ott 02/01/2021 10:40:40 AM Average Ceiling Height Conditioned Volume Average Ceiling Height(ft) 8.5� 15,946 Glazing and Doors U-Factor X Area = UA IIiW^ti�ru,:ri,wru* a 28 0.280 292 81.76 Skylights U-Factor X Area = UA Ilvrztruu,:.:0i,t'"tl't" 0.50 0 Insulation Attic U-Factor X Area = UA Ilvrar°u,:.:q.r,nin 0.026 1,208 31.41 1 Single Rafter or Joist&Vau40lted Ceilings �! No U-Factor selection X Area UA uvr anruu,::0i,nin" Sclec4 R Va�u.e --- Above Grade Walls(see Figure 1) U-Factor0056 X Area UA it utar,t°n:. . R-zt�oneni�e�liate � � 2,367 132.55 Floors U-Factor X Area UA Ilic•iriut:;fr,t°n• 0.025 1,208 30.20 R 3® vsss� Below Grade Walls(see Figure 1) � U-Factor X Area UA No selection Se9ett R value "�" Slab Below Grade(see Figure 1) F-Factor X Length UA No selection Selee4 conJrt,or>,ing Slab on Grade(see Figure 1) F-Factor X Length UA No selection select R vale Location of Ducts Duct Leakage Coefficient .Jncennelitened Space 1.10 Sum of UA 275.92 Envelope Heat Load 14,624 Btu/Hour Figure 1. SumofuAXAT Air Leakage Heat Load 9,127 Btu/Hour ,.„„ VolumeX 0.6XATX.018 Above Grade Building Design Heat Load 23,751 Btu/Hour , Air Leakage+Envelope Heat Loss ,„, Prt - Building and Duct Heat Load 26,126 Btu/Hour Ducts in unconditioned space:Sum of Building Heat Loss X 1.10 Ducts in conditioned space:Sum of Building Heat Loss X l Maximum Heat Equipment Output 36,577 Btu/Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump (07/01/13) Reviewed For Code Compliance Approved by the City of Yeim Stephen Scott 02/02/2021 10:10:01 AM STRUCTURAL CALCULATIONS For Level Design, LLC For Rainier Capitol Group LLC Plan 1876-2 Lateral & Vertical Design December 15, 2020 Project # 2020319 By PRECISE ENGINEERING INC. HAROLD HAHNENKRATT, P.E. , .pH 1,, ilkhUV // WA / // /SI . " /" 9 / ,, :i';,,,. 7 /4) , 7vp 4, 4 IF ONAL 04S5:6''t ( 1 j 1 SCOPE: Provide structural calculations for lateral and vertical design per the 2015 IBC. Plan to be built once at Yelm Creek Estates Lot 5 LOADS AND MATERIALS Roof: Comp Roofing 5.0psf Pre-engineered Trusses @ 24" oc 2.9psf Roof Sheathing 1.5psf Insulation 1.2psf 5/8" GWB 2.8psf Misc. 1.5psf Dead Load= 14.9>>15psf Snow Load= 25psf Wall: 2x6 Studs @ 16"oc Dead Load= lOpsf Floor: I joists at 16"oc Dead Load= l2psf Part. Load = l0psf Live Load = 40psf Wind: 110 MPH Exp. B (Per building department) Seismic: Site Class = D Design Category = D Use Group = I R = 6.5 Cd = 4 Wo = 3 Soil: = 1500 PSF, Assumed bearing capacity = 38 PCF, Assumed Active Fluid Pressure = 350 PCF, Assumed Passive fluid Pressure = 0.45, Assumed Coefficient of Friction = 110 PCF, Assumed Soil Density Lumber: 2x>4x = #2DF 6x> = #1DF GLB = 24f-v4 for simple span = 24f-v8 for cont. and cantilever. Concrete: f c = 2500psi Rebar = Grade 60 U.S. Seismic Design Maps Page 1 of 3 W FFRS ‘1,,,,, CALIFORNIA 15716 View Dr Ct SE, Yelm, WA 98597, USA Latitude, Longitude: 46.9561541, -122.6070814 th o o Ove SE ,__.,. t V) a ri € , Yelm Central --- ,._, ,---Cir Vievaatr Vit, y :„i ....: `. _..., iew Dr.Nld _ :Map data©2020 [Date 12/15/2020, 12:42:53 PM I Design Code Reference Document ASCE7-10 I Risk Category II Site Class D-Stiff Soil I ;Type Value Description De____.__ _ Ss 1.253 MCER ground motion.(for 0.2 second period) S1 0.499 MCER ground motion.(for 1.0s period) Sims 1.253 Site-modified spectral acceleration value SMI 0.749 Site-modified spectral acceleration value SDS 0.835 Numeric seismic design value at 0.2 second SA i Sol 0.499 Numeric seismic design value at 1.0 second SA Type Value Description —mm SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second F„ 1.501 Site amplification factor at 1.0 second PGA 0.5 MC EG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.5 Site modified peak ground acceleration • IL 16 Long-period transition period in seconds SsRT 1.253 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.271 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.499 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.53 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CRs 0.986 Mapped value of the risk coefficient at short periods https://seismicmaps.org/ 12/15/2020 LATERAL DESIGN Wind Loading: Simplified(ASCE 7.10 Chapter 28 Part 2) Ps=AKztpsso ASD Ps= .6 AKztps3o Wind Speed 110 mph ps30 Exposure B Pitch Roof Wall Roof Pitch 5:12,7:12 2:12 -7.2 17.76 Minimum Loading 3:12 -6.5 19.65 A= 1 Ps= 8.0 (Roof) 4:12 -5.7 21.5 Kzt= 1 16.0 (Wall) 5:12 -0.5 21.4 6:12 6.87 20.3 ps30 = 13.3 (Roof) >7:12 13.3 19.4 21.4 (Wall) ASD (ASD)Minimum Loading Ps= 8.0 (Roof) las= 4.8 (Roof) 12.8 (Wall) 9.6 (Wall) Seismic Loading: Section 12.4,12.8ASCE7-10 Eh=rQh Qh=V r=1.3 V= Csw Cs=Spsl1.4R E-(1.3SD3/1.4R)W Sps 0.831 R= 6.5 (Wood Shear Wall) R= 1.5 (Cantilever Column) V= 0.119 Wt. (Wood Shear Wall) V= 0.514 Wt. (Cantilever Column) I— 4 ! ! ! 2'-0' 3V-0' PATIO T-0' 12,G, !C'-6 6.-,5' -----�f— X - .-_ i ,r I ! p, 4___, -____ „.,.,,.,,,„„„„:,,,,,,,,,,,,,,,,„,„,,...,„2„,,„ ,,,,,.................. ,,,,...,,,„ ,, ,„„,___.„,,,_. , _ ,,,,,,,,,..,, . .::::,„ o aCiXC-. .............. 6068 GD .,,,,,,,,,,,„:„,,,,,,,,,,,„„, , , ,: „, , ,,,,,,, �I Cu, , ,.., � Q}moi I! 1 KITCHEN a - •-0:M3-0' ,. b I36 rAN sAS=I FLac DINING AREA wWINSa�L _R IrR5.5.EC5 GREAT ROOM 12`.0.-`X13'-0.' I q; I6-0'X'5-0' 6'-0'X-1'-ro' in! EA NG ISLAND i I ' 'i v [V 10'-5` 5'-2,' 1/\\ 11!Ii: ii;li E ' PANTRY_ 1 i i 4 7 I O rINRATED COCK ® a m ; EL CLO ING :5.1 e - s � Y4b v � iA. a'FC _ARD- t! , - o — rA,T G rac L. VGC25 524 4IFU5.-PER" �; I ! I i IA'6R u5E CREl!T 36 ' —. _ ._ ' " — 2 CAR GARAGE 4 _408 — 20-0'X2`0-0' POIU"pE fio riN— iti, Ni -'--(;.© -(.‘t1 1 1 I 1, tie, O; B._CI\G IV ✓vE a 1 -_ __-- ENTRY PORCHH ! . 160'0 CI-0 6. '1`-- $''' :-, . -'' ,, . `i -- I R P..-.I.5 r o {1 j (FC5T4 IFCE R U �G I4E 16CvE , I EJ \G_ c SOY,yo I I I 1 i ! I f I ! I 2 2 10 3 f I3'.4. / 7 ! C ! — — 16 r —K? 0 K 3'4' T'.T' 1 5'.5' ! 70_0. 7.-o.0, 36'-0' --F— — -- _. -- d MAIN FLOOR PLAN C) 2018 Level Design, LLC. - . ---___________-_ _.- SCALE: 1/4" =1'-0" - ALL DOOR/WINDOW HEADERS TO BE Ax1O DF+2 AT 2x6 BEARING WALLS,U.N.O.,0'-0" MAX.SPAN AI I f1/1Ftri,i IIIkIr 111 Li-At'1Z04 T/1 O.t A..IT flIs; AT 'Jv A 4.0%\GIM/ 1 Al ( C. II NI I-} .,'_r"Si A Y am AM Two Story Wind to Diaphragm Wind Upper Plate Height 8.1 Roof 8 Main Plate Height 9 Walls 12.8 Floor Depth 1 Diaphragm Roof Ht. Wind Load Length Total Load 1-2 Roof 7.5 0.0 111.8 36.0 4026.2 Upper 122.2 36.0 4400.6 SUM 8426.9 Roof Ht. Wind Load Length Total Load A-B Roof 1 4.0 111.0 35.0 3886,4 Upper 0 122.2 35.0 4278.4 SUM 8164.8 ., . /$ t (i r ,j. )' ,Y, `'o .5` Ilion0,0 1 i .t# Ii, : Z4,4!1, z viA,a,/ 064:0 /-I V , 6 .? 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H •rl 0 0 N 10 4 M HH gl d' H '0 1 to 0 ra 7r 0,000 ri 0 , MO O • 44 U .MN-I,-I N r r-I ri CO l0 t0 CO to H II II 11 H o O O o 0 HI H H H i to O O O 00000 . .0 SC SC k k 00 00 00 00 0 U N N M M • • •y N N N N M O M a•q' ri H H HI d'N d'O M . W (044 N N o0) o0) rnrn 0 H ri AA R Q Nd' NI d• .-IN HI CO NI N a) CCI 4.3 a) N CO N CO I> 4-1 4i 44 4-1 4-1 Ob ra O cor1 N.-I u) a 0.4 r,4 PG 44 7. H H H N 0 W rA 0) Table 1., Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheartem(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 • 10 . 5 0.44 2.97 8 1,675 . 0.38 2.88 24 10 1,125 0.51 3.42 ),,,,,,,i Foundation for Wind or Seismic Loading(3,n,e,d) (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs - Extent of header with double portal frames(two braced wall panels)-- --.! --- -Extent of header with single portal frame--------.= (one braced wall panels) Header to jock-stud strop - -2'to 18'rough width of opening- per wind design min 1000 Ibf for single or double portal 1, on both sides of opening • T —--4 opposite opposite side of sheathing Pony i - i wall t height • j Min.3"x 11>1I4e netheader— t Fasten top plate to header _ with two rows of 16d " steel'header'not allowed �' jj sinker nails at 3"o.c.typ • Fasten sheathing to header with 8d common or 4 1 Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max ! total Header to jack-stud strap per wind design. .1., j I/ wall Min 1000 lbf on both sides of opening opposite ; t! height side of sheathing. ,i --- If needed,panel splice edges //i j shall occur over and be 10 °':--Min.double 2x4 framing covered with min 3/8" ( i nailed to common blocking max thick wood structural panel sheathing with • .;5_ a, I within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. I ":: :Iii I nailing is required in each pone)edge. I j -• Min length of panel per table 1 � .- -.— -Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) -Min double 2x4 post(king 4 ' and jack stud).Number of I I :,+- t-Min reinforcing of foundation,one#4 bar _ Jjj ! jack studs per IRC tables ---`- -L n top and bottom of footing.Lap bars 15'min. i' R502.5(1)&(2). jt L • Min footing size under opening is 12"x 12".A turned-down .----- — Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8'diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2•x 3/16"plate washer 2 0 2014 APA—The Engineered Wood Assnaation TYPICAL SHEAR WALL NOTES Use 5/8" dia.by 10" Anchor Bolts (AB's)with single plates and 5/8" dia.by 12" AB's with double and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing,shall be centered in the stud wall, and shall project through the bottom plate of the wall and have a 3x3x1/4 plate washer. There shall be a minimum of two bolts per piece of sill located not more than 12 inches or less than 4 inches end of each piece. Anchor bolts to be galvanized per the below requirement (Fasteners in contact with pressure treated lumber). At existing foundation use 5/8" diameter Simpson Titen HG bolts with minimum of 4" embedment into the existing concrete. All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior exposure glue and span rated"SR 24/0"or better. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. All nails shall be 8d or 10d common(8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If 10d common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. Hold downs are Simpson"Strong Tie" and shall be installed per the manufacture's recommendation. Equivalent hold downs by United Steel Products Company"Kant-Sag"that have ICBO approval can be substituted in place of Simpson hold downs. All floor systems must be blocked solid below member that the hold down is attached to. This block should be equal to or larger than the member the hold down is attached to and be placed as a"squash block". All double and triple studs shall glued and nailed together with 10d's at 3" o.c. for each layer. All 4x studs are to be#2 DF and all 6x studs are to be#1 DF when used for hold downs and shear walls. FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER All fasteners including nuts and washers in contract with pressure treated lumber shall be hot-dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.10.5 of the 2015 IBC for additional information. ALL WALL STUDS AND ROOF TRUSS TOP CHORDS AND SECONDARY FRAMING LUMBER SHALL BE DOUG-FIR#2 OR BETTER. NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted otherwise. Nail all holes with 16d sinkers. Double studs may be use as a substitute for 3x nominal framing call out below. Studs MUST be glued and nailed together with (2) lines of 10d's at 3" on center staggered. Horizontal blocking for shear walls nailed with 8d's shall be minimum of 2x flat and shear walls nailed with 10d's shall be minimum of 3x flat. SHEAR WALL SCHEDULE sheathing nailed with 8d's at 6" on center all edges. HOLD DOWN SCHEDULE It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all structural framing. Anchor bolt to be located nearest the corner or opening at the end of the shear wall. All foundation vents to be a minimum of 12"off centerline of the anchor bolt on either side. Holdown stud to be coordinated with shear wall panel edge framing requirements. Larger stud size controls * For holdown anchor bolt embedment greater that foundation depth, thicken footing for 2'-0" either side of holdown anchor bolt to a depth that provides for 3" clear below the bottom of the anchor bolt. Provide (2) additional #4 x 3'-0"pieces of longitudinal rebar at this location. HDU2 attaches to concrete foundation with a Simpson SSTB 16. HDU2 attaches to double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood Screws in wall above. HDU5 attaches to concrete foundation with a Simpson SSTB 24. HDU5 attaches to double 2x studs or 4x or 6x stud with (14) Simpson SDS 1/4 X 3 Wood Screws in wall above. ( 1) FLOOR TO FLOOR STRAP MSTA 49 Simpson MSTA 49 is a floor to floor strap that is centered on the rim joist. The strap attaches to a minimum of a single stud in the wall above and below. Shear wall boundary member and Holdown member requirements will usually control member size. Install per Simpson's requirements. I I I ( i ; II I 1- 1 1 II ° =4-< ' !i I Ii it I11 I 11 I _4 i 1 ! I t._.. j i it 11 1 ( I ( i I I r- .-- I I ' .I ....iI 'i11 I i r it I i 11 11 i I I I 1 11 I i 1 1 1 i i is - 1} 1 I 1 II I j .. 'j i I 1 1 111 I 11 0 ( I 'i i if 1 1 I. I ifi 1 } i I i I ♦ ,,X i 1ii � w I 1 r i i i[Y + ' , 1 I' I tif.is Fj I r --> 11 .� f,d' it i � I!i , ( E- Ii If 11 I II Q1 il 1 1 I ( 1 Air : 1 I I i I .--A7F. 4-- 1 If 1I I 11 11 E li 1 i I `, I _ I J -I I • 1 ii + 1 I 1 I. \\I 4 . i�' t . ` I I Ir, ` `4 3 re ♦ j I . °/ I `4+: r I I _, ,Z----;—',-.':, 1 , I „-'.*: 3, -; -- c%; I I .<.,-4--_:-":-r r , , 1 1 A v� ROOF FRAMING PLAN __ -.__._ ____.___._. �___- SCALE: 1/4” =1'-0° - ALL BEAT 5 AND A1?SR5 70.5E4XS G^"r' AT 2x6 BEARNG JJ ALLS,UN.G..S-C'MAY..SPAN - ALL BEAT S AND 1-4=AGER5-0 B•E 42<5 D= "2 AT 2`2<4 ariAR NG UJ LLS.JN.C..S-C'MAX.SPAN - SHA;2 D ARE4S IN:^NCATE CVERERAMING 2X6 fs 24' C.C..+.N,C. Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:13 JUN 2019, 8:34AM Multi lSimple SFile w C:\Users\Harold\DOCUME-1\EN8f CA-1\Plan 1876-2.ec6 . pe p Beam Software copyright ENERCALC,INC.1983-2019,BUIld:10.18.12:81 1410-#.:IW 06908081, .' .: censee ` I` N- I 1 • Description : Roof Framing Wood Beam Design : A Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 klft,Trib=18.50 ft Design Summary D(0.2775)S(0.4625) Max fb/Fb Ratio = 0.678. 1 - tb:Actual : 905.05 psi at 2.500 ft in Span#1 Fb:Allowable: 1,335.02 psi Load Comb : +D+S+H .. . ;' 4x9 ,44 Max fv/FvRatio= 0.402: 1 46, 5.0 ft fv:Actual: 83.11 psi at 4.400 ft In Span#1 f Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.037 in Total Downward 0.059 in Left Support 0.69 1.16 Ratio 1631>240 Ratio 1019 >240 Right Support 0.69 1.16 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : B Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size : 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0,0250 klft,Trib=3.0 ft Design Summary D(.0 0450)SL o75°L. —.._..---___.--.-..--- Max fb/Fb Ratio = 0.070; 1 fb:Actual: 93.93 psi at 2.000 ft in Span# 1 Fb:Allowable: 1,337.03 psi Load Comb: +D+S+H =- Max fv/FvRatio= 0.048: 1 4 4x8 fv:Actual : 9.93 psi at 0.000 ft in Span#1 I 4.0 ft I Fv:Allowable: 207.00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) g L Lr S W E H Transient Downward 0.002 in Total Downward 0.004 in Left Support 0.09 0.15 Ratio 9999>240 Ratio 9999 >240 Right Support 0.09 0.15 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 In Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Decor: Title Block"selection. Title Block Line 6 Printed:13 JUN 2019, 8:34AM Multiple Simple Bearl File=C1Users1Harold\DOCUME-1\ENERCA-11P1an 1876-2.ec6 Software copyright ENERCALC,INC.1983-2019,Bu11d:10,18.12.31 . Lid # K*06008991 „ . :`-Z"...,,.-..e' 4 . , ;, , , Licensee PRECI N ,NE Rill IN, Wood Beam Design: C Calculations per NDS 2015,IBC 2015,CRC 2016,ASCE 7-10 BEAM Size : 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0,0250 k/ft,Trib=3.0 ft Design Summary Id 0.0450 s 0.0750 Max fb/Fb Ratio = 0.110: 1 1 - fb:Actual: 146.76 psi at 2.500 ft in Span#1 Fb:Allowable: 1,335.02 psi Load Comb: +D+S+H _ _ _ . , ; Max fv/FvRatio= 0.065: 1 4x8 5.0 ft fv:Actual: 13.48 psi at 4.400 ft in Span#1 Fv:Allowable: 207,00 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.006 in Total Downward 0.010 in Left Support 0.11 0.19 Ratio 9999>240 Ratio 6289 >240 Right Support 0.11 0.19 LC:S Only LC:+D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: F'` ,x'v `Yr' ''''R 4Z ., C- " i -I II i11! 1 ., I I ' 1.. Il II �' II 1 ! 11 I ( I 1 F, y ( ;� 11 1! I - �i I 1 i,.......4._.„1_,,A__1. $ F I I I 11 I I } """-.-1.-11---1-----4------4---1—.4.._,L, -_Y ( t - ( 1 1) 1.... 1 t..,. 1 ,..._..1_ i 1 i 2"""-�.�.,:::s_ _.. I ( is I 1 I 4 t ;1 ' 1 ( I I' i I 1 f I I I i } ✓ t I 1 I : 1 ( 1 -I I 1 i7�„,,,,,'2,,,:',.., 1 i 1 I 1 1 1 ` :{ I I 1 II il I I I - I 11 ( 1 ' .1 I� 1 11 O I II ( ;I MirgarM I I II II 4 I ( 11 Il ) 1111 �I 1L I 1 1 ..�•::� .,__r - ,( „ ,„, — � j 1 i III I ( rs s, `� ® i i I „j i 1�� �;-� II I ,` s# n gS:v ui 3 -- i 11 i 1 KZ � -i 1 ' 11 I 1 1 I n: L v 1 w3.. � I 1 I I11 � 1 U ( I ( ( II - i 1 1 11 I : .----fl --.,r ` n 1, I I I 40 j x” 1 I. I,% ,. ♦ < i I 1 r, -1 I 1 - 1 1 1 1 -1 ,- 1,i I r.jii. .,„ a —. v h, ._re`„„„ �J! `,J� f O T a_.arr UPPER FLOOR FRAMING PLAN __ __ _ SCALE: 1/41' 1'-0t Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu Item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:13 JUN 2019, 9:01AM Multiple�e 511 11 �@ Beam • File=C:\Users1Harold\DOCUME-1IENERCA-1\Plan 1875-2.ec.6 p p Software copyright ENERCALC,INC.1983-2019,Bulid10.18.12.31. kic:#;KW 06008091., _ . ` - , < . .. -.` ti - Licensee PRECISE ENGINEERING INC Description : Roof Framing Wood Beam Design : A Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size : 4x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=18,50 ft Unif Load: D=0.0960 k/ft,Trib=1.0 ft Unif Load: D=0.0220, L=0.040 k/ft,Trib=7.50 ft Design Summary n� 1� i�>rr Maxfb/Fb Ratio = 0.979; 1 _ _ fb:Actual : 1,201.33 psi at 3.000 ft in Span#1 ' Fb:Allowable: 1,227.30 psi ' ' Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.557: 1 4x10 ,14 fv:Actual: 115.24 psi at 5.240 ft in Span#1 6.0 ft Fv:Allowable: 207.00 psi Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) o L Lr s W E H Transient Downward 0.061 in Total Downward 0.088 in Left Support 1.62 0.90 1.39 Ratio 1189>360 Ratio 816 >360 Right Support 1.62 0.90 1.39 LC:+L+5 .C:+D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design B Calculations per NDS 2015,IBC 2015,CBC2016,ASCE 7-10- BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PrIl 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=18.50 ft Unif Load: D=0.0960 k/ft,Trib=1.0 ft Unif Load: D=0.0220, L=0.040 kilt,Trib=6.50 ft Design Summary Max fb/Fb Ratio = 0.620; 1 fb;Actual: 828.43 psi at 2.000 ft in Span#1 Fb:Allowable: 1,337.03 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio= 0.423: 1 YA,, 4x8 fv:Actual : 87.59 psi at 0,000 ft in Span#1 h 4.0 rt j Fv:Allowable: 207.00 psi Load Comb: +D+0.750L+0.750S+H Max Deflections Max Reactions (k) P L Lr S W E H Transient Downward 0.024 in Total Downward 0.034 in Left Support 1.03 0.52 0.93 Ratio 2040>360 Ratio '1392 >360 Right Support 1.03 0.52 0.93 LC:+L+S .C:+D+0.750L+0.750S+H Transient Upward 0.000 In Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:13 JUN 2019, 9:01AM Multiple Simple.Bearrl File=C:\Users\Harold\OOCUME-1\ENERCA-11Plan1876-2.ec6 Software copyright ENERCALC,INC.1983-2019,Bulld:10.18.12.31 Llle:# KW 069Q8Q,9,t _ -_ s ` . a 1 1,:',";,' f , :; Iticensee PRE sggNGINEEktIN,G;INc. Wood Beam Design : `c Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size : 1.75x11.875 VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb-Tension 2800 psi Fc-Pr!! 3000 psi Fv 285 psi Ebend-xx 2000 ksi Density 41.76 pcf Fb-Compr 2800 psi Fc-Perp 750 psi Ft 1950 psi Eminbend-xx:530120482 ksi Applied Loads Unif Load: D=0.0220, L=0.040 k/ft,Trib=11.50 ft Design Summary D 0 2530 J..(0.460).. Max fb/Fb Ratio = 0.380: 1 fb:Actual: 785.93 psi at 2.750 ft in Span#1 Fb:Allowable: 2,067.36 psi Load Comb: +D+L+H :•.' Max fv/FvRatio= 0.321 : 1 A 1.75x11.875 fv:Actual: 91.48 psi at 4.528 ft in Span#1 I 5.50 ft Fv:Allowable: 285.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) L Lr S W E H Transient Downward 0.019 in Total Downward 0.030 in Left Support 0.70 1.27 Ratio 3389>360 Ratio 2186 >360 Right Support 0.70 1.27 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design D Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size : 1.75x11.875,VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb-Tension 2,800.0 psi Fc-PrIl 3,000.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Density 41.760 pcf Fb-Compr 2,800.0 psi Fc-Perp 750.0 psi Ft 1,950.0 psi Eminbend-xx 1,036.83 ksi Applied Loads Unif Load: D=0.0220, L.=0.040 k/ft,Trib=6.0 ft Design Summary I Dco 1 szo�Leo zael Max fb/Fb Ratio = 0.198 1 fb:Actual: 410.05 psi at 2.750 ft in Span#1. Pb:Allowable: 2,067.36 psi Load Comb: +D+L+H .- Max fv/FvRatio= 0.167: 1 A 1.75x11.875 , fv:Actual: 47.73 psi at 4.528 ft in Span#1 I 5.50 ft i Fv:Allowable: 285.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) P L Lr s W E H Transient Downward 0.010 in Total Downward 0.016 in Left Support 0.36 0.66 Ratio 6497>360 Ratio 4191 >360 Right Support 0.36 0.66 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:13 JUN 2019, 9:01AM Multiple Simple Beam File=C:\Users\Harold1DOCUME--1\ENERCA-1\Plan 1876-2.ec6 . Software copyright ENERCALC,INC.1983-2019,Build:10.18.12.31 . Lic.#:KW-06008091: ;-: Licensee:PRECISE ENGINEgRING INC..: Wood Beam Design : E Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0220, L=0.040 k/ft,Trlb=4.750 ft Design Summary in(o:1045)!-10,100)_ Max fb/Fb Ratio = 0.111 : 1 fb:Actual: 129.67 psi at 1,500 ft in Span#1 „ Fb:Allowable: 1,165.38 psi Load Comb: +D+L+H <_ Max fv/FvRatio= 0.087: 1 A 4x8 , fv:Actual : 15.67 psi at 2.400 ft in Span#1 3.0 ft Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Li 8 W E LI Transient Downward 0.002 in Total Downward 0.003 in Left Support 0.16 0.29 Ratio 9999>360 Ratio 9999 >360 Right Support 0.16 0.29 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : F Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size : 5.5x9, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Unif Load: D=0.260, L=0.2080, S=0.1140 k/ft,Trib=1.0 ft Design Summary I Do 260)L(0 2080)S(0 1140 Max fb/Fb Ratio = 0.394: fb:Actual: 945.45 psi at 5.000 ft in Span#1 j ,; r : ?-'1'..`'.1 Fb:Allowable: 2,400.00 psi s,r .. ,-; ._.. _. Load Comb: +D+L+H i 5.5x9 Max fv/FvRatio= 0,228: 1 1 , 10.0 ft fv:Actual: 60.51 psi at 9.267 ft in Span#1 r 1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Li S W E H Transient Downward 0.121 in Total Downward 0.189 in Left Support 1.30 1.04 0.57 Ratio 990>240 Ratio 636 >240 Right Support 1.30 1.04 0.57 LC:+L+5 .C:+D+0.750L+0.7505+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:13 JUN 2019, 9:01AM Multiple Simple Beane File=C:\Users\Harold\DOCUME-1\ENERCA-11PIan,1876.2.ec6 Software copyright ENERCALC,INC,1983-2019,Bulld:10.18.12,31 06008091 License P DISE EN ,i E t Wood Beam Design : G Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size: 1.75x11.875,VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb-Tension 2800 psi Fc-Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi Density 41.76 pcf Fb-Compr 2800 psi Fc-Perp 750 psi Ft 1950 psi Eminbend-xx530120482 ksi Applied Loads Unit Load: D=0.0220, L=0,040 k/ft,Trib=1,330 ft Unit Load: D=0.0960 klft,5.50 to 11.0 ft,Trlb=1.0 ft Unif Load: D=0.0150, L=0.0250 k/ft,5.50 to 11,0 ft,Trib=3.0 ft Point: D=1.40, S=2.40 k @ 9.50 ft Design Summary Max fb/Fb Ratio = 0.203. 1 D(o 02o26.)i.t(o osa O-4b4P75o) fb:Actual: 653.15 psi at 9.000 ft in Span#1 x Fb:Allowable: 3,220.00 psi i Load Comb: +D+S+H . 7._ _ Max fv/FvRatio= 0,213: 1 I AA, 1.75x11.875 4.75x11.675 fv:Actual: 60.76 psi at 8.055 ft in Span#1 N 9.0 ft 1 2.0 ft Fv:Allowable: 285,00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L .r SW E H Transient Downward 0.027 in Total Downward 0.034 in Left Support 0.11 0.26 -0.13 Ratio 1752>360 Ratio 1428 >360 Right Support 2.39 0.74 2.53 LC:S Only LC:+D+S+H Transient Upward -0.022 in Total Upward -0.019 in Ratio 4210 Ratio 5714 LC:L Only LC:+D+S+H Wood Beam Design : . H Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size : 5.5x16.5, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 31.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 950.0 ksi Applied Loads Unif Load: D=0.0220, L=0.040 k/ft,0.0 ft to 8.0 ft,Trib=10.0 ft Unif Load: D=0,0960 k/ft,0,0 to 8.0 ft,Trib=1.0 ft Unif Load: D=0.0150, S=0.0250 k/ft,0.0 to 8.0 ft,Trib=18.50 ft Unif Load: D=0.2610, L=0.4850, S=0.080 k/ft,8.0 to 16.250 ft,Trib=1.0 ft Point: D=1.350, S=2.250 k @ 8.0 ft Design Summary Max fb/Fb Ratio = 0.799: 1D(0.2610) S(0,080) fb:Actual: 2,112.80 psi at 7.963 ft in Span#1 Fb:Allowable: 2,645.09 psi «. Load Comb: +D+0.750L+0.7505+H 5.6x16.5 Max fv/FvRatio= 0.476: 1 16.250 ft fv:Actual: 145.07 psi at 0.000 ft In Span#1 Fv:Allowable: 304.75 psi i Load Comb: +D+0.750L+0.7505+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.397 in Total Downward 0.534 in Left Support 4.81 3.43 4.10 Ratio 491>360 Ratio 364 >360 Right Support 3.44 3.77 2.51 LC:+L+S .C:+D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Boise Cascade Single 11-7/8" BCI®6000-1.8 DE I PASSE J01 (Joist) BC CALC®Member Report Dry I 2 spans I No cant. 116 OCS I Repetitive I Glued&nailed June 13, 2019 08:38:15 Build 7192 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Harold Hahnenkratt Code reports: ESR-1336 Company: Precise Engineering Inc ' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 121 -1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 [ 1 1 1 1 1 1 1 1 1 l i 1 1 1 1 111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 k 13-09-00 x k B1 B2 20 03-00 B3 Total Horizontal Product Length=34-00-00 Reaction Summary (Down/ Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1,4-1/4" • 425/142 68/0 B2, 5-1/2" 1424/0 342/0 B3,4-1/4" 589/29 134/0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Standard Load Unf.Area(Ib/ftx) L 00-00-00 34-00-00 Top 40 12 16 2 PART Unf.Area(Ib/ft2) L 00-00-00 34-00-00 Top 10 16 Controls Summa Value %Allowable Duration Case Location Pos.Moment 2958 ft-lbs 72.9% 100% 3 25-02-05 Neg.Moment -3092 ft-lbs 76.2% 100% 1 13-09-00 End Reaction 723 lbs 50.8% 100% 3 34-00-00 Int. Reaction 1766 lbs 60.9% 100% 1 13-09-00 End Shear 694 lbs 41.4% 100% 3 33-07-12 Cont.Shear 961 lbs 57.4% 100% 1 13-11-12 Total Load Deflection L/447(0.536") 80.6% n\a 3 24-04-06 Live Load Deflection L/539(0.444") 89.0% n\a 6 24-04-06 Total Neg. Defl. U999(-0.093") n\a n\a 3 08-05-01 Max Deft. 0.536" 53.6% n\a 3 24-04-06 Span/Depth 20.2 %Allow %Allow Bearing Supports Dim.(LxW) Value Support Member Material B1 Wall/Plate 4-1/4"x 2-5/16" 492 lbs 12.4% 34.6% Hem-Fir B2 Wall/Plate 5-1/2"x 2-5/16" 1766 lbs 22.2% 60.9% Douglas Fir B3 Wall/Plate 4-1/4"x 2-5/16" 723 lbs 18.2% 50.8% Hem-Fir BC FloorValue®Summary BC FloorValue®: Subfloor: 3/4"OSB, Glue+ Nail Minimum Enhanced Premium Subfloor Rating: Premium Controlling Location:23-08-12 Cautions Uplift of-74 lbs found at bearing B1. Page 1 of 2 Boise Cascade f Single 11-7/8" BCI®6000-1.8 DF PASSED J01 (Joist) BC CALC®Member Report Dry I 3 spans I R cant.116 OCS I Repetitive I Glued&nailed June 13,2019 08:40:32 Build 7192 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Harold Hahnenkratt Code reports: ESR-1336 Company: Precise Engineering Inc $ • - 1 1 . 1 1 • • 1 1 1 1 - 2 1 . 1 1 1 . 1 1 . 1 1 1 - 1 � , . . 1 1 - - . 1 1 - , 1 1 1 1 . 11 - 1 1 1 . . - 1 1 . 1 1 1 . 11 k k 13-09-00 20-03-00 01-00. BI B2 B3 Total Horizontal Product Length=35-00-00 Reaction Summary (Down/ Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1,4-1/4" 426/147 71 /0 2/0 B2, 5-1/2" 1440/0 329/0 0/8 B3, 3-1/2" 646/0 348/0 106/0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Standard Load Unf.Area(ib/ft2) L 00-00-00 35-00-00 Top 40 12 16 2 PART Unf.Area(Ib/ft2) L 00-00-00 35-00-00 Top 10 16 3 WALL Conc. Lin. (Ib/ft) L 35-00-00 35-00-00 Top 96 16 4 ROOF Conc. Lin. (lb/ft) L 35-00-00 35-00-00 Top 45 75 16 Controls Summary Value %Allowable Duration Case Location Pos.Moment 2951 ft-lbs 72.7% 100% 3 25-03-12 Neg. Moment -3118 ft-lbs 76.8% 100% 4 13-09-00 End Reaction 496 lbs 34.8% 100% 2 00-00-00 Int. Reaction 1769 lbs 61.0% 100% 4 13-09-00 End Shear 467 lbs 27.9% 100% 2 00-04-04 Cont. Shear 962 lbs 57.5% 100% 4 13-11-12 Total Load Deflection L/443(0.549") 81.3% n\a 3 24-05-11 Live Load Deflection L/519(0.468") 92.4% n\a 14 24-05-11 Total Neg. Defl. L/999(-0.094") n\a n\a 3 08-05-01 Max Defl. 0.549" 54.9% n1a 3 24-05-11 Cant. Max Defl. -0.08" n\a n\a 3 35-00-00 Span/Depth 20.5 %Allow %Allow Bearing Supports Dim.(LxW) Value Support Member Material B1 Wall/Plate 4-1/4"x 2-5/16" 496 lbs 12.5% 34.8% Hem-Fir B1 Uplift 76 lbs B2 Wall/Plate 5-1/2"x 2-5/16" 1769 lbs 22.3% 61.0% Douglas Fir B3 Wall/Plate 3-1/2"x 2-5/16" 994 lbs 19.7% 39.8% Douglas Fir BC FloorValue®Summary BC FloorValue®: Subfloor: 314"OSB,Glue+Nail Minimum Enhanced Premium Subfloor Rating: Premium Controlling Location:23-10-08 Page 1 of 2 Boise Cascade ....._ Single 11-718" BCI® 8000-1.8 DF PASSED JO1 (Joist) BC CALC®Member Report Dry I 3 spans I R cant. 116 PCS I Repetitive I Glued&nailed June 13,2019 08:42:52 Build 7192 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Harold Hahnenkratt Code reports: ESR-1336 Company: Precise Engineering Inc U 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 121 l l l l l l l l l l 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ltil 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 10.4 el MI k k k k 61 05-06-00 62 03-06-00 B3 02-00-00 Total Horizontal Product Length=11-00-00 Reaction Summary (Down/ Uplift) (lbs) Bearin. Live DeadSnow Wind Roof Live B1,4-1/4" 174/7 34/0 0/3 B2, 5-1/2" 344/0 0/17 0/49 B3, 3-1/2" 277/0 346/0 152/0 Load Summary Live Dead Snow Wind Roof PCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Standard Load Unf.Area(Ib/ft2) L 00-00-00 11-00-00 Top 40 12 16 2 PART Unf.Area(Ib/ft2) L 00-00-00 11-00-00 Top 10 16 3 WALL Conc. Lin.(lb/ft) L 11-00-00 11-00-00 Top 96 16 4 ROOF Conc. Lin. (Ib/ft) L 11-00-00 11-00-00 Top 45 75 16 Controls Summary Value %Allowable Duration Case Location Pos.Moment 205 ft-lbs 5.1% 100% 2 02-06-07 Neg.Moment -658 ft-lbs 14.1% 115% 7 09-00-00 End Reaction 208 lbs 14.6% 100% 2 00-00-00 Int. Reaction 624 lbs 24.9% 100% 5 09-00-00 End Shear 179 lbs 10.7% 100% 2 00-04-04 Cont.Shear 341 lbs 20.4% 100% 1 09-01-12 Total Load Deflection 2xL/1998(0.025") n\a n\a 8 11-00-00 Live Load Deflection 2xL/1998(0.009") n1a n\a 19 11-00-00 Total Neg. Defl. L/999(-0.002") n\a n\a 8 07-05-10 Max Defl. 0.006" n\a n\a 2 02-09-12 Cant. Max Defl. 0.025" n1a rile 8 11-00-00 Span/Depth 5,3 %Allow %Allow Bearing Supports Dim.(LxW) Value Support Member Material B1 Wall/Plate 4-1/4"x 2-5/16" 208 lbs 5.2% 14.6% Hem-Fir B2 Wall/Plate 5-1/2"x 2-5/16" 327 lbs 4.1% 11.3% Douglas Fir B3 Wall/Plate 3-1/2"x 2-5/16" 624 lbs 13.2% 24.9% Douglas Fir BC FloorValue®Summary BC FloorValue® , .� Subfloor: 3/4"OSB, Glue+Nail Minimum Enhanced Premium Subfloor Rating: Premium Controlling Location: 11-00-00 Cautions Uplift of-65 lbs found at bearing B2. Design assumes Top and Bottom flanges to be restrained. Page 1 of 2 I o, i T / i I 1 «` SLAB ON GRADE Q � I .7.;\r\"5 b -7- , .5` CRAWL SPACE _-: i'., till. 1 .....'------=-4 b,, 6'..6, 6,-,,, 'v."b,::&A, 0 70 e 1 E,. n •mli "-� 6.r x 1 F b y� a' 74,1 _. in • SLAB ON GRADE 1 c\ i\ 1, j7. 11. /0 ..,. - — — •, • A,V.'`..1.- I 4'-,5' '"g 11•_ /. P •a, SLAB ON GRADE 7 • ri k k k b ca I .._.oa ="t".,:-,b•X 5- ' 1 3 0: I -'-b' 5-b• 5.0 E ©1 I 'b 3 5. cc_ , .Z,.3 -. __...._. _...—. __.v—.._._._.._.3b �.__.._..._.._ ..— ._ _ X FOUNDATION/ FRAMING PLAN Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:13 JUN 2019, 9:39AM Multiple Simple Beam File=C:lUsers\Harald1D000ME'-1\ENERCA'"1\PIan1878-2,ec6 liir Software copyright ENERCALC,INC 9983-2019,Build 10.18.1.2.31 LiC;k KW Q6908o97 ,, i, t cTfii���C�7tiTd �[c� Description : MAIN FLOOR Wood Beam Design A Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0220, L=0.040 k/ft,Trib=7,50 ft Design Summary Di0 16502 L(0 30' Max fb/Fb Ratio = 0.821 : 1 fb:Actual : 961.12 psi at 3.250 ft in Span#1 -"`, 77 Fb:Allowable: 1,170.00 psi Load Comb: +D+L+H 4x8 Max fv/FvRatio= 0.407: 1 6.50 ft fv:Actual : 73.25 psi at 0.000 ft in Span#1 I- ; Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.068 in Total Downward 0.106 in Left Support 0.54 0.98 Ratio 1145>240 Ratio 738 >240 Right Support 0.54 0.98 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : B Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0220, L=0.040 klft,Trib=6,50 ft Unif Load: D=0.0220, L=0.040 klft,Trib=4.50 ft Unif Load: D=0.090 klft,Trib=1,0 ft Design Summary Max fb/Fb Ratio = . _____:_NCI ;' 2W_1r 6)__::,_:_-__:::__::_ ::::::::::.::::::::::::::::; 0.976: 1 fb:Actual : 1,142.46 psi at 2.750 ft in Span#1 Fb:Allowable: 1,170.00 psi Load Comb: +D+L+H Ark,. 4x8 Max fv/FvRatio= 0.548: 1 5.50 ft fv:Actual: 98.72 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.051 in Total Downward 0.090 in Left Support 0.91 1.21 Ratio 1288>240 Ratio 734 >240 Right Support 0.91 1.21 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0,000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:13 JUN 2019, 9:39AM Rnrg A14 •l Swrr�ple Beo-�111 File C\Users\Harold\DOCUME-1IENERCA 11Plan18162.ec8 Software copyright ENERCALC,INC 1983-2019,Build:1.018 12.31 • KW-08008091 kcensee i CIS EN . Wood Beam Design C Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10 BEAM Size: 1.75x9.5,VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations,Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb-Tension 2800 psi Fc-Prll 3000 psi Fv 285 psi Ebend-xx 2000 ksi Density 41.76 pcf Fb-Compr 2800 psi Fc-Perp 750 psi Ft 1950 psi Eminbend-xx530120482 ksi Applied Loads Unif Load: D=0.0220, L=0.040 k/ft,Trib=2.670 ft Design Summary Max fb/Fb Ratio = 0.337; 1 o(o:o5874)i_(o 1 os8) _ fb:Actual: 943.32 psi at 5.000 ft in Span#1 Fb:Allowable: 2,800.00 psi Load Comb: +D+L+H 1.75x9.5 Max fv/FvRatio= 0.222: 1 10.0 ft fv:Actual: 63.23 psi at 9.233 ft in Span#1 14 Fv:Allowable: 285.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.097 in Total Downward 0.150 in Left Support 0.29 0.53 Ratio 1242>360 Ratio 801 >360 Right Support 0.29 0.53 LC:L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Boise Cascade Single 9-1/2" BCI®5000-1.7 DF PASSED J02(Joist) BC CALL®Member Report Dry I 1 span I No cant. 116 OCS I Repetitive I Glued&nailed June 13, 2019 09:31:33 Build 7192 Job name: File name: Address: Description: City,State, Zip: Specifier: Customer: Designer: Harold Hahnenkratt Code reports: ESR-1336 Company: Precise Engineering Inc 11 i 1 l 1 1 1 1 1 1 1 1 1 1 1 121 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 / 1 1 1 1 1 1 1 1 1 + 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 k k B 1 09-00.00 B2 Total Horizontal Product Length=09-00-00 Reaction Summary(Down/ Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1,4-1/4" 300/0 72/0 B2,4-1/4" 300/0 72/ Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Standard Load Unf.Area(Ib/ft2) L 00-00-00 09-00-00 Top 40 12 16 2 PART Unf.Area(Ib/ft2) L 00-00-00 09-00-00 Top 10 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 732 ft-lbs 29.8% 100% 1 04-06-00 End Reaction 372 lbs 33.1% 100% 1 00-00-00 End Shear 343 lbs 23.2% 100% 1 00-04-04 Total Load Deflection L/999(0.058") n\a n\a 1 04-06-00 Live Load Deflection L/999(0.047") n\a n\a 2 04-06-00 Max Defl. 0.058" n\a n\a 1 04-06-00 Span/Depth 10.6 %Allow %Allow Bearing Supports Dim.(LxW) Value Support Member Material B1 Wall/Plate 4-1/4"x 2" 372 lbs 10.8% 33.1% Hem-Fir B2 Wall/Plate 4-1/4"x 2" 372 lbs 10.8% 33.1% Hem-Fir BC FloorValue®Summary Disclosure BC FloorValue® ': Subfloor: 3/4"OSB, Glue+Nail Minimum Enhanced Premium Subfloor Rating: Premium Use of the Boise Cascade Software is subject to the terms of the End User Controlling Location: 04-06-00 License Agreement(EULA). Completeness and accuracy of input Notes must be reviewed and verified by a qualified engineer or other appropriate Design meets User specified(L/360)Total load deflection criteria. expert to assure its adequacy,prior to Design meets User specified(L/480) Live load deflection criteria. anyone relying on such output as Design meets arbitrary(1")Maximum Total load deflection criteria. evidence of suitability for a particular application.The output here is based on Calculations assume member is fully braced. building code-accepted design BC CALC®analysis is based on IBC 2015. properties and analysis methods. Composite El value based on 3/4"thick OSB sheathing glued and nailed to member. Installation of Boise Cascade Design based on Dry Service Condition. engineered wood products must be In accordance with current Installation Guide and applicable building codes.To obtain Installation Guide or ask questions,please call(800)232-0788 before installation. BC CALC®,BC FRAMER®,AJSTM, ALLJOIST®,BC RIM BOARDTM,BCI®, BOISE GLULAMTM,BC FloorValue®, VERSA-LAM®,VERSA-RIM PLUS®, Page 1 of 1 FT k- MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 2587364 Reviewed For Code Compliance Yelm Creek Estates/ 1876-2 plan Approved by the City of Yelm Stephen Scott 02/01/2021 1 : :12 AM The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Builders FirstSource(Arlington,WA). Pages or sheets covered by this seal: K8879626 thru K8879644 My license renewal date for the state of Washington is September 28, 2021. &JUNG V WAStiti O "d, 4, 54074 c w� d,' !STV. Ss* AV .41161111111.". MOW 4111111111, January 14,2021 Zhao,Xiaoming IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879626 2587364 A01 GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:18 2021 Page 1 ID:Hk?yF8FjLQCKODOILQM 1 hwz4icl-U8mppzeEwMvhW 1 MNMgnWrY_hy04Ozn5jgWeBsVzvQ2F -1-6-0 5-7-3 10-6-10 15-6-0 17-0-0 20-5-6 25-4-13 33-6-8 1-6-0 5-7-34-11-6 4-11-6 1-6-0 3-5-6 4-11-6 8-1-11 Scale=1:59.6 5.00 112 4x4= 5x8= 6 7 a. 9 10x10 3x6 s 13 e� 12 3x4 5 8, 4 14 15 ', IIIIIIIrgl18 3lit 20 ® vA 4 22 4., 5X8 2 dI1 � �, � :�� I v o ma ErlifillaZ 7 J 28 27 26 25 8 3x8= 3x4 -= 3x4 = 3x6= 6x10 = 3x4= 24 3x8 8-0-14 8r9-1 15-11-4 7-0-q 22-11-2 25-2-2 30-10-0 33-6-8 8-0-14 d-9- 7-1-6 -0-12 5-11-2 2-3-0 5-7-14 2-8-8 Plate Offsets(X,Y)-- [2:0-4-2,0-1-8],[6:0-3-14,Edge],[11:0-5-0,0-3-0],[23:0-0-0,0-1-0],[23:0-2-9,Edge],[24:0-4-15,0-2-9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) 0.21 26-28 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.34 26-28 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.13 23 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:170 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins. 6-24:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-6-0 oc bracing. BOT CHORD 2x4 HF No.2 JOINTS 1 Brace at Jt(s):11,17,10,13,21 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 WEDGE Right:2x4 HF No.2 REACTIONS. All bearings 3-0-0 except(jt=length)2=0-5-8. (Ib)- Max Horz 2=99(LC 32) Max Uplift All uplift 100 lb or less at joint(s)except 2=-477(LC 10),24=-473(LC 11) Max Gray All reactions 250 lb or less at joint(s)23 except 2=1505(LC 1),24=1452(LC 1),24=1452(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2996/1114,3-4=-2792/1106,4-6=-2222/1116,6-7=-510/258,7-9=-545/255, 9-12=-551/231,12-14=-549/208,14-15=-558/187,15-18=-554/161,18-20=-540/135, 20-22=-590/121,22-23=-487/82,6-8=-1842/1023,8-10=-1757/976,10-11=-1788/982, 11-13=-2154/885,13-16=-2182/893,16-17=-2221/910,17-19=-2303/944, 19-21=-2350/961,21-24=-2345/966 BOT CHORD 2-28=-1058/2746,26-28=-1021/2441,25-26=-927/2365,24-25=-929/2614,23-24=-62/428 WEBS 11-26=-684/146,11-25=-23/364,17-25=-317/136,4-26=-700/115,4-28=-12/414, 3-28=-312/132,6-26=-766/1330,22-24=-316/97 NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) 0'4%1NG Zi gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4 WAS r "lO 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry r� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. i'r"e . ;›\ 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ' 1 4)Unbalanced snow loads have been considered for this design. ✓ 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs a non-concurrent with other live loads. , ." 6)All plates are 2x4 MT20 unless otherwise indicated. .et, 44' 7)Gable studs spaced at 2-0-0 oc. `6., jac 54074,,<_)//,,,4,, 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. f'rSTE, „� 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ” TONAL' i will fit between the bottom chord and any other members. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 477 lb uplift at joint 2 and 473 lb uplift at joint 24. January 14,2021 •. '•r,4 ai re.resentation does not de.ict the size or the orientation of the.urlin alon.the to.and/or bottom chord. � rir�rirrrrrrrtrrrr«rfrrir�»r�rirrrir�rir�iir�rir�rirriir�ii��rir�iir�rir�rirrrirr�, ]����yGivrvrrarfftrrm vf�iai��o��iviariaitioiuioiriii�ioi�ioi�ioiriiiuioi�iaiuioiviiiv l WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879626 2587364 A01 GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:18 2021 Page 2 ID:Hk?yF8FjLQCKODOILQM 1 hwz4icl-U8mppzeEwMvhW 1 MNMgnWrY_hy04Ozn5jgWeBsVzvQ2F NOTES- 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)258 lb down and 213 lb up at 15-11-4,and 618 lb down and 626 lb up at 15-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=-70,6-7=-70,7-23=-70,2-23=-16 Concentrated Loads(Ib) Vert:26=-89(F=-28,B=-61) W t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ®® fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879627 2587364 A02 COMMON 9 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:19 2021 Page 1 I D:H k?yF8 Fj LQCKODOI LQM 1 hwz4icl-yKKB 1 Jftgg 1 Y8BxZwXI IOIXoLQPDiCNt3AN I PxzvQ2 E -1-6-0 5-1-9 8-6-2 12-1-5 16-0-0 17-0-918-7-121 21-10-11 28-10-7 33-6-8 1-6-0 5-1-9 3-4-9 3-7-3 3-10-11 1-0-0 1-7-12 1 3-2-15 1 6-11-12 4-8-1 Scale=1:57.1 3.6 � 5 4x4= 5.00 12 6 le 3x4 3x4 7 ork :V 15 15 3x6 48 00111111111111.11 `,..72 1.5x4 1.5x4 i 3 i40 9 10100.. 10 2 q)1 Y ® Ill !0 u, 0 7 a 14 12 11 3x8 = 13 5x8= 3x4 = 3x8= 3x6= 3x4= 8-6-2 16-0-0 17-0-9 18-7-12 25-5-14 28-10-7 33-6-8 8-6-2 7-5-14 1-0-0 1-7-12 6-10-2 3-4-9 4-8-1 Plate Offsets(X,Y)-- [2:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.22 13-14 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.42 13-14 >943 240 TCDL 10.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.14 10 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:132 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 WEDGE Right:2x4 HF No.2 REACTIONS. (size) 2=0-5-8,10=Mechanical Max Horz 2=99(LC 10) Max Uplift 2=-64(LC 10),10=-41(LC 11) Max Gray 2=1551(LC 1),10=1424(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3101/121,3-5=-2715/73,5-6=-1899/72,6-7=-1899/73,7-9=-2656/75, 9-10=-2968/121 BOT CHORD 2-14=-157/2787,13-14=-49/2170,11-13=0/2147,10-11=-73/2651 WEBS 9-11=-333/136,5-13=-823/129,5-14=0/461,3-14=-427/137,7-11=0/415,6-13=-12/1141, 7-13=-816/130 NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0-MING Zi 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •i„ WAS LI "� will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. ',A 610Q:,,. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 64 lb uplift at joint 2 and 41 lb uplift at ,� 4 ,,, joint 10. �.,iiir s ° 4, 54074 fa, (:).4,2, .crsTE.92' " z0NAL' January 14,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879628 2587364 A03 Common 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:20 2021 Page 1 ID:Hk?yF8FjLQCKODOILQM1 hwz4icl-QWtaEegVR_9OmLWIUFp_wz3ySpk2RfA01p7lxNzvQ2D -1-6-0 5-1-9 12-1-5 17-0-0 21-10-11 28-10-7 34-0-0 1-6-0 5-1-9 6-11-12 4-10-11 4-10-11 6-11-12 5-1-9 Scale=1:57.9 4x4= 5.00 12 6 3x4 3x4 3x6 5 7 1516 3x6 4 8 0.4 u? 1.5x4 1.5x4 i 6_ 3 9 10 2 14 17 12 11 3x8= i3 3x8= 3x4= 3x8= 5x8 WB= 3x4 = 8-6-2 17-0-0 25-5-14 28-10-7 34-0-0 8-6-2 8-5-14 8-5-14 3-4-9 5-1-9 Plate Offsets(X,Y)-- [2:0-4-2,0-1-8],[10:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) 0.60 13-14 >674 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0.63 13-14 >634 240 TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.15 10 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:133 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 3-0-2 oc bracing. WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. (size) 2=0-5-8,10=0-5-8 Max Horz 2=99(LC 32) Max Uplift 2=-418(LC 10),10=-355(LC 11) Max Gray 2=1609(LC 1),10=1477(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3247/1012,3-5=-2864/989,5-6=-2122/913,6-7=-2121/912,7-9=-2866/835, 9-10=-3249/876 BOT CHORD 2-14=-967/2919,13-14=-854/2350,11-13=-710/2302,10-11=-764/2940 WEBS 9-11=-444/158,5-13=-832/172,7-13=-852/177,5-14=-54/463,3-14=-421/180, 7-11=-65/465,6-13=-657/1398 NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 Z will fit between the bottom chord and any other members. . ,v WASxj O 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 418 lb uplift at joint 2 and 355 lb uplift at O 74r joint 10. ,, I 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)398 lb down and 313 lb up at «° 15-11-4,and 268 lb down and 362 lb up at 15-11-4 on bottom chord. The design/selection of such connection device(s)is the 4100,� responsibility of others. 4A. INIP" 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ° LOAD CASE(S) Standard o 4, 54074 W� qv 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 �;' GrSTgR ' Uniform Loads(plf) SIGNAL''' Vert:1-6=-70,6-10=-70,2-10=-16 January 14,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Mil,, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879628 2587364 A03 Common 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:20 2021 Page 2 ID:Hk?yF8FjLQCKODOILQM1 hwz4icl-QWtaEegVR_9OmLWIUFp_wz3ySpk2RfA01p7lxNzvQ2D LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:17=-81(F=-42,B=-39) W t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ®® fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879629 2587364 A04 Common 4 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:21 2021 Page 1 I D:H k?yF8 Fj LQCKODOI LQM 1 hwz4icl-uj RyS_h7CH H FN V5y1 yKDTAc7?D5 FA6MAWTsrTgzvQ2C -1-6-0 I 5-1-9 12-1-5 17-0-0 21-10-11 28-10-7 34-0-0 35-6-0 1-6-0 5-1-9 6-11-12 4-10-11 4-10-11 6-11-12 5-1-9 1-6-0 Scale=1:59.3 4x4 = 5.00 12 6 sa 3x4 3x4 3x6 5 7 16r. 17 3x6 4 8 L'? 1.5x4 1.5x4-:--- , 3 9 2 ....ggillIlIllIllIllIllihi._ 10 ?I1 U 11I 0 7 15 18 13 12 3x8= 14 3x8= 3x4= 3x8 = 4x6 = 3x4 = 8-6-2 17-0-0 25-5-14 28-10-7 34-0-0 8-6-2 8-5-14 8-5-14 3-4-9 5-1-9 Plate Offsets(X,Y)-- [2:0-4-2,0-1-8],[10:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) 0.45 14-15 >889 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.52 14-15 >767 240 TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.16 10 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:134 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 5-7-15 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (size) 10=0-5-8,2=0-5-8 Max Horz 2=-92(LC 29) Max Uplift 10=-280(LC 11),2=-309(LC 10) Max Gray 10=1620(LC 1),2=1627(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3292/738,3-5=-2911/707,5-6=-2082/654,6-7=-2082/653,7-9=-2882/596, 9-10=-3266/638 BOT CHORD 2-15=-710/2960,14-15=-599/2344,12-14=-466/2333,10-12=-531/2937 WEBS 9-12=-423/149,5-14=-856/159,7-14=-840/160,5-15=-32/465,3-15=-419/166, 7-12=-35/457,6-14=-458/1282 NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. mPNUNG Z 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 280 lb uplift at joint 10 and 309 lb uplift WASxj O at joint 2. O 147 . 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down and 260 lb up at + C'j 15-11-4,and 258 lb down and 213 lb up at 15-11-4 on bottom chord. The design/selection of such connection device(s)is the �; responsibility of others. ...4✓ 1 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). w.1111/0 r LOAD CASE(S) Standard icl� 54074 W� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 1) ,ip24, 540rs 74 ' Uniform Loads(plf) Vert:1-6=-70,6-11=-70,2-10=-16 SIGNAL''''' Concentrated Loads(Ib) Vert:18=-121(F=-60,B=-61) January 14,2021 W 9 mit WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879630 2587364 A05 Common 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:23 2021 Page 1 ID:Hk?yF8FjLQCKODOILQM1 hwz4icl-g5ZitgiNkvXzdoFK9NNhYbhTg11CeiuS_nLyYizvQ2A -1-6-0 I 5-1-9 12-1-5 17-0-0 21-10-11 28-10-7 34-0-0 1-6-0 5-1-9 6-11-12 4-10-11 4-10-11 6-11-12 5-1-9 Scale=1:57.9 4x4= 5.00 12 6 El 0 3x4 3x4 3x6 5 7 1516 3x6 4 8 0.4 00 114, u? 1.5x4 1.5x4 i 6_ 3 9 10 2 d 1 ra ® El I v ®., 14 17 12 11 ® o 3x8= i3 3x8= 3x4= 3x8= 4x6= 3x4 = 8-6-2 17-0-0 25-5-14 28-10-7 34-0-0 8-6-2 8-5-14 8-5-14 3-4-9 5-1-9 Plate Offsets(X,Y)-- [2:0-4-2,0-1-8],[10:0-4-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) 0.30 13-14 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.49 13-14 >828 240 TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.15 10 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:132 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (size) 10=0-5-8,2=0-5-8 Max Horz 2=99(LC 10) Max Uplift 10=-162(LC 11),2=-199(LC 10) Max Gray 10=1467(LC 1),2=1598(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3219/461,3-5=-2835/422,5-6=-2013/394,6-7=-2013/393,7-9=-2842/367, 9-10=-3226/414 BOT CHORD 2-14=-466/2894,13-14=-356/2278,11-13=-250/2279,10-11=-342/2919 WEBS 9-11=-445/146,5-13=-831/145,7-13=-854/144,5-14=-9/463,3-14=-422/149, 7-11=-9/465,6-13=-259/1228 NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 013dUNG Z 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 162 lb uplift at joint 10 and 199 lb uplift ''''' WAs at joint 2. O 4c e 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down and 260 lb up at ., Q..› ° 15-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ... Ar IL LOAD CASE(S) Standard lir 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 "d 4,4" Uniform Loads(plf) 11;_,, 4,,,54074 Vert:1-6=-70,6-10=-70,2-10=-16 7S a _ Concentrated Loads(Ib) �U'`�IONAL Vert:17=-60(F) January 14,2021 W 9 mit WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879631 2587364 A07 GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:24 2021 Page 1 ID:Hk?yF8FjLQCKODOILQM1 hwz4icl-117440j?VCfgEygXj5uw5pEmmRFUNekcCR5V48zvQ29 -1-6-0 I 17-0-0 33-6-8 1-6-0 17-0-0 16-6-8 Scale=1:58.6 3x6 = 5.00 12 11 12 13 4 14 10 9 9 9 9 15 3x6 9 1-6-4 8 41 9 F 4-0-0 1 2 16 3x6 7 2 9 17 18 6 I► r. 5 °v 19 4 9 9 20 S 9 21 -I' 22 .11.1 - G P P L r.I q x. x o ...'. X X.'..... X X :N..'.. X }..... X }.. .h..'... }.. k......).. X X..'..... }.. }......)... k N..'..... }.. }.. }.:.. k k..... X }.. X..'.. }.. k .).. }.... }.. }.. .).. k .... }.. }..�htl 3x4— 3x4_ 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x6= 3x6 = 3x8 33-6-8 33-6-8 Plate Offsets(X,Y)-- [12:0-3-0,Edge],[22:0-0-0,0-1-0],[22:0-2-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.00 1 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(CT) 0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 22 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:158 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 WEDGE Right:2x4 HF No.2 REACTIONS. All bearings 33-6-8. (Ib)- Max Horz 2=99(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,33,34,36,37,38,39,40,30,29,27,26,25,24,23 Max Gray All reactions 250 lb or less at joint(s)32,31,33,34,36,37,38,39,40,30,27,26,25,22,24, 23 except 2=285(LC 16),29=255(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc 0-MING Z 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •1,„ WAS 4,-, LI 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O 1:4 will fit between the bottom chord and any other members. �;, ',.,,. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,33,34,36,37, ; 38,39,40,30,29,27,26,25,24,23. V , i 7 4, 54074 ' o 'GrsTE,�2' -"S/ONAL' January 14,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879632 2587364 B01 GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:26 2021 Page 1 I D:H k?yF8Fj LQCKO DOI LQM 1 hwz4icl-FgFrV i IG 1 gvYUGzvq VwOAEJ 1 wEp5rTOvglacB l zvQ27 17-0-5 -1-6-0 6-11-11 12-0-0 15-0-0 Its-0-0 24-0-0 25-6-0 1-6-0 6-11-11 5-0-5 3-0-0 1-0-0 1-0-5 6-11-11 1-6-0 Scale=1:55.1 3x6 = 5.00 112 6 8 10 5x8 = mu 3x6 1ljPi8iiit AN. 198 20h 2 ,, ., 21 iii mai I. 22)4 ® 26 25 - - -LrxXY< tX,(22,(22y2 2,22 22 ''�i d 3x6 = 5x8— 3x4—3x4 = 5x8 = 24 23 3x4 8-4-1 15-7-15 23-6-8 24-0r0 8-4-1 7-3-13 7-10-9 0I-5-$ Plate Offsets(X,Y)-- [5:0-3-14,Edge],[8:0-3-0,Edge],[24:0-2-8,0-2-12],[25:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.13 2-26 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.28 2-26 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.07 21 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:152 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins. 5-24:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. BOT CHORD 2x4 HF No.2 JOINTS 1 Brace at Jt(s):11,7,15,17 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. All bearings 7-5-8 except(jt=length)2=0-5-8. (Ib)- Max Horz 2=-85(LC 30) Max Uplift All uplift 100 lb or less at joint(s)21,23 except 2=-339(LC 10),24=-441(LC 11) Max Gray All reactions 250 lb or less at joint(s)23 except 2=1235(LC 17),21=390(LC 18),24=1196(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2207/775,3-5=-1999/794,5-6=-341/280,8-10=-286/264,10-12=-319/270, 12-14=-323/245,14-18=-337/233,18-19=-373/219,19-20=-362/198,20-21=-424/187, 5-7=-1791/959,7-9=-1781/935,9-11=-1788/912,11-13=-1798/907,13-15=-1838/912, 15-17=-1868/916,17-24=-1884/919 BOT CHORD 2-26=-725/1944,25-26=-665/1510,24-25=-973/2051,23-24=-139/368,21-23=-139/368 WEBS 5-27=-660/902,25-27=-734/970,11-25=-479/185,5-26=-56/627,3-26=-398/130 NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.0psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 01AING Z,/,. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs WAS non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. '`ti / h C:) 7)Gable studs spaced at 2-0-0 oc. ,'1.:L 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ° joif, 2/% 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide _' r. will fit between the bottom chord and any other members. 0.... 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)21,23 except .rd (jt=lb)2=339,24=441. `P(j 4, 54074_ 4a 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • ' f'rSTE' C',, 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)618 lb down and 626 lb up at " iONAL'�; Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879632 2587364 B01 GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:26 2021 Page 2 I D:H k?yF8Fj LQCKO DOI LQM 1 hwz4icl-FgFrV i IG 1 gvYUGzvq VwOAEJ 1 wEp5rTOvglacB l zvQ27 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-70,5-8=-70,2-21=-16,8-22=-70 Concentrated Loads(Ib) Vert:25=-70(F=-42,B=-28) W t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ®® fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879633 2587364 B02 COMMON 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:27 2021 Page 1 ID:Hk?yF8FjLQCKODOILQM1 hwz4icl-jtoDi2luo71 P5QY5ODRdiRsEte8Fam12vPJAhTzvQ26 -1-6-0 5-7-3 10-6-10 15-6-0 20-5-6 25-4-13 31-0-0 132-6-0 1-6-0 5-7-3 4-11-6 4-11-6 4-11-6 4-11-6 5-7-3 1-6-0 Scale=1:54.5 4x6 = 5 5.00 12 3x4 3x4 4 6 20 21 2x4�� 2x4 0/ 1111.1111111111111111111111 3 7 4287 so 2 8 ?I1 �! �® 9 17;- 8 a o ' c o 13 12 11 10 ` 3x4= 4x6= 6x10 = 3x4 = 3x8= 3x8= 8-0-14 15-6-0 151-11-4 22-11-2 31-0-0 8-0-14 7-5-2 0-5-4 6-11-14 8-0-14 Plate Offsets(X,Y)-- [2:0-8-0,0-0-10],[8:0-8-0,0-0-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.31 11 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.38 11-13 >974 240 TCDL 10.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.12 8 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-MS Weight:120 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-10 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 4-6-13 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (size) 2=0-5-8,8=0-5-8 Max Horz 2=-85(LC 29) Max Uplift 2=-663(LC 10),8=-699(LC 11) Max Gray 2=1544(LC 35),8=1572(LC 34) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3353/1632,3-4=-3137/1619,4-5=-2521/1635,5-6=-2648/1721,6-7=-3203/1713, 7-8=-3409/1726 BOT CHORD 2-13=-1527/3104,11-13=-1478/2735,10-11=-1478/2778,8-10=-1528/3128 WEBS 6-11=-779/121,6-10=-16/429,7-10=-376/115,4-11=-821/120,4-13=-7/445, 3-13=-375/115,5-11=-1239/1720 NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 0NG Z 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) WAS, O 2=663,8=699. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)618 lb down and 626 lb up at iirerr G'e\ 15-11-4,and 618 lb down and 626 lb up at 15-11-4 on bottom chord. The design/selection of such connection device(s)is the * O responsibility of others. -- 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1 I LOAD CASE(S) Standard "d� 540'74 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 G> 4',54074 ' Uniform Loads(plf) Vert:1-5=-70,5-9=-70,14-17=-16 SIGNAL''' Concentrated Loads(Ib) Vert:11=-56(F=-28,B=-28) January 14,2021 0 0 mit WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879634 2587364 BP1 Flat 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:27 2021 Page 1 I D:H k?yF8 Fj LQCKODOI LQM 1 hwz4icl-jtoD ill uo71 P5QY5OD Rd i RsLdeJZa?y2vPJAhTzvQ26 1-4-8 1-4-8 Scale=1:21.7 1 2 3 mm■1 I I IIIi • i 6 5 4 2x4 3x4 = 1-4-8 1-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snaw=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:14 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD 2-0-0 oc purlins:1-3, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (size) 4=Mechanical,6=Mechanical Max Herz 6=65(LC 7) Max Uplift 4=-79(LC 7),6=-77(LC 4) Max Gray 4=64(LC 4),6=107(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,6. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0-MING Cir "� OV WA8.14 Ac 11111pLk, 6O co V "* 1, . 54074 ", o '"GisrrE,"P' - T0NAL' January 14,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879635 2587364 BP2 Flat 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:28 2021 Page 1 ID:Hk?yF8FjLQCKODOILQM1 hwz4icl-B3MbwOmWZR9Gja7IywysFfPR92fQJLQC733jDwzvQ25 1-1-8 1-1-8 Scale=1:37.0 1 2 111 H I1 ••l mom 4 3 3x6 lth; I 1-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.00 4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 4 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.46 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-P Weight:24 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD 2-0-0 oc purlins:1-2, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (size) 4=Mechanical,3=Mechanical Max Herz 4=-163(LC 6) Max Uplift 4=-618(LC 4),3=-618(LC 5) Max Gray 4=623(LC 7),3=623(LC 6) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-616/622 WEBS 1-3=-621/621 NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4=618,3=618. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. G %,[NG Cir ..4\?( W<i. ' 40 OV 811/47 pilillitt ", o54074,____//,0 "GisrE7142021Jan� , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879636 2587364 BP3 Flat 8 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:28 2021 Page 1 I D:H k?yF8 Fj LQCKODOI LQM 1 hwz4icl-B3M bwOm WZR9Gja7lywys FfPUf2dJJ PhC733j DwzvQ25 I 1-10-8 I 1-10-8 Scale=1:38.7 1 2 3 Hil 2x4 H 3x4 = I 1-10-8 I 1-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.01 4-5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(CT) -0.01 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.25 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:27 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD 2-0-0 oc purlins:1-3, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (size) 4=Mechanical,6=Mechanical Max Herz 6=128(LC 7) Max Uplift 4=-234(LC 7),6=-199(LC 4) Max Gray 4=183(LC 4),6=267(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-252/336,2-5=-304/250 NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4=234,6=199. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0-MING Cir WAS-4/1/A G 6. 1 ry 4 " 24:c � �'�5407rsTE,��' " zONAL '6\ January 14,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879637 2587364 BP4 FLAT 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:29 2021 Page 1 ID:Hk?yF8FjLQCKODOILQM1 hwz4icl-fFwz7jn8KIH7LjiUVeU5osxfVSxi2pdLMjoGIMzvQ24 1-4-6 1-4-6 Scale=1:38.8 1 2 3 wont H 3 N. ■ ■■I 6 5 4 6x6 = 2144.1 � 1-4-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snaw=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.01 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.40 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:25 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD 2-0-0 oc purlins:1-3, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (size) 4=Mechanical,6=Mechanical Max Herz 6=128(LC 7) Max Uplift 4=-343(LC 7),6=-277(LC 4) Max Gray 4=264(LC 4),6=367(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-394/525,2-5=-481/381 NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4=343,6=277. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0 %1N& 4 ,, WAS, 0 G iirar i.� . 54074 �� � 'GISTS, P 140 January 14,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879638 2587364 BP5 Flat 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:29 2021 Page 1 ID:Hk?yF8FjLQCKODOILQM1 hwz4icl-fFwz7jn8KIH7LjiUVeU5osxfVSyb2puLMjoGIMzvQ24 1-3-0 1-3-0 Scale=1:38.8 1 2 3 Emma H N II 3 -- I . ■■I �M 6 5 4 6x6II= 2ri43 I 0 1-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.39 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:25 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD 2-0-0 oc purlins:1-3, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (size) 4=Mechanical,6=Mechanical Max Herz 6=128(LC 7) Max Uplift 4=-382(LC 7),6=-304(LC 4) Max Gray 4=293(LC 4),6=403(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-381/506,2-5=-461/363 NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4=382,6=304. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0-MING Cir 4v„WAS. rr 1G o45407 4 P"GisrE� nONAyrL74,2 021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879639 2587364 C01 GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:30 2021 Page 1 ID:Hk?yF8FjLQCKODOILQM1 hwz4icl-7SUML3om52P_ytHg3L?KK4UoGrJBnL4UbNYgHozvQ23 -1-6-0 12-0-0 24-0-0 25-6-0 1-6-0 12-0-0 12-0-0 1-6-0 Scale=1:43.3 3x6= 7 8 9 m 10 5.00 112 6 5 11 4 12 13 3 9 � 2 - 14 71 . �,.... . ,.�.. _-��- ,.�.... 151; 3x4= 26 25 24 23 22 21 20 19 18 17 16 3x4= 3x6 = 24-0-0 24-0-0 Plate Offsets(X,Y)-- [8:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.00 15 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) 0.00 15 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 14 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:94 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 24-0-0. (Ib)- Max Horz 2=-67(LC 11) Max Uplift All uplift 100 lb or less at joint(s)2,23,24,25,26,19,18,14,17,16 Max Gray All reactions 250 lb or less at joint(s)21,23,24,25,26,20,19,18,17,16 except 2=284(LC 16), 14=284(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide0NIINC5 will fit between the bottom chord and any other members. •� WASr 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,23,24,25,26, 1, /4c 19,18,14,17,16. :4erte, 4 . 54074 �'�rsTE, �' " zONAL' January 14,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879640 2587364 CO2 Common 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:31 2021 Page 1 ID:Hk?yF8FjLQCKODOILQM1 hwz4icl-be2kYPoOsMXra1std3WZtHOtrFXYWnTep1 HNgFzvQ22 -1-6-0 6-11-11 12-0-0 16-0-0 17-0-5 24-0-0 I 25-6-0 1-6-0 6-11-11 5-0-5 4-0-0 1-0-5 6-11-11 1-6-0 Scale=1:43.3 4x4= 4 5.00 12 2x4 VA 2x4 // 3 5 2 6__AigillIllIllIllIllIl All111111111111111iii._* i �I i IIS 7 I a a1 — — 6 = 10 9 8 = 3x6 = 3x4 = 3x6 = 3x4 = 3x6 8-4-1 15-7-15 24-0-0 8-4-1 7-3-13 8-4-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.13 6-8 >999 360 MT20 185/148 (Roof Snaw=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.28 6-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.07 6 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:83 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (size) 2=0-5-8,6=0-5-8 Max Horz 2=67(LC 32) Max Uplift 2=-112(LC 10),6=-167(LC 11) Max Gray 2=1163(LC 1),6=1189(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2025/211,3-4=-1817/228,4-5=-1882/365,5-6=-2090/347 BOT CHORD 2-10=-191/1776,8-10=-116/1240,6-8=-249/1836 WEBS 4-8=-255/804,5-8=-476/126,4-10=-47/701,3-10=-478/123 NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=112,6=167. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)68 lb down and 98 lb up at 0I3JUNG Z 15-11-4,and 98 lb down and 87 lb up at 15-11-4 on bottom chord. The design/selection of such connection device(s)is theO responsibility of others. N � 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��+���/ j0 i co LOAD CASE(S) StandardL.itow ri 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 <' Uniform Loads(plf) I Vert:1-4=-70,4-7=-70,2-6=-16 `cl Concentrated Loads(Ib) �Irjjd � xs ' Vert:8=-86(F=-42,B=-43) ';',s, January 14,2021 W 9 mit WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879641 2587364 E01 GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:32 2021 Page 1 ID:Hk?yF8FjLQCKODOILQM 1 hwz4icl-3gcbmlpOdgfhCBR3Bm 1 oPVZ7If_cFG9n2h1 xMhzvQ21 -1-6-0 5-6-0 11-0-0 12-6-0 1-6-0 5-6-0 5-6-0 1-6-0 Scale=1:25.1 4x4= 4 PA 2x4 H52x4 7.00 12 3 • 6 2 _ \ o 0 1 ;= -Y!% Y!% Y!% Y!% ,Z ,Z 'Y!% ''Y!% 'Y!% Y!% ,Z ,Z ,Z 'Y!% ''Y!% Y!% Y!% ,Z ,Z 'Y!% ''Y!% Y!% Y!% Y!% ''Y!% 'Y!% 'Y!% Y!% ,Z ,Z ,X / 10 3x8 H 2x4 H 2x4 hI 2x4 $I 3x8 II 11-0-0 11-0-0 Plate Offsets(X,Y)-- [2:0-3-8,Edge],[6:0-3-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.00 7 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) 0.00 7 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:42 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 WEDGE Left:2x4 HF No.2,Right:2x4 HF No.2 REACTIONS. All bearings 11-0-0. (Ib)- Max Horz 2=-72(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,6,10,8 Max Gray All reactions 250 lb or less at joint(s)9 except 2=285(LC 16),6=285(LC 16),10=289(LC 17), 8=289(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0' %1NG 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •� will fit between the bottom chord and any other members. O 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6,10,8. r � � ' a IF 54074__//,„0 scc7 "loNAL January 14,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879642 2587364 E02 HOWE 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:33 2021 Page 1 I D:H k?yF8Fj LQCKO DOI LQM 1 hwz4icl-YOAUz5gfNzoYpLOFkUY1 yi61 V3Ad_dgxH Lm Uu7zvQ20 -1-6-0 2-11-2 5-6-0 8-0-13 11-0-0 1-6-0 2-11-2 2-6-14 2-6-14 2-11-3 Scale:1/2"=1' 4x6 4 118 14.00 I123x8i ---,--- 5 5 3 riklihhk._. 6 2 11111 1 10 9 11 8 12 7 13 3x8— 3x10 8x8 = 3x10 3x8— 2-11-2 5-6-0 8-0-13 11-0-0 2-11-2 2-6-14 2-6-14 2-11-3 Plate Offsets(X,Y)-- [2:0-8-0,0-0-8],[6:0-8-0,0-0-8],[8:0-4-0,0-4-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.04 8-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.07 8-9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.02 6 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:109 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (size) 2=0-5-8,6=0-5-8 Max Horz 2=68(LC 25) Max Uplift 2=-147(LC 10),6=-147(LC 11) Max Gray 2=3794(LC 1),6=4273(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5438/183,3-4=-4014/165,4-5=-4016/162,5-6=-5841/207 BOT CHORD 2-9=-154/4411,8-9=-154/4411,7-8=-137/4755,6-7=-137/4755 WEBS 3-9=-48/1673,4-8=-132/3788,5-7=-55/2111,3-8=-1213/78,5-8=-1650/103 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 0 Z non-concurrent with other live loads. WA S1/4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j.AV 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 wide + 9 P 9 / ,� �� will fit between the bottom chord and any other members. , 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 111. 0P 'if 2=147,6=147. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1408 lb down and 57 lb up at I 2-0-12,1408 lb down and 57 lb up at 4-0-12,1408 lb down and 57 lb up at 6-0-12,and 1408 lb down and 57 lb up at 8-0-12,and "d 4,4""1408 lb down and 57 lb up at 9-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of 11;_,, .�',,54074 " others. s, C'jST H LOAD CASE(S) Standard S'ONAL January 14,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Mil,, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ®® fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879642 2587364 E02 HOWE 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:33 2021 Page 2 I D:H k?yF8Fj LQCKO DOI LQM 1 hwz4icl-YOAUz5gfNzoYpLOFkUY1 yi61 V3Ad_dgxH Lm Uu7zvQ20 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:2-6=-16,1-4=-70,4-6=-70 Concentrated Loads(Ib) Vert:7=-1408(B)10=-1408(B)11=-1408(B)12=-1408(B)13=-1408(B) W t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879643 2587364 F01 Common Supported Gable 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:34 2021 Page 1 I D:H k?yF8Fj LQCKO DOI LQM 1 hwz4icl-ODksARrH8HwPRV bS I B3G VweTFSgjjAk4 W?W 1 QZzvQ2? -1-6-0 5-0-0 10-0-0 11-6-0 1-6-0 5-0-0 5-0-0 1-6-0 Scale:1/2"=1' 4x4= 4 Li 2x4 52x4 7.00 112 3 6 2 ..,,..\ 10 9 8 4x4-= 2x4 2x4 2x4 4x4-= 10-0-0 10-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.00 7 n/r 180 MT20 185/148 (Roof Snaw=25.0) Lumber DOL 1.15 BC 0.15 Vert(CT) 0.00 7 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:38 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 WEDGE Left:2x4 HF No.2,Right:2x4 HF No.2 REACTIONS. All bearings 10-0-0. (Ib)- Max Horz 2=-67(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,6,10,8 Max Gray All reactions 250 lb or less at joint(s)9,10,8 except 2=285(LC 16),6=285(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. citAING , 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6,10,8. •� O po f.„. 0 54074 '"GisTE, ' -"s'zONAL' January 14,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ;Tk" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the u® fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879644 2587364 F02 HOWE 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:35 2021 Page 1 ID:Hk?yF8FjLQCKODOILQM1 hwz4icl-UPHFOnswb2G3e9esuaVl7BfwsvBSY3DkfFbzOzvQ2_ 2-8-2 5-0-0 7-3-14 10-0-0 11-6-0 2-8-2 2-3-14 2-3-14 2-8-2 1-6-0 Scale=1:23.6 4x4 3 LI il 7.00 I12 14 3x6 i 3x6 4 2 it 1 - .1 11111111111 ,, R ® 5 a 6 10 0 11 8 12 7 13 IM 3x6= 3x4 8x8 = 3x4 3x6 = 2-8-2 5-0-0 7-3-14 10-0-0 2-8-2 2-3-14 2-3-14 2-8-2 Plate Offsets(X,Y)-- [1:0-0-0,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.03 8-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.59 Vert(CT) -0.06 8-9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.02 5 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-SH Weight:99 lb FT=20% BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (size) 1=0-5-8,5=0-5-8 Max Horz 1=-63(LC 26) Max Uplift 1=-111(LC 10),5=-131(LC 11) Max Gray 1=3252(LC 1),5=3321(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4742/168,2-3=-3466/140,3-4=-3465/144,4-5=-4669/157 BOT CHORD 1-9=-135/3825,8-9=-135/3825,7-8=-99/3760,5-7=-99/3760 WEBS 2-9=-35/1502,3-8=-113/3248,4-7=-45/1444,2-8=-1086/78,4-8=-994/68 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=110mph Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope) gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs OIAING Z non-concurrent with other live loads. WASxj `10 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1A" , I� 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,�i C'j will fit between the bottom chord and any other members. �i%.,,,,1 , O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) w11,/�., 1=111,5=131_ I 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1408 lb down and 57 lb up at it , 1-11-4,1408 lb down and 57 lb up at 3-11-4,and 1408 lb down and 57 lb up at 5-11-4,and 1408 lb down and 57 lb up at 7-11-4 "d 4Y on bottom chord. The design/selection of such connection device(s)is the responsibility of others. �G i' rS I 540'74 " , , LOAD CASE(S) Standard SIGNAL 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 January 14,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Mil,, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ®® fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply Yelm Creek Estates/1876-2 plan K8879644 2587364 F02 HOWE 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.430 s Nov 30 2020 MiTek Industries,Inc. Thu Jan 14 14:09:35 2021 Page 2 ID:Hk?yF8FjLQCKODOILQM1 hwz4icl-UPHFOnswb2G3e9esuaVl7BfwsvBSY3DkfFbzOzvQ2_ LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-5=-16,1-3=-70,3-6=-70 Concentrated Loads(Ib) Vert:10=-1408(B)11=-1408(B)12=-1408(B)13=-1408(B) W t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. 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