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HomeMy WebLinkAboutBLD2014-00366 •BUILDING PERMIT APPLICAPON Re view Type: I Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT #: BLD14-00366 Received Date: 10/10/2014 SITE ADDRESS: 62 CHASE RD PORT TOWNSEND, 98368 OWNER: CRAIG &JULIA EAKES PHONE: 360-821-9905 841 JOLIE WAY PORT TOWNSEND WA 98368 SUBDIVISION: Block: Lot: PARCEL NUMBER: 947200008 Section: 19 Township: 30 N Range: 1V1 CONTRACTOR: LEXAR HOMES PHONE: (360) 379-1799 94 KALA SQUARE PLACE PORT TOWNSEND WA 98368 Contractor's License LEXARH*909QT Expires 2/10/2016 REPRESENTATIVE: CRAIG &JULIA EAKES PHONE: 360-821-9905 841 JOLIE WAY PORT TOWNSEND WA 98368 PROJECT DESCRIPTIOP NSFR W/ATTACHED GARAGE 125 GALLON PROPANE TANK SEP12-00103 TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,705 VALUATION 206,650.00 ADD'L: HEAT TYPE: WOD CODE EDITION: 2012 HEAT BASE: HEAT TYPE: EEE OCCUPANCY: R-3 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N SHORELINE: GARAGE: 484 CONST TYPE: SETBACK: DECK: 170 BANK HEIGHT: SEWAGE DISPOSAL: ALT WATER SYSTEM: 00058 BEDROOMS: BATHROOMS: Exist: 0 Exist: 0 Prop: 3 Prop: 3 Total: 3 Total: 3 Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $1,776.00 SRE 10/08/14 151621 e Plan Check $1,154.40 SRE 10/08/14 151621 APP ®VE State Building Code $4.50 SRE 10/08/14 151621 NOV 2 2014 Potable Water Application $67.00 SRE 10/08/14 151621 Total: $3,001.90 Jefferson County DCD em a rk\data\forms\F_BLD_App_Bld.rpt 11/26/2014 ` s"N `2' DEPARTMENT OF COMMUNITY DEVELOPMENT ,,. c: i 1,::, 621 Sheridan Street,Port Townsend,WA 98368 Tel:360.379.4450 Fax:360.379.4451 ,144. Web:www.co.iefferson.wa.us/comrnunitydevelopment �� E-mail:dcd@co.jefterson.wa.us :y�f�7?��2,�L• CERTIFICATE OF OCCUPANCY PERMIT#: BLD14-00366 APPLICANT: CRAIG & JULIA EAKES PHONE: 360-821-9905 841 JOLIE WAY PORT TOWNSEND WA 98368 SITE ADDRESS: 62 CHASE RD Issue Date: 11/26/2014 PORT TOWNSEND, 98368 Final Date: 5/14/2015 SUBDIVISION: Block: Lot: PARCEL NUMBER: 947200008 Section: 19 Township: 30 N Range: iw PROJECT DESCRIPTION: NSFR W/ATTACHED GARAGE 80 GALLON PROPANt TANK S E P 12-00103 THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2012 EDITION. OCCUPANCY GROUP: R-3 TYPE OF CONSTRUCTION: 5N SPRINKLER SYSTEM yes no THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON 5/14/2015 11tidemarkldatalforms\F BLD Occupancy.rpt 5/14/2015 es" <'oG JEFFERSON COUNS 0 DEPARTMENT OF COMMUNITY DEVELOPMENT ,moo= 95.1tr,cC _ )ate: S 3 Time Received: 9 ke 4556)/Pm Mon. Tue. Wed. Amp Fri. Date: 5--1kt BLD: 1 - lv L Contact Name: Owner: Contact Number: 360 3 79 /7c/q Address: (v Z C.-t- (.D 206 bpi A-Tr- (0'110 So 7/ Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance 1 Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling 4450N C`O °y JEFFERSON COUN DEPARTMENIP OF COMMUNITY DEVELOPIENT Date: 3 `f Time Received: 1,5-7 am n Mon. Tue. Wed. (ED Fri. Date: 7-.3- BLD: /7' S&L Contact Name: Owner: Contact Number: 360 32 Address: Co 7.. C11A3-C..- 206 Notes: C c.c./ 2 Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block &Tile Ceiling wpSON ��? JEFFERSON COUNTY • • 7- 4 ` DEPARTMENT OF COMMUNITY DEVELOPMENT - 44 SF/f N c-;' Date: „ ;olfhTime Received: ..'1>� am ay Mon. Tue. Wed. Thur. 0 Date: (Pi 14: 0/5 BLD: 4 r CT 3 6 Contact Name: J r i i j 7/C Owner: k- c, 3 Contact Number: 43•80-- I 2 S-?— 3g/-4ND 0 Address: ��%`LGt' ' Notes: \AI€ !! l;-(cvd tJ I I ill Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block &Tile Ceiling • • 4��5° ` (' JEFFERSON COUNTY w ` DEPARTMENT OF COMMUNITY DEVELOPMENT 9 Date: 2 2,3 Time Received: /92) 0, /pm Mon. 41M Wed. Thur. Fri. Date: Z —24 BLD: /Lk' 3 i(, Contact Name: Owner: Contact Number: 360 Address: & 2- Cit ti,Q.. /c D 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling SON coL - < JEFFERSON C DEPARTMT OF COMMUNITY DEVELOMENT �./,,,,,,,,,,°' ErJ ^ Date: Time Received: ID: (0 (Ipm Mon. Tue. Wed. Thur. Fri. 4 ^ , Date: Z,-2. - 3 BLD: L G� Contact Name: Owner: - .7 Contact Number: 360 `-5`Z 9 9 Address: V) 2-- v '1 206 Notes: -Dorf Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Underground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Under Gas/Wood stove Man-Homes nsulation _. Final Inspection Setbacks Floor Foundation Wall Address Posted Block& Tile Ceiling e.',''''''' e% JEFFERSON CO, • o ` DEPARTMENT OF COMMUNITY DEVELOPMENT yfNp Date: -t(-lfiime Received: 7 ,f)U am/ r6 Mon. Tue. Wed. Thur. Date: 2— 1 BLD: \--- ( ' Contact Name: Owner: t✓ ,t.7_ (G Contact Number: 360 - �( 7 ''g Address: 2-,- C,Ltc,.c� 1c t 206 ! Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing X. Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling ■ • • ,-<,-5°''' `'oL JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT �9SHINUS° Date: /2, 5 Time Received: 115 6/pm Mon. Tue. Wed. Thur. 0 Date: `Z'� BLD: 114- '3 b(o Contact Name: Owner: Contact Number: 360 'j'15 1"79 Address: (Pl. 41i, gt1 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In �X Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling ,0-''`'' °\ JEFFENSUNLu ST, w K DEPARTMENT OF COMMUNITY DEVELOPMENT v Date: /2/S/ Time Received: /0:3Z- ar pm Mon Tue. Wed. Thur. Fri. Date: JS l S BED: l4 — 003& Contact Name: Owner: Eel:S Contact Number: 360 Address: la 2-- eNAS& J'TJ 206 253 3 ,i /364 Notes: Foundation Plumbing • Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor X Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted oi.,-Ir Q. Tilo Ceiling G�, JEFFERSON COUNTY 1,,,,`140162 DEPARTM• OF COMMUNITY DEVELOSENT 1 Date: l Z-tS Time Received: 7,C1C-� am/p.m1 Mon. Tue. Wed. Thur. 0 Date: (2-i9 BLD: \ik. 'jt:D U Contact Name: Owner: Contact Number: 360 (.v 2 -1 : ( , Address: EDT__ a\kcL9e_ LK. 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall ‘� Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation . Final Inspection Setbacks Floor Foundation Wall Address Posted Block &Tile Ceiling • 0 "3N N JEFFERSON COUNTY i DEPARTMENT OF COMMUNITY DEVELOPMENT 9SHING )ate: FL,1S—Time Received: l ti 7 am 44311i Mon. iii Wed. Thur. Fri. Date: 12,—lk 3LD: 1 y 3 Up Contact Name: Dwner: Contact Number: 360 6721 4973 4ddress: 6 Z ell A-1f2. R D 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted A w JEFFERSON CO' I.41 DEPARTMEQOF COMMUNITY DEVELO ENT sftiNG Date: 2\ LA Time Received: \. c-0 am m Mon. Tue. Wed. Thur. CF iZ. Date: `�—20 BLD: L--` �l 6c— 6( Contact Name: 3 �� Owner: ,2 S Contact Number: 360 (C( Address: (e 7 CIA_C: g_C_CL 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines x Oil Straps Hot Water Htr Interior shear Interior lines K. Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling • • Sally Ellis From: Susan Porto Sent: Wednesday, November 26, 2014 8:46 AM To: Sally Ellis Cc: Anna Bausher Subject: BLD14-366 is ready from EH perspective. Susan.Porto 12.5. jef fersow count j PubLic HeaLth Phone 360.385.1.9404 FaX 360. 37-j-4407 ALwarljs WorleLwg for Safer HeaLthLerie f fersow Coun.ti CONFIDENTIALITY NOTICE: This e-mail message,including any attachments,is for the sole use of the intended recipient(s)and may contain confidential and privileged information. Any unauthorized review,use,disclosure,or distribution is prohibited. If you are not the intended recipient, please contact the sender by reply e-mail and destroy all copies of the original message. PUBLIC RECORDS ACT NOTICE: All e-mail sent to this address has been received by the Jefferson County e-mail system and is therefore subject to the Public Records Act,a state law found at RCW 42.56. Under the Public Records law the County must release this e-mail and its contents to any person who asks to obtain a copy(or for inspection)of this e-mail unless it is exempt from disclosure under state law,including RCW 4256. 1 4IIIIIIII • % % ■ A 1 '• 4 i ,,-•••• • ,,,, - 1 F I . ,/ .0 4 / -- „ i rsg •IF:It- ‘,-•••• . . . , 1.-- - -- -.--- - -1 .4 t . , , • 'f. ..,:;44 _ : I ..., (- 114 "ml - „ - n. .0i , . , 0 . \ ' .r.j I 1 . , ,--- :,2, 1 1 • ._. •RI .,5,. . , II. ,.. ' , ' t.. , fi .,/R: =.t!.,,1 .. \_ (-7 II- 1:-.',''.;'.. '• ../ -". cz § P I ; i v . a • ir ..:".3 . .,, i II;. .T' 4 ,i,/) ----, ,...., i 4 VI- R • ' , If • --::;.'":.-7,-, ,:r--i•rtic , ..,,.... i ''-. m r . . 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(.•..ic.4.- . 4 .., I ici -‘• i PARCEL # 947-200-008 t2.tpe.v)rick_ (3-)Ce l e.• I t z . _ , 4 , ..... • a, CLIENT: , ,ck _ .._,,iii..6,.. Ecj2 7, . ) i 2 f,K..-..,.• 7 x C) (4./2•ct I _ j 10 4.' . r --- -.}.- 33 Te,L.:,n's.tri',4 ‘. i . , , T 0 • I��11111111111111111'111111111111p.f1t ,O,PG 15.51 Discovery Ridge Preserve A Long Plot Subdivision located in Section 19, Township 30 North, Range 1 West, W.M., Jefferson County, Washington CAPE GEORGE VEJAGE DIVISIONS CAPE GEORGE VIILSGE DIVISION 7 VOLUMES OF PLATS,PAGES 1576 VOLUMES OF PLATS,PAGES 75-76 3'{ LOT• LOT• LOT LOT 19 LOT 20 LOT 21 Lora 19 16 2, 109'3070[ 153289 16 189:71'28 E C 1S . 24 19 / I I LOT 1 R��srr NOTE a \1 1 w ACRES \0ry COaep�ea. LOT 2 i^.\ 0 ce.6 LOT 3• /1 t wa ACRES • 11 IO2 ACRES( / 1 1 / +�LOT M ■ \ 5 I I - - 1 r - I 554 I I �l i li 1, ati�i 111. / 95.1 ,w II D.N.R.RIGHT OF WAY PLAT I ` � � \ :sky-- Drive �n ` s VOLUME 26 OFSURVETS.PAGE 163 1.01 4 .'LOT 5 ` I I ,Neo �4y -. ins ACRES r 1L6 ACRES 1 / n �b , ^ \ __ mil I 1, ry � Y � 1 / I LOT 6 1 m q W ILI ACRES LOT 1• V; • i ., h T.-. T. 1 I 354.1 / \• • 12542 44 \ 1 \ 8.05•82'16' ` \ -.+ ` -\ I \ R.350.00 LOT>t Seise of WLhie•en \ 1 ♦ I \ L-3586 \ \ u / WE ANO1 `\ �S1TIJ'08T' In /' LOT 13 'TRA T A '\ • , 1 398.15• h \` 12A ACM \\ • 36S ACRES v I 1 LOT T7 1 4.29'0082' DISCOVERY RIDGEDIVISION� g 1 /_ LOT ATHES 4 UMEIOF LARCH LOT L.J79.00 VOL ` _ \� y 1 SUBDIVISIONS,PAGES 18-79•I �� ``\ 1 4-278J'I8' Lor• LOT HS 1 j� t\ / . } \ `. 1 i-116.82 161 ACRES .. / _ . 1 � 119.04 v 19a f \ �. -. 1\ I d-7 052'2Y LOT S -\ R•250.00 L-221.98 Chew Rood LOT 1 S - `f\© \;1515, 4.710.3.46 R-750.00 LOTH • ♦.i\' \ L-186.04 IS1 ACRES \\ 1 6 1 ! LOT 8 \ S3Y26'57'E SOT 20 - ,, - LOT 9\ L ACRES 246.03 FtOOtio{Te141 SOec $ 24 N N7S08'49'W \\ `. / 9.6 ACRES '\ 53T57'OJ'W \\ NBT36J6.3 R _ _ _3510_- -' e T- 112.40 18630'4\.5\ / 30.00 Onve • awsaR Al 1 890 1482'15'42 $32'26'577' $ Y a 219.77 9 312'04'121E /68 I 221.29 85.3 i 33 I 34 I 124.570.. r l 59.96 OCE,4NGROVE NO.I NBf4571"W 1 124.57 1 AWN.44 NBSa'151Y • 819.51 1 VOLUME4°PAM"A PAGE 27 16 ?20.84 220.19 N80'59.6N �� Sgry5458 SEE 8N0197;515 I 1 J MM.el Dive I35 11 PARS 1 PARtll 2 PARO6 9 MARCSS 4 PARCEL A RAMOS•!ARM 7 Derive r - - 1 DLSCOVFRY RIDGE DIVISION H MRCS w t VOLUME 70 I SURVEYS,PAGH57 FOCAL R MIMS NORTH Project Overview SEE NOTE 1, SHEET 2 0 300 601 NOTES SHEET INDEX liN ∎ I. SEE SHEET 2 FOR ADDITIONAL SECTION SUBDIVISION INFORMATION SHEET 4 -LOTS J AND 4 SCALE IN FEET SHEET 5 - LOTS 2 AND 5 2. SEE SHEET 2 FOR NOTICE TO POTENTIAL PURCHASERS SHEET 6 -LOIS I AND 6 SHEET 7- LOTS 7, 8 AND 9 3. THE WETLANDS SHOWN HEREON ARE IDENTIFIED UNDER THE WETLAND SHEET 8-LOTS 70 AND 11 DELINEATION REPORT PREPARED BY OLYMPIC WERANO RESOURCES, DATED SHEET 9-LOTS 12 AND I3 FEBRUARY, 2003. SHEET 10- WETLAND TRACT A 4. THE DISTANCE ALONG THE SOUTHEAST LINE OF LOT I DIT Tun FROM THE 4/ INSTANCE OF THE NORTHWEST LINE OF LOT 14 OF DISCOVERY RIDGE ,$ DIVISION III BY 0.09. TARS IS DUE TO ACTUAL FIELD MEASUREMENTS 70 THE 408 ,301..1Wr09 ) NOTES (CONTINUED) NORTH QUARTER CORNER OF SECTION 19. SAID NORTH QUARTER CORNER WAS A CALCULATED POSITION AS SHOWN ON THE SURVEY OF DISCOVERY •' • LL 5. WE NOTE A TYPOGRAPHICAL ERROR IN THE LENGIN OF THE RIDGE DIVISION M. THE DIRECTION OF THIS LINE WAS HELD AND EXTENDED .1 G SOUTHWEST LINE OF LOT 20 Of DISCOVERY RIDGE OMSION III. THE TO MEET THE ACTUAL SECTION LINE �' 1. 11 SURVEY OF DISCOVERY RIDGE DIVISION III CALLS OUT N32'266719 / 100.50 FEET. THE ACTUAL BEARING MO DISTANCE IS N.3.726N.3.726'57-41,7 . 1 4•• 'I 6 85.3/ FEET AS SHOWN HEREON. 4/a1L WRD 142414 SU803-0003 A ,,,a„ Sheet .3 of 10 b nORTY MSIZgo TRTURES 2v4�9AR1mR�-,wvcu Nit . / O MaeRnnSrzm.'RRRrmzs 2004 l/� SCALE r-son" 1pA15 W/]0/2194 4-s- NORTHWESTERN TERRITORIES, INC. Discovery Ridge Preserve �/►/ Cr DRAMA, „: a �� Eo^;ruoW;�land Inspection-armors I �: a Long Plat Subdivision 4111 MR WET"E3 OF , - NTI 717 YAM 5IB000.KW,MOM,.l92G.M 14341.132A 44-M0 ermati«.avn. for: Henley Group, Ltd. =2r.WV-110 i • 311113111IIININI11 "17;� °,.. Discovery Ridge Preserve A Long Plat Subdivision located in Section 19, Township 30 North, Range 1 West, W.M., Jefferson County, Washington See Sheet 6 See Sheet 10 NORTH 16.5 ACRES 11 '\ 1.C1\ SEE NOTE 1, SHEET 2 tA q Wetland �\ \\ 7rse'a% 3.091""�' ^\\: w 0 Poo 200• .\ \ N -- w 1' 11 \ , T3 5 06 • •• ' WETLAND• -- \ 100 j T4: • 11 SCALE IN FEET TRACT A ?' 1 DISCOVERY RIDGE DIVISION RI , ' .vs `; \ . y d� 7 VOL I IONS.OFLARGE LOT 4.\` qe 1 B 1 1 SUBDMSEONS.PAGES IS-79 WV/ i 1 / Se0 I 1 e-29.00'52- LOT n \ g _ LOT 7 / i AFN 449445 � / p I R�750.00 �e L>•379.50 Nom- LOT 13 y Y 10.9 ACRES `i/ BUILDABLE AREd i I 4. \ I 1 i 30 7 JD-1°07 RTO SO5,EGRESS A16 ur4OW WERANO \ 1 EASEMENT TO SEWN LOTS 16-20 Or EDGE OF M0.61 + 'f. �� T`/�2LOP(BUkLMif BWF£R 06COLERI RIDGE 0A4940N W PER {/ 4_,.-( RICE VOINIIE I I OF LARGE LOT SUBP41SONS. 13W `\ 1 RAGE 19 ANC A N 316110 MLIMO N. Wetland y RIFFER I I LOT 49 'BX'a 1 \ 1 R IO.W7B- AIN 485215 \ T 1 `\ I L-716.112 ANTEERRB A a 1 1 ,06 Wetlan. No° •1 1 Fv� I 1! ,\ `1 1 S1T'75'34'E h ! iw \ 1 179.04 co 7 1 b r \\ to 1 10 150 1pp 1 LOT ID '�" lF\ LOT 7\ 1 AFN 476010 N BUILDABLE AREA 11 1�f1 \ 1 LEGEND � 1 li y ` $ �, ` -��, ' a 1 • SET 5/8-INCH REB4R WISH RED \ .' `Op PLASTIC SURVEY CAP STAMPED C) 1"' y1p.10 \ I WEOANB 1 'NO-JOHNSTON PLS 37537'AND III Burma 1 PLASTK'GUARD STAKE i1 WTnW9 O 9'30 `\ \\ A.4110'5233' 1, BUFFER W65) R.250.00 • FOUND 5/8-INCH FE&1R WITH 1■ I1� W5119r L-221.98 L YELLOW PLASTIC SURVEY CAP /� 99.TI \ \ STAMPED 'NR-NFS4RY PLS 1111 `_-� �\ IIY .00 \ \�f�/. � 22344'PER VOLUME 7 OF 1118 I1`_ BSOLOD9 v + / LARGE LOT SUBDIVISIONS, PAGES 1 [MELOtt 6�7T0376' / t6-19 'IS.. \ R-15000 I 1 ' Wetland 'bs \L.788.04 { 6 SON. TEST PITS(SEE NOTE 5, 1l LoT 9 W uapa\\ D' * 11 1 SHEET 4) BUILDABLE AREA ( W\\ y ,,, , 1 LOT 20 1 \ , i I AFN 443831 BUILDING ENVELOPE W/iN \` v 10-7ror IDWOCG q.,� 1 pI 20-FOOT SETBACKS FROM FRONT `� � \ R 5 \ EASEMENT IT \ \ PROPERTY ANNE AND 5-FOOT / "\ \� R2RAw /` \‘‘'z, 6 \ SETBACKS FROM SIDE AND BACK \ PROPERTY ONES 1(/ 50 40 323 1 \\ " BUFFER / '` `0` \ I WCI18IId I B B \ 10O \ 1 5 .`\ ``\ �� AFN JEFFERSON COUNTY AUDITORS /. .,‘ 1 311• - B p.o E 29 \\` \ 17 \\ ,38 LOT 9 \ \ } s J9 ;9\:,...„.1\, f / `.• �� -2, B \ 60-Emr nwxESS,[GREGG AND Un1.17/'-'..1f,,-,,,. 9.6 ACRES I LOT 8 \`;\\�°u\ VOLLIV 1 02 EASEMENT C /LOT 10 \‘•:',,6,0' `� / s"-----.,- N. / 6.9 ACRES ,\``.i• ` S5T33'0.T'W \ e0 •� `�'•`a 878 \ _�� 532'26'377 J 30.011 17_ \�1, 01 �B9 \\,, 'I's LOT 8 (SEE NOTE 5, ,...'/' NBT38'36Y ffi aSkY�VO 8 \ LOT 10 / \, BUILDABLE AREA SHEET 3)/'�q-4 33411 \4d'` 6 BUILDABLE AREA \ ! y 36B B �J4 LOT9 \ 66, Rs /.e+'A■xa _ BUILDABLE AREA\ e 'S,`i 301 57708•127 s N:e\ 0\``` �``�\\ St 93 \ --it--/ 35.61 59.96 A ,` \ _____ \\\ B6 40-1007 INGRESS EGRESS Mr0 C _ 1 1 AFN 347182 _ T3 11316 ~ - \, � LOTS 1 MRJUGN/OLLM-41E11 A01'15'171F \\` -- - w EO-FM1 X.GRLSS EGRESS 111.19 N110'S9.30'W \��„-`'1- _-_- ` ' 619.51 0137 Or GsCw[NI 11 ,,p 11 Aw 007 IN FA EG PER 550'SBT..B0.22 116.64 . S5 n 574.98 �O.y1'S8'W 1 9, 5110 Cr SV.Wf)5. fROld POSITION '�ia6„FO 6.,5�� 1 n 1 31' DISOOVERYRIDGEDIVISIONE RCEL PA DO �r 1 1 VOL 10OFSURVEYS,PAOES57 AFN 370835 9 IOHN� 1 99 1 PARCEL 6 PARCEL 1 PARCEL 7 : 9 i 1 AFN 326426 AN IOIllLI AFN 321382 ` 4C ���yy5`Ua,OH 1 Z � T-5 :',; ' NOTES' % I \,.4 1. SEE SHEET 1 FOR ADDITIONAL SECTION SUBDIVISION INFORMATION i fot4,104 2. SEE SHEET 2 FOR NONCE TO POTENTIAL PURCHASERS Ti0O41.UV , ` SC003-0003 cq C 3. SEE NOTE J. SHEET 3 FOR WE7LWD DELINEATION INFORMATON 5 Emus eamos 10 0 5 R 1 m1 ,.1��,1 , �. N F ∎%--....,,..- Sheet 7 of 10 [� O 152 0 snmr woman 2024 V =AZ: ,op' 1077E 01/O0/2004 /s.."' NORTHWESTERN TERRITORIES, INC. Discovery Ridge Preserve :��� OR R N EAR -and Su D�- '9 a Long Plat Subdivision AM▪ MEM M""""`"" NT' T550.00 RxNDT.PO^mum.m.RD mut IW,R-MR ..-.^1N4"_m^, for: Henley Group, Ltd. 7x.TON-I»7 9QT 7 OF /0 Standard Conditions for ResidentiaTUevelopment in Jefferson County • 1. LIGHTING: Lighting fixtures shall be designed and hooded to prevent the light source from being directly visible from outside the boundaries of the property. The intensity or brightness of all lighting, during construction and after project completion shall not adversely affect the use of surrounding properties or adjoining rights-of-way. Exterior lighting for residential uses shall not exceed twenty feet (20') in height from the finished grade, excepting when such lighting is an integral part of a building or structure. Ground level lighting is encouraged. 2. BUILDING HEIGHT: The building height is not to exceed 35 feet. 3. OUTDOOR STORAGE: Outdoor residential storage shall be maintained in an orderly manner and shall create no fire, safety, health or sanitary hazard. 4. UNLICENSED VEHICLES: Not more than 2 unlicensed vehicles shall be stored on any lot unless totally screened from view of neighboring dwellings and rights-of-way. Such screening shall meet all applicable performance and development standards specific to the district in which the storage is kept, and shall be in keeping with the character of the area. Screening shall meet the requirements of Chapter 18.30 JCC. Outdoor storage of 3 or more junk motor vehicles is prohibited except in those districts where specified as an automobile wrecking yard or junk(or salvage)yard and allowed as a permitted use in Table 3-1 or Chapter 18.18 JCC, and such storage shall meet the requirements of JCC 18.20.100, Automobile wrecking yards and junk (or salvage) yards. In no case, shall any such junk motor vehicles be stored in a critical area. 5. PARKING: A minimum of two (2) on-site parking spaces shall be provided for the single family residence. 6. This permit has been reviewed consistent with JCC 18.40.130& 140. Notice: this permit does not excuse the applicant from complying with other local, state and federal ordinances, regulations or statues, applicable to the proposed development, but consistent with RCW 90.58. Future development beyond that specified in this permit shall require further review. 7. BMPs: The project shall adhere to the Best Management Practices (BMPs)to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 8. NOTICE: This permit does not excuse the proponent from complying with other local, state, and federal ordinances, regulations, or statutes applicable to the proposed development, but consistent with RCW 90.58. Development pursuant to this permit shall be undertaken subject to the applicable policies and performance standards of the Jefferson County Shoreline Management Master Program and the Jefferson County Unified Development Code. If during excavation or development of the site an area of potential archaeological significance is uncovered, all activity in the immediate area shall be halted, and the Administrator shall be notified at once. The Federal Endangered Species Act rules to protect threatened Chinook and Summer-run Chum salmon became effective on January 8, 2001. Bull trout have been listed as threatened since early 2000. Under the ESA, any person may bring lawsuit against any individual or agency that"takes" listed species (defined as causing harm, harassing, or damaging habitat for the listed species). In addition,the National Marine 2013-03-07 SFR_StdConditions 3/7/2013 1 Fisheries Service can levy p•lties. Portions of Jefferson County, inching marine waters, are included as "critical habitat"for a listed species_ Development of property along any marine shoreline, freshwater shoreline, or floodplains could harm habitat if protective measures are not taken. To minimize the potential to damage habitat, all property owners developing adjacent to marine shoreline, freshwater shoreline, or floodplains are advised to do the following: All development activities should avoid unstable slopes, wetlands, and forested areas near surface waters Remove minimal vegetation for site development, especially large trees Allow trees that have fallen into surface waters to remain there Infiltrate stormwater from buildings and driveways onsite through drywells rather than discharging directly into surface waters or roadside ditches The Federal Bald and Golden Eagle Protection Act requires landowners within 660 feet(1/8th of a mile) of an eagle nest to consult with the US Fish and Wildlife Service. This Eagle Act prohibits anyone from "taking" bald eagles. This federal law defines the term "take" and describes the possible legal consequences when a"take" occurs. Among other actions, "take" includes a disturbance of bald eagles or their habitat. Under federal law a permit may still be required for activities that impact bald eagles or their habitat. Contact the US Fish and Wildlife Service (http://www.fws.gov/pacific/eagle/)to learn more about how this law affects your project. Any individual, group, or agency can bring suit for a listed species"taking", even if you are in compliance with Jefferson County development codes. The risk of a lawsuit against you can be reduced by consulting with a professional fisheries habitat biologist, and following the recommendations for site development provided by the biologist. For more information, contact the National Marine Fisheries Service in Seattle, or the U.S. Fish and Wildlife Service. 2013-09-06_SFR_StdConditions 9/6/2013 2 Design Criteria for Splashblocks • A typical downspout splashblock is shown in Figure 3.1.7. In general, if the ground is sloped away from the foundation and there is adequate vegetation and area for effective dispersion, splashblocks will adequately disperse storm runoff.If the ground is fairly level,if the structure includes a basement, or if foundation drains are proposed, splashblocks with downspout extensions may be a better choice because the discharge point is maved_.away frnm_the foundation. Downspout extensions can include piping to a splashblockldischarge point a considerable distance from the downspout, as long as the runoff can travel through a well-vegetated area as described below. The following apply to the use of splashblocks: 1. Maintain a vegetated flowpath of at least 50 feet between the discharge p oint and any property Y line structure, slope steeper than 15%, wetland,lake,or other impervious surface. Sensitive area buffers may count toward flowpath lengths. 2. A maximum of 700 square feet of roof area may drain to each splashblock. 3. For purposes of maintaining adequate separation of flows discharged from adjacent dispersion devices,the vegetated flowpath segment for the splashblock must not overlap with other flowpath segments, except those associated with sheet flow from a non-native pervious surface. 4. Place a splashblock or a pad of crushed rock(2 feet wide by 3 feet long by 6 inches deep) at each downspout discharge point. 5. No erosion or flooding of downstream properties may result 6. Have a geotechnical engineer or a licensed geologist,hydrogeologist, or engineering geologist evaluate runoff discharged towards landslide hazard areas.Do not place Splashblocks on or above slopes greater than 15% or above erosion hazard areas without evaluation by a professional engineer with geotechnical expertise or a licensed geologist,hydrogeologist, or engineering geologist, and approval by the Local Plan Approval Authority. 7. For sites with septic systems,the discharge point must be downslope of the primary and reserve drainfield areas. This requirement may be waived if site topography clearly prohibits flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems,etc) indicate that this is unnecessary. Volume III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-15 • houu II I c " I Roof downspout serves up to 700 sf. Of roof ' "` .............. .............. 50' min. { - Vegetated flow path r— Splash block :::::;: LA' Downspout extension NTS r' Splash 1 block Figure 3.1.7-Typical Downspout Splashblock Dispersion Vc lime III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-16 I E A 4o4OHSE i s ' HS Egos D▪ D CI 1 _ I I 111 N ii 0 3 1 DC pm Z 9 2 8_ a I G II Z [ i he 4.2'S 1 gg m a� ; I � �� 1' Q 21368 El I 5050 I6 Iii r ® :� `'# II 7 r < Ryes ,--J Ll_ - 1 c ILA 1L 1 v gat [—rll �i u_"- n ___ I 0 gL J i §g N F:t. L — ----rte—,- 5050 HS 5050 HS 1110" 11111111111 iiiEp ñ1tIIUd 1 iii - .< > A Gl A 1 0rm Z N 11 L_� C. J 1 it g g g D z o '� _ =� w IIArq 0 m , , D II <"' Nu"w E UGUG;GUI II o CO N o c4^ m . m uuu * mm � J a Q i m F DN. ^ AL1 n i a9 F - � CRAIG St JULIA FAKES LIE.1 � - a ox D 1 24 FLOOR PLAN 62 CHASE ROAD il j m w`N - u° . a PORT TOWNSEND, WA 98368 611 50 y p HOME S-. > qt 360.82 1 .9905 92 KALA SQUARE PLACE PORT TOWNSEND, WA 95359 • Z PARCEL # - 947200008 PHONE: 360.379.0600 <'_ c, `, A 1 I % ,r'' Aa �ye J -- — — -- 111 0 , , 1 . .1.'t...\1 / T•.-.,.....n • . - pp x iP ■ �, gg pp pp@p I 1 R 1 ill; 1 liy 3 p ,� 1 r . " 1) \' ' ' " iti 1 ai I -al/ gel �" �'4 / -----:-°°.....''' -°' �6 111 '. 4. 1110 m / s_ q•df �l ' I S �..:�.-� 11.11 ii A " / � A� �� o 4'i • In r �� �1'?c� �\ I l cs' i l s I 4141,41;41,...„.. NJ , . 4 I e• 1 I i \ , 1 . , \ j sN, \Fv4,e\ • / ..■' I • ,, NE l'=/\\ �� j! • �� } C` ` ,prl[6 . A S •— . 13 (NO2 t , 'IR tJ J S f} ' llO N _ —•c -T1 0 ., j a` cn • r' 1 �J N . __ n _c n �a 1�r 'fit' j`4� - rn V .,... IU!11.1111 .. I 1 t 11 ,* •1 T '7 — � 4 .47.i °� R .. •� -gyp 11ñ1E: �Si-- LL Y. A17' �'JCW-.- r..- ' (.. c.:•.✓ ` 1,�,'i\< , �" Q.- Q W .. ri ( ?.bra-,e�c� tx)l< lr ,+ l a g- O , v - PARCEL # 947- 200- 008 - l e ro o CEN T: C r;.• 0 i0 c. Eci kv.. 2t�- 71(.% ( '2 H i 1 1 . r -mac,--i-716L.:.ns• -(4 ed sijj/m Loci- l r) Dr-1 "(--t 7 6 r\ 4- N� --,o l .Si (� - rnovec� house off- 45 rimes ' a aYlLx kcds -fp ccir GGe - • ! Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 Project information Contact Information Craig &Julia Eakes Craig &Julia Eakes-____ , , 62 Chase Road 62 Chase'Road Port Townsend, WA 98368 Port Townsend, WA 98368 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 1�• S -j4 Climate Zone 5 & Marine 4 6 R-Valuea U-Factors R-Values U-Factors Fenestration U-Facto lb n/a 0.30 n/a 0.30 Skylight U-Factor n/a _ 0.50 n/a 0.50 Glazed Fenestration SHGCee n/a _ n/a n/a n/a Ceiling 49' 0.026 49 0.026 Wood Frame Wall g'" 21 int 0.056 21+5ci 0.044 - Mass Wall R-Value' 21/21h 0.056 21+5h 0.044 Floor 309 0.029 309 0.029 Below Grade Wallr' 10/15/21 int+TB 0.042 10/15/21 int+TB 0.042 Slabd R-Value&Depth 10, 2 ft n/a 10, 4 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses,as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 0.5 points 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 less than 750 square feet of heated floor area. MI 2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in#1 or#3, including additions over 750 square feet. El 3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Cre la Efficient Building Envelope la 0.5 0.5 lb Efficient Building Envelope lb 1.0 lc Efficient Building Envelope 1c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 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 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 0 *1200 kwh Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions http://www.enerl;y.wsu.edu/Documents/2012%20Res%20Energv.pdf I f _ Glazing Schedule O' 1�,/ Project Information Contact Information - ._ L. Craig & Julia Eakes Craig &Julia Eakes - 9 9 62 Chase Road 62 Chase Road Port Townsend, WA 98368 Port Townsend, WA 98368 R402.3.3 Exception (15 sq. ft. max.) Vertical Glazing (Windows and glazed doors) Plan Component Glazing Width Height Glazing ID Description Ref. U-factor Qt. Feet Inc° Feet Inch Area UA Master Bath XO-2g1 Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 3 ° 3 ° 9.0 2.43 Kitchen XO-2g1 Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 4 ° 3 6 14.0 3.78 Bedroom#2 XO-2g1 Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 4 ° 4 ° 16.0 4.32 Bedroom#3 XO-2g1 Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 4 0 4 0 16.0 4.32 Great Room XO -2g1 Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 5 ° 5 ° 25.0 6.75 Dining Room XO -2g1 Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 5 ° 5 ° 25.0 6.75 Master Bedroom XO -2g1 Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 3 0 5 ° 15.0 4.05 Great Room (OX-2g1 Milgard 3DMax, Vinyl, Low-f NFRC 0.27 1 7 ° 5 ° 35.0 9.45 Master Bedroom XO-2g1 Milgard 3DMax, Vinyl, Low-e NFRC 0.27 1 5 0 5 ° 25.0 6.75 Dining Room 3GD-291 Milgard 3DMax, Vinyl, Low-i NFRC 0.26 1 6 0 6 10 41.0 10.66 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 _ - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 Great Room 2'x6'AluminumNinyl Low-E NFRC 0.50 1 6 ° 2 ° 12.0 6.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 _ - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 Entry Fiberglass, Ins. 4-Pan, 4 lite, 6%, 2g1 Custom 0.20 1 3 ° 6 8 20.0 4.00 Utility Room Steel 6-Panel Insulated, (Gar.) Custom 0.16 1 2 8 6 8 17.8 2.84 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 ° 0.0 0.00 - - - 0.00 0 0 ° 0 0 0.0 0.00 Sum of Area and UA 1 270.81 72.101 Area Weighted U= UA/Area I 0.27 • • Simple Heating System Size: Washington State This heatina system sizina calculator is based on the Prescriotive Reouirements of the 2012 Washington State Energy Code(WSEC)and ACCA Manuals J and S.This calculator will calculate heating loads only.ACCA procedures for sizina cooling systems should be used to determine coolina loads. The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. 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 Craig&Julia Eakes Craig&Julia Eakes 62 Chase Road 62 Chase Road Port Townsend,WA 98368 Port Townsend,WA 98368 .,,.,,:,.,,;„,.,.—:. „a.,.,z, Heating System Type: To see detailed instructions for each section,place your cursor on the word"Instructions". I Heal rump . Design Temperature --__ Instructions Design Temperature Difference(AT) 45 - rI Conditioned iBui d Floor Area ST.indoor(70 degrees) Design _��I I r ( agrees)-Outdoor Des n Tem t L� Area of Building Instructions - b ',r,` ' I ii Conditioned Floor Area(sq ft) 1,705 U I ,-A',', Average Ceiling Height erage Ceiling Height(ft) 8.0 Conditioned 13,640 ed Volume _ IL-J Instructions Glazing and Doors U-Factor X Area = UA _ e !'IJ COiil+lTY Instructions ,4NITY DE LOMENT tors 0.30 271 - 81.23 -- U V; ° Insulation Attic U-Factor X Area = UA Instructions -- _I 0.026 1,705 44.33 • Single Rafter or Joist Vaulted Ceilings U-Factor Area UA Instructions , No selection 0 Select R Value •tf Above Grade Walls(see Figura 1) i U-Factor Area UA Instructions 0.7 ir 0.056 1,376 77.06 Floors U-Factor Area UA Instructions 0.029 1,705 49.45 'Rip v• Below Grade Walls(us Figure t) U-Factor Area UA Instructions '" No selection -- selact Rva4e.^ _ .. TM Slab Below Grade(see Figure 1) F-Factor Len th UA Instructions ) _ .. No selection -- E Select.o^tivnmr'g - Slab on Grade(see Figure 11 F-Factor Len th UA Instructions No selection — select C Valt.e Location of Ducts Instructions Duct Leakage Coefficient Unconditioned Space _ 1.10 Sum of UA 252.06 Envelope Heat Load 11,343 Btu/Hour Sum of UA XiT _ Air Leakage Heat Load 6,629 Btu/Hour Volume 0.OXSTX.O16 !armor Grade Building Design Heat Load 17.972 Btu/Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 19,769 Btu/Hour Duds in unconditioned space:Sum of Building Heat Loss X 1.10 Ducts in conditioned space Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 24.711 Btu/Hour 1 Budding and Dud Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump (07/02/13) Parcel Details Page 1 of 2 • Jefferson County k a WeatherS�talinn _° ._ . _ .. .. .. �P= ` Home County Info Departments Search Parcel Number: 947200008 SEARCH Parcel Number: 947200008 Printer Friendly Owner Mailing Address: CRAIG EAKES 62 CHASE ROAD PORT TOWNSEND WA98368 Site Address: 62 CHASE RD PORT TOWNSEND 98368 Section: 19 School District: Port Townsend (50) Qtr Section: NW1/4 Fire Dist: Chimacum (1) Township: 30N Tax Status: Taxable Range: 1W Tax Code: 0111 Planningarea: Quimper (2) Sub Division: Assessor's Land Use Code: 9100 - Vacant Land Property Description: DISCOVERY RIDGE PRESERVE LOT 8 TGTH W/UND INT TRACT A SUB] TO EASE/RESTRICT OF RECORD Tax,AN, Sales, Photos, and Permit Data Bldg Data Map Parcel fats&Surveys Septic Monitoring Info r , Jefferson aunty =,j,.g HOME i COUNTY INFO l DEPARTMENTS i SEARCH Aolot Best viewed with Microsoft Internet Explorer 6.0 or later IS Windows- Mac II http://www.co.jeffcrson.wa.us/assessors/parcel/parceldetail.asp?Parcel NO=947200008 11/26/2014 Parcel Details Page 2 of 2 • • II II III http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp?Parcel_NO=947200008 11/26/2014 *BUILDING PERMIT APPLICI0N BLD14-00366 Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD14-00366 Received Date: 10/10/2014 SITE ADDRESS: 62 CHASE RD PORT TOWNSEND, 98368 OWNER: KINDRA KEMP PHONE: 565 BLUE SKY DR PORT TOWNSEND WA 98368-9686 SUBDIVISION: Block: Lot: PARCEL NUMBER: 947200008 Section: 19 Township: 30 N Range: 1V\ CONTRACTOR: LEXAR HOMES PHONE: (360) 379-1799 94 KALA SQUARE PLACE PORT TOWNSEND WA 98368 on - - -nse LEXARH*909QT Expires 2/10/2016 REPRESENTATIVE: CRAIG &JULIA EAKES �". PHONE: 360-821-9905 841 JOLIE WAY -Pc\aa ' j�� PORT TOWNSEND WA 98368 Mu ©Uev PROJECT DESCRIPTIOP NSFR W/ATTACHED GARAGE 125 GALLON PROPANE TANK TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,705 VALUATION 206,650.00 ADD'L: HEAT TYPE: WOD CODE EDITION: 2012 HEAT BASE: HEAT TYPE: EEE OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: SHORELINE: CONST TYPE: GARAGE: 484 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: ALT WATER SYSTEM: 00058 BEDROOMS: BATHROOMS: Exist: 0 Exist: 0 t l ( m@- Qf MJl14 -1. Prop: 3 Prop: 3 Ara host p ua Total: 3 Total: 3 Routing Date: `' O UURkr Type Amount Paid By: Date: Receipt: Approved/Date Permit $1,776.00 SRE 10/08/14 151621 Plan Check $1,154.40 SRE 10/08/14 151621 State Building Code $4.50 SRE 10/08/14 151621 Potable Water Application $67.00 SRE 10/08/14 151621 Total: $3,001.90 \\tidemark\data\forms\F_BLD_App_Bld.rpt 10/10/2014 �4�4goN BOO JEI�RSON COUNTY I '-' _ 1 ., ) DEPARTMENT OF COMMU 1f P r\ 4. - 621 Sheridan Street Port Townsend,WA 98368 Web:www.co.effe _ 1..us/communi development 9SkINGC� Tel:360.379.4450 I Fax:360.379.4451 Email:dcdaco.jefferson.wa. - OCT - 82014 /I Building Permits&Inspections I Development Consistency Review I Long Range Planning I Watersh• a :wardship Resource Centet.) Master Permit Application MLA: JEFFERSON COUNTY Project Description(include separate sheets as necessary): Build SFR 1Nl M'T• Gctrco6,_ testa tLc FIC,llon .-P tclockr .-1-c,nL — Tax Parcel Number: 947200008 Property Size: (acres/square feet) Site Address and/or Directions to Property:62 Chase Discovery Rd to Cape George Follow 1 1/2 Miles to Chase Road Property Owner(s)of Record: Kindra Kemp Telephone: Fax: email: Mailing Address: 565 Blue Sky Drive Port Townsend,WA 98368 • Applicant/Agent(if different from owner): Iat i g'�k/tip Q ,,,,, ,e,/,., Telephone:3 0 21-9906 ax: alt cell 360-821-9901 email: craig-alan @hotmail.com Mailing Address: 841 Jolie Way Port Townsend,W a98368 What kind of Permit?(Check each box that applies ❑Lot or Road Segregation BBuilding ❑ Critical Areas Stewardship Plan ❑ Demolition Permit ❑Variance(Minor, Major or Reasonable Economic Use) El Single Family ❑ Garage Attached/Detached ❑ Conditional Use[C(a),C(d),or C]** ❑ Manufactured Home ❑ Modular ❑ Discretionary"D"or Unnamed Use Classification ❑ Commercial* ❑Special Use(Essential Public Facilities)*" ❑ Change of Use ❑ Boundary Line Adjustment ❑ Address ❑ Road Approach ❑Short Plat** ❑ Home Business ❑Cottage Industry ❑ Binding Site Plan** .(Propane ❑ Long Plat** ❑ Sign ❑ Planned Rural Residential Development(PRRD)/Amendments** ❑Allowed"Yes" Use Consistency Analysis ❑ Plat Vacation/Alteration"* ❑Stormwater Management ❑Shoreline Master Program Exemption/Permit Revisions'"' ❑Site Plan Approval Advance Determination(SPAAD)* ❑Shoreline Management Substantial Development** ❑Temporary Use ❑Shoreline Management Variance ❑Wireless Telecommunication* ❑Comprehensive Plan/UDC/Land Use District Map Amendment ❑ Forest Practices Act/Release of Six-Year Moratorium ❑Jefferson County Shoreline Master Program Amendment *May require a Pre–Application Conference ❑Tree Vegetation Request **Requires a Pre-Application Conference Please identify any other local, state or federal permits required for this proposal, if known: Craig and Julia Eakes ,r DESIGNATION OF AGENT I hereby designate Y9 c ZS II✓ to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE I( 9 Date: . )___2_0_1_4_ By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of his,her or its knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs, reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later inspections. Staffs access and right of entry will be assumed unless the applicant informs the County in writing at the time of the appliAion that he wants p' r notice. Signature: ;�,la G Date: I O -e - (L" The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transfer le responsi '' adhering to and complying with the ESA. The Applicant has read this disclaimer and signs and dates it below. Signature: Uu I7c c_rc Date: I 0 •g , ( 1 07/24/2013 • BUILDER STATEMENT II The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be ass "rig the re ponsibility of the General Contractor for the proposed project. Signature" G em (L.) ) E /& Date: /e).—c .2O/ y GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: ./eVot r Y" s �//j1 (3/eo) 3'/9-/r 1r ( 3Uc371- //7/ q MAILING ADDRESS: /gf{iI_/ it �T La-t�.G( ._fie, EMAIL: �'e,,L4/1/2y " L Q,f Aonce'T[ 0/.• CONTRACTOR'S LICENSE ert1l'`�'�(.JX Ct/ Oja (-7, 'WAINS NUMBER: NUMBER L“,14 e_ , , *Or ARCHITEC N`GI NEE,R' Zii/0 2, v6,ec ti,, f91 PHONE ( ) FAX:( ) MAILING ADDRESS: 565 Blue Sky Drive Port Townsend,WA 98368 EMAIL Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: New 7 Wood Existing: -c- Sewer Addition Steel Proposed: 3 Bank Community System Alteration/Remodel Concrete Total: 3 Height: /'Individual System Repair Masonry n/a SEP Permit# i 7 - (C 'S Demolition Other: Bedrooms: Water Supply: Existing: -0- Setback: Private well Two Party Type of Heat: Proposed: 3 n/a Public Woodstove with Cadets Total: 3 Name of System: If this is a Commercial Protect you must answer the following: ,k///4- Number of Parking Spaces: Current: Proposed: Number of ADA Parking Spaces: Number of occupants(includes owners,tenants,employees,etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes / No If this is a Pro ane Tank and/or Ap liap nce Installation permit, mark all items below that a I : Underground Tank bove round tonnkk) Size of Propane Tank: Heart ove Cook Stove oodstov. Fireplace .nsert rehtO i evotS telleP i knaT retaW toH i Is this appliance being installe in a Manufactured/Mobile Home? Yes / When applying for a permit to install a propane tank you must also submit a site plan showing all of the buildings, all property lines, tank location and size,distances from the propane tank to all property lines,buildings and septic system components, including the reserve area. Square Footage Current Proposed For Office Use Only Amount Revision Main Floor Heated — EH Bld App Review: U 170 S [T)sl qq.4s -7 ci'� 2"tl Floor Heated Consistency Review: A,r/f, ()OAS, Other Heated Base fee: . } v u Mezzanine Additional Section: 01 . (_3(...)) Heated Basement Plan Check fee: I 1l 5 y yC Unheated Basement State Surcharge fee: ( 'CU Other Unheated Pot Water Review fee: V-7' uv Garage/Carport k1/4- "(-)0 IS-ACV b6 ,. SUBTOTAL ?2r Ct 1 Decks �911/Rd Approach fee: J ! Other �J ( / / ,4S- TOTAL: $ eceipt Number: I t„2 1 Cash/Check Number: �,y,`k'`I ESTIMATED COST(REQUIRED) Date: 1011- r/Li •Far marke value of all labor and materials foundation to finish `� (� V./416er �°/c _O5—' Initials: c('_ (17/24/2013 i yfrlik°4 coJEFFERSON COUNTY IO ME r3 DEPARTMENT OF COMMUNITY DEVELOPMENT�' " �C 8 2014 1 , S 621 Sheridan Street • Port Townsend • Washington 98368 1 O 360/379-4450 • 360/379-4451 Fax ZING)- http://www.co.jefferson.wa.us/commdevelopmenU JEFFERSON COUNTY i--_.DEPT CO COMMUNITY DEVELOPMENT Stormwater Calculation Worksheet Jam/ MLA# PROJECT/APPLICANT NAME: C 40 S DETERMINING STORMWATER MANAGEMENT REQUIREMENTS: This stormwater calculation worksheet should be completed first to classify the proposal as"small," "medium,"or"large." The size determines whether a Stormwater Site Plan is required in conjunction with a stand-alone stormwater management permit application, building permit application, or other land use approval application that involves stormwater review. The basic information will also be helpful for completing a Stormwater Site Plan, if required. PARCEL SIZE(I.E.,SITE Size of parcel 6 "9 acres / An nacre contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet ��/u//V.y sq/ft Land-disturbing activity is any activity that results in movement of earth, or a change in the existing soil cover(both vegetative and non-vegetative) and/or the existing soil topography. Land disturbing activities include, but are not limited to clearing, grading, filling, excavation, and compaction associated with stabilization of structures and road construction. Native vegetation is vegetation comprised on plant species, other than noxious weeds,that are indigenous to the coastal region of the Pacific Northwest and which reasonably could have been expected to naturally occur on the site. Examples include species such as Douglas fir,western hemlock,western red cedar, alder, big-leaf maple,and vine maple; shrubs such as willow,elderberry, salmonberry, and salal; herbaceous plants such as sword fern, foam flower, and fireweed. LAND DISTURBING ACTIVITY, CONVERSION OF NATIVE VEGETATION,AND VOLUME OF CUT/FILL Calculate the total area to be cleared,graded,filled, Answer the following two questions related to excavated,and/or compacted for proposed development conversion of native vegetation: project. Include in this calculation the area to be cleared for: /� Does the project convert 3A acres or more of Construction site for structures «2 O 0 sq/ft native vegetation to lawn or landscaped areas? Drainfield,septic tank,etc. sq/ft Circle: Yes No Well, utilities,etc. sq/ft Does the project convert 2'// acres or more of aL�CXaO i �OCC native vegetation to pasture? Drivew parking, r ads tc. Circle: Yes No Lawn, landscaping, etc. sq/ft Other compacted surface, etc. �l sq/ft Indicate Total Volumes of Proposed: Total Land Disturbance �Y �0 V sq/ft Cut Fill (cu/yd) [over] stormwater talc worksheet—REV.11/1/2013 1 • S Impervious surface is a hard surface that either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A hard surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include, but are not,li ilted,ip oofi tops, walkways, patios, driveways, parking lots or storage areas, concrete or asphalt paving, gravel roads, packed enLltiterials, and oiled, macadam or other surfaces which similarly impede the natural infiltration of stormwater. STORMWATER CALULATIONS–IMPERVIOUS SURFACE j I� NEW EXISTING J L/ ViY Structures(all roof area) c200 sq/ft Structures(all roof area) - CEl kiii 1EIT Sidewalks sq/ft Sidewalks J7 sq/ft / r/ Patios / [0 sq/ft Patios (2 sq/ft Solid Decks sq/ft Solid Decks so/ft (without infiltration below) (without infiltration below) Driveway, parking, roads, etc 0,2 000 sq/ft Driveway, parking, roads, etc t.NC4ci: C70 so/ft Other �f !l sq/ft Other /J �y� sq/ft Total New ( '3tV 07/) sgIft Total Existing °`-o2ctJ set TOTAL NEW+TOTAL EXISTING' / V sq/ft This amount will be used to check total lot coverage. The following questions will help determine whether the proposed project is considered development or redevelopment. DEVELOPMENT v. REDEVELOPMENT Divide the total existing impervious surface above by the size of the parcel and convert to a percentage: r b2 Does the site have 35% or more of existing impervious surface? Circle: Yes ( If o FURTHER INSTRUCTIONS: If the answer is yes, the proposal is considered redevelopment and the attached Figure 2 should be used to determine the applicable Minimum Requirements. If the answer is no, the proposal is considered new development and the attached Figure 1 should be used. At this juncture, the applicant should refer to the applicable Flow Chart to determine the Minimum Requirements for stormwater management. DCD staff will help verify the classification of the project and the application requirements. For proponents of "small" projects who must comply only with Minimum Requirement #2—Construction Stormwater Pollution Prevention—an additional submittal is not required. The proponent is responsible for employing the 12 Elements to control erosion and prevent sediment and other pollutants from leaving the site during the construction phase of the project. Pick up the Construction Stormwater Pollution Prevention (SWPP) Best Management Practices (BMPs) Packet. Proponents of"medium" projects—those that must meet only Minimum Requirements #1 through #5—and for "large" projects—those that must meet all 10 Minimum Requirements—are required to submit a Stormwater Site Plan. DCD has prepared a submittal template of a Stormwater Site Plan, principally for rural residential projects. Complete the template in the Stormwater Site Plan Instructions and Submittal Template or prepare a Stormwater Site Plan using the step-by-step guidance in the Stormwater Management Manual. APPLICANT SIGNATURE By signing the Stormwater Calculation Worksheet, I as the applicant/owner attest that the information provided herein is true and correct to the best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners of the affected property. ��.Lc (1 tCyA ( 0 .8 . 1 (LANDOWNER OR AUTHORIZED REPRESENTATIVE SIGNATURE) (DATE) ONLY MEDIUM LARGE REDEVELOPMENT Stormwater Site Plan: Yes No storrnwater calc worksheet—REV.11/1/2013 .. Parcel Details • • Page 1 of 2 y Jefferson County_____ �dhl fiV�, 6. 1 a .:>. ....: '� �; ' s t Home :• County Info . Departments • Search 4 Parcel Number: 947200008 SEARCH I Parcel Number: 947200008 Printer Friendly Owner Mailing Address: KINDRA KEMP �/ 565 BLUE SKY DR C C E I V E PORT TOWNSEND WA98368-9686 l n j; OCT - 8 2014 1 Site Address: I U � 62 CHASE RD JEFFERSON COUNTY PORT TOWNSEND 98368 DEPT.OF COMMUNITY DEVELOPMENT Section: 19 School District: Port Townsend (50) Qtr Section: NW1/4 Fire Dist: Chimacum (1) Township: 30N Tax Status: Taxable Range: 1W Tax Code: 0111 Planning area: Quimper (2) Sub Division: Assessor's Land Use Code: 9100 - Vacant Land Property Description: DISCOVERY RIDGE PRESERVE LOT 8 TGTH W/UND INT TRACT A SUBJ TO EASE/RESTRICT OF RECORD Tax, A/V, Sales, Photos, and Permit Data Bldg Data Mao Parcel Plats &Surveys Septic Monitoring Info • ;0' , Jefferson County HOME I COUNTY INFO I DEPARTMENTS I SEARCH t° Best viewed with Microsoft Internet Explorer 6.0 or later 0 Windows- Mac http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp?PARCEL_NO°947200008 9/29/2014 LEXAR HOMES Page 1 of 3 • i 0 Washington State Department of Labor & Industries ILEXAR HOMES Owner or tradesperson 1213 LONG RD HOLLIS, ROBERT ALLEN CENTRALIA, WA 98531 360-807-1849 Principals LEWIS County HOLLIS, ROBERT ALLEN, PRESIDENT MOEN, JAMES LAWRENCE, VICE PRESIDENT Doing business as LEXAR HOMES WA UBl No. Business type 602 167 453 Corporation Parent company NW CENTRAL CONSTRUCTION INC ILicense Verify the contractor's active registration / license/certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. i License specialties GENERAL License no. LEXARH*909QT Effective—expiration 11/30/2010—02/10/2016 Bond American States Insurance Co $12,000.00 Bond account no. 32s220055 Received by L&I Effective date 05/07/2012 04/20/2012 Expiration date Until Canceled American States Insurance Co $12,000.00 Bond account no. 6741991 Received by L&I Effective date https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602167453&LIC=LEXARH*909QT&SAW= 10/10/2014 LEXAR I IOMES Page 2 of 3 11/23/2010 11/19/2010 • Expiration date 04/20/2012 Insurance Developers Surety &Indem Co $1,000,000.00 Policy no. BIS00019264-01 Received by L&I Effective date 06/23/2014 06/22/2014 Expiration date 06/22/2015 Granite State Insurance Compan $1,000,000.00 Policy no. 02LX086481303 Received by L&I Effective date 06/19/2014 06/22/2014 Expiration date 06/22/2015 Cancelation date 06/23/2014 Savings (in lieu of bond) $50,000.00 Received by L&I 11/23/2010 Savings account ID Effective date 001770065411 11/30/2010 Savings history Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. IWorkers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID Account is current. 192,244-01 Doing business as https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602167453&LIC=LEXARH*909QT&SAW= 10/10/2014 LEXAR HOMES Page 3 of 3 LEXAR HOMES Estimated workers reported Quarter 2 of Year 2014"11 to 20 Workers" L&i account representative T2!SUSAN BETTS (360)902-4828 -Email: BETT235 @Ini.wa.gov Track this contractor Q IWorkplace safety and health No inspections during the previous 6 year period. ©Washington State Dept.of Labor&Industries.Use of this site is subject to the laws of the state of Washington. Access Washington*` 0',‘"41,S 4e i wrnnreirt%t g4p, https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602167453&LIC=LEXARH*909QT&SAW= 10/10/2014 Jeff.County Department of Community Devel i ent 621 St1�7dan St, Port Townsend WA 98368, (360) 450 APPLICATION FOR DETERMINATION OF ADEQUATE POTABLE WATER SUPPLY Resolution#99-90 requires building permit applicants to provide evidence of an adequate potable water supply. If initial information submitted is not adequate for approval and additional information or work is needed, an hourly rate will be charged acjirdingly.Name Phonev30— rG p 9 0J Address q�� /' ✓ ` L_ � �lf �/ p�/ op Address �7/ d! � way 7 /( L/'`-' Zip Code ��'D Parcel r) 917 00009 Subdiv. Block Lot(s) Site / ,Q (��3 / p1 Address COa Q �. f �ow , Zip Code %136.90 Type of Structure Jr--/e� Check all that a••I Note: Special conditions may apply within Seawater Intrusion Protection Zones. (Sift) p✓ UAlternative system (provide justification and design per Jefferson County Environmental Health policy 97-01) El Valid Water Right Permit(generally applies to springs, attach copy) N �r N Approved Public Water(Submit the attached Water Availability Notification fo rin I e oGr uvateFp(♦ r stating the system is capable of and will supply water.) r jl . ❑ Individual Well--attach copy of: � 1) Well logs (If no well log report is on file, a 1 hr stabilization test may be Substituted)— 2) Lab analysis for water quality parameters tested within 3 years of application -Total coliform ,,ur FNi -Nitrate-N ].i =--toit -Chloride __ II Two-party Well—items above AND recorded Operation&Maintenance agreement and recorded Easement. By signing the application form,the applicant/owner attests that the information provided herein is true and correct to the best of their knowledge. Any material falsehood or any omission of a material fact made by the applicant/owner with respect to this application packet may result in this permit being null and void. I further agree to save, indemnify and hold harmless Jefferson County against all liabilities, judgments, court costs, reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees, representatives or agents for the purpose of application review and any required later inspections. Access and right of entry to the applicants property or structure shall be requested and shall occur during regular business hou /r'I �� Signature 4 ` �J�atCA Date (C ' f' ' FOR OFFICE USE ONLY 1) Water Right Permit# 2) Public Water Supply WS ID# In Compliance Yes No 3) Individual Well Driller Name Date Drilled Depth Production Meets Water Quality Standards Yes No WRIA 17 SIPZ Yes Circle: Coastal Moderate High No Subbasin Based upon information provided by the applicant, it appears that the potable water supply: meets conditionally meets does not meet the conditions of RCW 19.27.097 and the Guidelines for Determining Water Availability for New Buildings. Application Reviewed by Date Date Fee Receipt# Check# Case#BLD vc!. v. t y : lORY v C _�r _. v or: v �uo X171 r. • Public Utility District #1 Of Jefferson County WATER AVAILABILITY NOTIFICATION Board of Commissioners Barney Burke, DIstrict 1 •PUBLIC WATER SYSTEM Kenneth A. McMillen, District 2 Wayne G. King, District 3 James G. Parker, Manager To: Jefferson County Environmental Health Department • From: LUD #3 Water System E 0 _,!; System Operator(s): Eric Storey �. 11 State ID Number 00058D fir' ' -L��(� v17�1\Tl EV N1 Number of existing connections: 320 (Estimated) vli�n_,rF 0. rr Number of permitted connections: 505 Number of committed connections: • This water system is capable of; and will supply potable water to the following location: Assessor's Parcel ID# 941-702-7o2 O.QQO LegalDescription Ct?t- S e c�-tcsvl' t' .� Q �- N,( !/'�. frotSir tl� 0 Nye 1_ ***Water Connection is available once(all fees/charges have been paid*** (1 Site Address: (4 `--'' ` `j'p Vn 7 y6 e >i1 '11(-12 < Signature: ,41\4.k.,,LAM L L/Vl ._ Title: Date: ,I,a g ( 14 THIS IS A NON-BINDING STATEMENT OF WATER AVAILABILITY, IT PROVIDES THAT AT THE TIMEOF REQUEST, WATER IS AVAILABLE WITHIN THIS SYSTEM. THIS NOTIFICATIOON IS GOOD FOR ONE YEAR 230 Chimacum Road/P.O.Box 929, Port Hadlock,WA 98339 PH(360)385-5800 FX(360)385-5945 SUp Front Parcel Review3l-Pl Parcel 947200008 Printed: October 20, 2014 KINDRA KEMP Site Address(es): 565 BLUE SKY DR 62 CHASE RD PORT TOWNSEND, WA 98368 PORT TOWNSEND, WA 98368-9686 Parcel Number: 947200008 S-T-R: 19-30N-1W Total Acreage 7 Legal Description DISCOVERY RIDGE PRESERVE LOT 8 TGTH W/UND INT Land Use: 9100 TRACT A SUBJ TO EASE/RESTRICT OF RECORD Flood District: Fire District: 1 Planning Area: 2 Flood Map (FIRM)Panel No: School District 50 Zoning: oz. 11 V COMP PLAN DESIGNATION: cf.„; L\ \0 COMMUNITY PLAN: UGA: UGA Trans [ ] Plot plan states "property line" [ ] Assessor's Map(Property lines in submitted plot plan must match the pnperty lines as identified on theAssessor's 1/4 map) [ ] Legal Access to Property NO [ ] Parcel Tags or Scanned Documents YES NO [ ] ESA's: Special Reports Nearby YES t) [ ] Designated Ag YES e A .:)a C e✓t± 't 1 - [ ] Shoreline Designation: YES 00 [ ] Shoreline Slope S . .ility: YES 1® Stream Type:YES 4% FWHCA: YES Wetlands:() N• at .: i - - ' — ii. - , ' - . I ii. - Rare Plants:YES I Seismic: YES Ad facer..J- Landslide: YES ittrob Flood: YES Erosion: YES O Aquifer Rechar!e Area:YES SIPZ: At Risk High Risk Coastal CMZ: • .- High Risk Moderate RiskDisconnected CMZ Stormwater site plan submitted: I'e No [ ] Forest Lands: YES NO Adjoining Forest Lands: Commercial/ Rural/ Inholding [ ] Mineral Lands: YES . 1 [ ] Agricultural L a n d s: s C A A) ace, - f- AL-2-C) [ ] Archaeology: YES (� [ ] No Shooting Zone: YES CO [ ] Stormwater: New Impervious Surface 13-7 D Land Disturbing Activity 9 0 0 ESA's Stormwater Req's:Min Req#2 Min Re. #1 thru#5 Mitt R:, #1 #10 Engineering [ ] Notice Provisions/Disclosure:�jrport s MRL P Forest Lands YES o [ ] Landscaping Required: Yes (N�j [ ] Parking Spaces Re red NO 2 ether f 1 Building Heieht: 35' UBC Standard [ ] Impervious Surface cover percentage: 9 9C.) Resource Lands&Public: 1OW Rural Residential: 25% Rural Ind.: Per UDC Sec 6.7 Rural Commercial: 60% Area of Building Coverage: 60%in Rural Industrial Lands only [ ] Total Building(s) Size: RVC:20,000 SF CC: 5,000 SF NC:7,500 SF GC: 10,100 SF All others:subject to septic&water constraints/None specified [ ] Setbacks: Front: S Left Si4e: 5 Right Side:- Rear:5 Shoreline Setback: ttl/I� ��CC a�0' k'rcm 'ue1-f - road ) ease/r erd- LSHA Setback: Nyitt [ ] Road Classification: C t V 4 Road Approach: EXISTING NOT REO'D RAP [ ] SEPA Required: YES EXEMPT [ ] Flood Certificate: Nh [ ] Existing Case(s)& ),Q.1 Ldu Violations: Yes [ ] Recorded Date of Subdivision: VW I 2:011-'' AFN t'l q///(, Over 5yrs=UDC Plat Conditions: aii4`] <5yrs=Plat Conditions on plat or Old Ordinance [ ] Lots/Require Declaration of Restricti Covenant YES NO, submitted: YES NO [ ] UGA No Protest Agreement YES submitted: YES NO [ ] Site Visit conducted YES S [ ] Require Final Zoning Approval S [ ] ADMIN: Setbacks entered in Permit Plan case N/A YES New Parcel Tags entered in Permit Plan N/A YES Special Reports Scanned N/A YES Title Notes Updated Parcel tags found for parcel 947200008 1.) WSRC Coaching - 06/19/2013 Other Cases Associated with APN 947200008 Review Cases Name Type Status Planner BLD14-00366 KEMP P Anna Bausher Application Received: 10/10/2014 Permit Issued/Case closed: Case Finaled: NSFR W/ATTACHED GARAGE 125 GALLON PROPANE TANK SEP12-00103 M LA03-00020 CUA03-00001 MLA03-00020 HENLEY GROUP LTD W Michelle Farfan Application Received: 5/21/2003 Permit Issued/Case closed: Case Finaled: Open Space Current Use Tax Assessment to enroll 112 acres of a 150-acre parcel as Timber Open Space under provisions of the Jefferson County Open Space Tax Program and RCW 84.34 SUB03-00003 MLA03-00020 HENLEY GROUP LTD III F Michelle Farfan Application Received: 1/13/2003 Permit Issued/Case closed: 6/24/2004 Case Finaled: 11/2/2004 REVISED APPLICATION DAI E, November 4, 2003: Revised proposal is a 13 lot long plat with internal roads serving the lots. Lots are subject to a road maintenance agreement for Blue Sky Drive. Proponent is working with DNR regarding proposed access to Lot 3 from the western boundary. If DNR approves this access, then proposed road through lots 2 &3 will not be developed. PRE00-00038 TERRA FIRMA INC F Michelle Farfan Application Received: 9/22/2000 Permit Issued/Case closed: 9/26/2000 Case Finaled: 160 acre subdivision consisting o eight 20 acre lots. SUB00-00011 TERRA FIRMA INC W Michelle Farfan Application Received: 12/19/2000 Permit Issued/Case closed: Case Finaled: 160 acre subdivision consisting of eight 20-acre lots. RAP04-00113 HENLEY GROUP LTD I F Application Received: 5/18/2004 Permit Issued/Case closed: 5i28/2004 Case Finaled: 5/17/2005 ROAD APPROACH -Cape George Rd SEP05-00230 KEMP F Application Received: 7/18/2005 Permit Issued/Case closed: 8/29/2005 Case Finaled: 11/12/2013 filed w/SEP12-103(tank only) \\tidemark\datalforms\R_Parcel_CRMLA.rpt 10/20/2014 Page 2 of 3 SEP12-00103 • KEMP • F Application Received: 9/5/2012 Permit Issued/Case closed: 10/2/2012 Case Finaled: 11/112013 SEP05-230 DF only filed here SOM05-00230 KEMP FIN Application Received: 2/10/2014 Permit Issued/Case closed: Case Finaled: \\tidemark\data\forms\R_Parcel_CRMLA.rpt 10/20/2014 Page 3 of 3 tNZSD BLD14-00366 UILDING PERMIT APPLICAPON Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD14-00366 Received Date: 10/10/2014 SITE ADDRESS: 62 CHASE RD PORT TOWNSEND, 98368 OWNER: KINDRA KEMP PHONE: 565 BLUE SKY DR PORT TOWNSEND WA 98368-9686 SUBDIVISION: Block: Lot: PARCEL NUMBER: 947200008 Section: 19 Township: 30 N Range: 1■1 CONTRACTOR: LEXAR HOMES PHONE: (360) 379-1799 94 KALA SQUARE PLACE PORT TOWNSEND WA 98368 Contractor's License LEXARH*909QT Expires 2/10/2016 REPRESENTATIVE: CRAIG &JULIAEAKES PHONE: 360-821-9905 841 JOLIE WAY PORT TOWNSEND WA 98368 PROJECT DESCRIPTIOI NSFR W/ATTACHED GARAGE 125 GALLON PROPANE TANK TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,705 VALUATION 206,650.00 ADD'L: HEAT TYPE: WOD CODE EDITION: 2012 HEAT BASE: HEAT TYPE: EEE OCCUPANCY: UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: SHORELINE: CONST TYPE: GARAGE: 10 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: ALT WATER SYSTEM: 00058 BEDROOMS: BATHROOMS: Exist: 0 Exist: 0 Prop: 3 Prop: 3 Total: 3 Total: 3 Routing Date: Type Amount Paid By: Date: Receipt: Approved/Date Permit $1,776.00 SRE 10/08/14 151621 Plan Check $1,154.40 SRE 10/08/14 151621 State Building Code $4.50 SRE 10/08/14 151621 Potable Water Application $67.00 SRE 10/08/14 151621 Total: $3,001.90 11 tidemark\data\forms\F_BLD_App_Bld.rpt 10/10/2014 ,SON co G,...+ '! ew o JE) RSON COUNTY . x DEPARTMENT OF COMMUNITY'I �'/ P '.Y: . �q'' 0 621 Sheridan Street I Port Townsend,WA 98368 Web:www.co.ieffersbLa.us/communitydevelopment yr hG • Tel: 360.379.4450 I Fax: 360.379.4451 I Email:dcd a@.co.Iefferson.wat —I i '! • BUILDER STATEMENT • The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be a s ng the responsibility of the General Contractor for the proposed project. Signature• "(k ( ) J �G�L� Date: / I .2e7/ <-1 . GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: - Levd r io rq S ( bo) 379-77/f ( 3 371- 4/7/ MAILING ADDRESS: EMAIL: _✓�+lip ��l'`� _�6 "E L4 N'�'( L eua-r once;�o�t. CONTRACTOR'S LICENSE D/tZw /(6 / (,�JQ ,w 'WAINS NUMBER: NUMBER 1_. ./C/1re. 14, 10 g'0"7" ARCHITE NGINEER: ZCJ//,j Moe r 7 PHONE ( ) FAX:( ) MAILING ADDRESS: 565 Blue Sky Drive Port Townsend,WA 98366 EMAIL Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: 7 New 7 Wood Existing: _o_ -_ Sewer - Addition - Steel Proposed: 3 Bank -- Community System Alteration/Remodel Concrete Total: 3 Height: Z Individual System 1 Repair -- Masonry n/a SEP Permit# j 7 - (C'3 Bedrooms: Water Supply: - Demolition d Other: PP Y: Existing: -0- Setback: Private well Two Party Type of Heat: Proposed: 3 n/a Public Woodstove with Cadets Total: 3 Name of System: If this Is a Commercial Prolect you must answer the following: ,kJ/4- Number of Parking Spaces: Current: Proposed: Number of ADA Parking Spaces: Number of occupants(includes owners,tenants,employees,etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes 1 No If this is a Propane Tank and/ A liance Installation permit,mark all items below that ap Iv: Underground Tank •bove • ••und tank Size of Propane Tank: / Heat ove Cook Stove 'roodstov- Fireplace.nsert rehtO 1 evotS telleP I knaT retaWtoH i Is this appliance being installe. in a Manufactured/Mobile Home? Yes / as When applying for a permit to install a propane tank you must also submit`asite plan showing all of the buildings, all property lines, tank location and size,distances from the propane tank to all property lines,buildings and septic system components, including the reserve area. Square Footage Current Proposed For Office Use Only Amount Revision Main Floor Heated EH Bld App Review: /6 / /0S 6`2)S01-I1 L4s -7c .c.)c 2"Floor Heated OM- l Consistency Review: 9 l e) , Other Heated Base fee: I l/ 1-We °C Mezzanine Additional Section: , Heated Basement Plan Check fee: 1, 15q 40 Unheated Basement State Surcharge fee: Li .S—p Other Unheated Pot Water Review fee: ` O- , - o Garage/Carport N/A- ,4k/ '357r /, 23° , SUBTOTAL ?\ ct 1 � t J � Decks 4 U 866s�,. 11/Rd Approach fee: __9—_ Other C-----6—Ci TOTAL: $ eceiptNumber: 1q {„2_I Cash/Check Number: 10?3� ESTIMATED COST(REQUIRED) Date: 'r��� /"�� [� •Fah marke value of all tabor and materials foundation to finish `(� —I /�Mr a°S/p? • ��` Initials: C . . 07/24/2013 .. o gr. J V ti! / zO tr . . . ri'',.q. ..1,',,,,.,it •,t1= 1,q , r -- il g0. 0 i 1, ; Z e jay i I 4'k . 4 .1 ' A'‘ if • ri,,.. C. Doti r $ p ifiri 11 . : "".5=".tt a -' � � i li• i.m ° 1 1 illy i' 41r 11 L! 1iWJJJJ R.- �4 PI'III '1y 1 g {• ( `~ PJ 1 �°.C C — '..--; /....,,,c)...,,,05.0-,..`136- - ..------ - r Z r-1 /. ,�• 7 Pi si t \ o j`i' � .p i i , co 0 _ A Pr .r '''''.,. L.* t " c,-,C !!'livil■-...]■._.!-:. -43 \ q, ,/i 1 / ..:*, C..1 r I '.: 0,9 , (c.s1 / \ / \ O 1 I '''' S%r/ >'\ ./-,1). ,te x / 4 ) ,11 1 -3 -GA' �C i ^p . A ,..„'''T,,,,,,,, N;N:ris: 'N.. // 4/: .1 . Ns■ AI ��\ �' � �\ a m 'set CI 1 (45 S \ \ \ �" SAO rV AA"/ C Q_ \ .. O -- i Z _ 00 ` T1 4 e r 9 4> ) � �, sli. 5- w ti\ s v, r 1 le' -.7.: 23 5) ,irilL.T. -,15 u //' / . w r ��-�' off - �,� r'.., x rA TITLE: . �.�xct✓ 11(- \c- c. Y a N ,� NSF- W/ r11'f• C�Cu' ) g. o c " PARCEL # 947-200-008 r. i?vv:.:4)rick_ C.�'IC'lencl e a w . . 0 CLIENT: Crwi 0 Jvl►� Ease'-› 2Gc1:•• 71O� (o2 t i C d (i'i CiL11-i' 13 a 4O4OI S Ewen 6050 HS Egreas UI ; 7688 1----E,---+ _ _ r - - � II r S' -' x Ip0 c *� I I i z . g a iI cn a II > 0 c, for z i I f d 5.2 8 � 6 z, 413— _,-1 r I m 50 » D i I A " sno"°', . I , en N — — — 7... I co HS 1 3 ® I,, il 1 •n 1 - I1----) ---7 L 2368 F �j i .v� II , I I<� 1 g 1- ,) -___fi L. I, ^2 r -1 I I I I o .‹ . N J O `G r I L1 ai XO gd S n 0 3 9- 1 I 5050HS 5050I 111111 II rrr r < i 9 61 $ I'$ $IliP' m < 8 II GI — 3d m D to _,C� ° ° I',� g gi n >it A m N N o xs:e &&& &&a 6& m m 000 mmIII C=1::::// o In N D 71 3 D I x r CRAIG & JULIA FAKES �lU UJ 5 as > — � 0 u_ a 0 K 0i oil Jm oa FLOOR PLAN 62 CHASE ROAD N -Z u0 Um j0 PORT TOWNSEND, WA 98368 a HOMES -1 $ Z a N m 360.82 1 .9905 _ 02 KALA SQUARE PLACE PORT TOWNSEND, WA 99369 m Z PARCEL # - 947200008 PNDNE: 360.379.8600 • • was°N `'°. JEFFERSON COUNTY I r I 0 ME I� ti( S� DEPARTMENT OF COMMUNITY DEVELOPMENT ' II I I y I Ij 621 Sheridan Street • Port Townsend • Washington 98368 4y�0� 360/379-4450 • 360/379-4451 Fax --.- `S Nr1 http://w'ww.co.lefferson.wa.us/commdevelopment! " 'i COUNTY .' rrl •, t Stormwater Calculation Worksheet i I) - dirt U rtU< A C9-� tk. ,c- MLA# PROJECT/APPLICANT NAME: Ln Le S Ti l C' DETERMINING STORM WATER MANAGEMENT REQUIREMENTS: This stormwater calculation worksheet should be completed first to classify the proposal as "small.' "medium,"or"large." The size determines whether a Stormwater Site Plan is required in conjunction with a stand-alone stormwater management permit application, building permit application, or other land use approval application that involves stormwater review. The basic information will also be helpful for completing a Stormwater Site Plan, if required. PARCEL SIZE(I.E., SITE Size of parcel '9 acres �j�)) An nacre contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet '3O ,'. ,Y sq/ft Land-disturbing activity is any activity that results in movement of earth, or a change in the existing soil cover (both vegetative and non-vegetative) and/or the existing soil topography. Land disturbing activities include, but are not limited to clearing, grading, filling, excavation, and compaction associated with stabilization of structures and road construction. Native vegetation is vegetation comprised on plant species, other than noxious weeds, that are indigenous to the coastal region of the Pacific Northwest and which reasonably could have been expected to naturally occur on the site. Examples include species such as Douglas fir,western hemlock,western red cedar, alder, big-leaf maple,and vine maple; shrubs such as willow,elderberry, salmonberry, and salal; herbaceous plants such as sword fern,foam flower, and fireweed. LAND DISTURBING ACTIVITY, CONVERSION OF NATIVE VEGETATION, AND VOLUME OF CUT/FILL Calculate the total area to be cleared, graded,filled, Answer the following two questions related to excavated, and/or compacted for proposed development conversion of native vegetation: project. Include in this calculation the area to be cleared for: Does the project convert 3/4 acres or more of Construction site for structures A©0 sq/ft native vegetation to lawn or landscaped areas? Drainfield, septic tank, etc. sq/ft Circle: Yes No Well, utilities,etc. sq/ft Does the project convert 21/2 acres or more of /— l / native vegetation to pasture? Drive parking, r ads tc ,--•-• � 070 �U Circle: Yes (No Lawn, landscaping, etc. sq/ft Other compacted surface, etc. �l sq/ft Indicate Total Volumes of Proposed: Total Land Disturbance y 'JO0 sq/ft Cut q1 Fill (/ (cold) [over] stormwater talc worksheet—REV.11,1,2013 1 • • Impervious surface is a hard surface that either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A hard surface area which causes water to run off the surface in greater quantities or at an increased.rate of flow .. ...... . ._. from the flow present under natural conditions prior to development. Common impervious surfaces include, but are not limited tp_roof tops, walkways, patios, driveways, parking lots or storage areas, concrete or asphalt paving, gravel roads, packed earthen materials, and oiled, macadam or other surfaces which similarly impede the natural infiltration of stormwater. - STORMWATER CALULATIONS–IMPERVIOUS SURFACE NEW �y EXISTING Structures(all roof area) 2O0 sq/ft Structures(all roof area) ;-- .-_ sglff j': ' - Sidewalks sq/ft Sidewalks sq/ft / r� Patios / 70 sq/ft Patios l sq/ft Solid Decks sq/ft Solid Decks sq/ft (without infiltration below) !l (without infiltration below) Driveway, parking, roads,etc c. OOO sq/ft Driveway, parking, roads, etc rxC i t.1 sq/ft Other �/ /1 sq/ft Other �J �y l sq/ft Total New r 3 7V C sq/ft Total Existing t 2QI) sq/ft TOTAL NEW+TOTAL EXISTING' / V sq/ft 'This amount will be used to check total lot coverage. The following questions will help determine whether the proposed project is considered development or redevelopment. DEVELOPMENT v. REDEVELOPMENT Divide the total existing impervious surface above by the size of the parcel and convert to a percentage: / % Does the site have 35%or more of existing impervious surface? Circle: Yes FURTHER INSTRUCTIONS: If the answer is yes, the proposal is considered redevelopment and the attached Figure 2 should be used to determine the applicable Minimum Requirements. If the answer is no, the proposal is considered new development and the attached Figure 1 should be used. At this juncture, the applicant should refer to the applicable Flow Chart to determine the Minimum Requirements for stormwater management. DCD staff will help verify the classification of the project and the application requirements. For proponents of "small" projects who must comply only with Minimum Requirement #2—Construction Stormwater Pollution Prevention—an additional submittal is not required. The proponent is responsible for employing the 12 Elements to control erosion and prevent sediment and other pollutants from leaving the site during the construction phase of the project. Pick up the Construction Stormwater Pollution Prevention (SWPP) Best Management Practices (BMPs) Packet. Proponents of"medium" projects-those that must meet only Minimum Requirements #1 through #5—and for "large" projects—those that must meet all 10 Minimum Requirements—are required to submit a Stormwater Site Plan. DCD has prepared a submittal template of a Stormwater Site Plan, principally for rural residential projects. Complete the template in the Stormwater Site Plan Instructions and Submittal Template or prepare a Stormwater Site Plan using the step-by-step guidance in the Stormwater Management Manual. APPLICANT SIGNATURE By signing the Stormwater Calculation Worksheet, I as the applicant/owner attest that the information provided herein is true and correct to the best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners of the affected property. (LANDOWNER OR AUTHORIZED REPRESENTATIVE SIGNATURE) (DATE) FOR OFFICE USE ONLY SMALL MEDIUM LARGE REDEVELOPMENT Stormwater Site Plan: Yes No storrnwater talc worksheet—REV 11/1/2013 Map Output • • Page 1 of 1 ArcIMS HTML Viewer Map Legend Selected Features JC_Roads -- -- _ - -- - Parcels-H - -" -- County Zoning MPR.SF Trans Rurd Raseent m.LS Rural Resdentm'1:10 -- -- -- -- -- Rural Resident up 1:10 MPR Smola randy rr.•.�_:y IN MPR Mundamdy .._ M PR Resort Comowa Parks and Recrenan ■ MPR-Open Some tV',••:_::... a Rural ForeA ■ Common-1M F droll Mnoidog Fowl Heavy Industrial A worm,CPC Y?c `••9S'_' ■ M PR•Vdlgc Cent*, �• 1; AP 1.20 MIRural Village Center �,�•.....:�_ ■ Resource Dared Mc tl �y Lpm IndusITM aMPR Rummy ion rn••wy'd3 Waste MOml CPC �1• dfn`L fjc" Ll'M r>D"'9 CO3 V(i'.'5YAS Ce.:." y:l_ uC GEM Crossroads-GC Crossroads CC IIII Crossroads NC ■ AL 1:20 Cane Ge UGA-Uroan Comm/Arco or3e Rd __ _'.__ .yea.:. ..yw:'1t) ,7.,,,ykt,• UGA UrWn Lpnt Ind uara Max av:Oa3 by.¢c'url tiorRy Cava Savor GCS 0•11=1111=11111MessnAAAt1 UGA MDR UGA-IIDR UGA Pueuc UGA LDR UGA-Vmd dr Oronlod Comrnorca. MPR-ERN film non CF-81111RLO Commerce l Forest M meal Resou roe Overlay FOR INFORMATIONAL PURPOSES ONLY- Jefferson County does not attest to the accuracy of the data contained herein and makes no warranty with respect to its correctness or validity. Data contained in this map is limited by the method and accuracy of its collection. 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Data contained in this map is limited by the method and accuracy of its collection. Mon Oct 20 10:54:07 2014 bald EXt1lzs 16L5 http://gisserver/servlet/com.esri.esrimap.Esrimap?ServiceName=ovmap&ClientV ersion=... 10/20/2014 Map Output • • Page 1 of 1 ArcIMS HTML Viewer Map . 4,0 r Legend ,04#°6\* _:. , do-•yy-0.i Li Selected Features .I JC_Roads ` I Parcels-H 001193162 ooe ,Y`,95'O. \ , 00..s. w.` Caca.Gearga Rd " -- _ _ __ __ _. a •ro119;1611 c ■44411 FOR INFORMATIONAL PURPOSES ONLY- Jefferson County does not attest to the accuracy of the data contained herein and makes no warranty with respect to its correctness or validity. Data contained in this map is limited by the method and accuracy of its collection. Mon Oct 20 10:56:18 2014 http://gisserver/servlet/com.esri.esrimap.Esrimap?ServiceName=ovmap&ClientVersion=... 10/20/2014 Map Output • • Page 1 of 1 ArcIMS HTML Viewer Ma ART" 9472000i)!i. rr. - 'Y 947200013. - • i w A is I. 00••95 •, .y..: 947200014. t -1 r' L' 94 7200012 .♦ k r- y`> 947200047 ... Legend l' 1 L 40 vY•'. Li Selected Features ,M ^ r j JC_Roads 1 .- ) 94/e 0+4.k 001195102 Parcels-H •.7200011 - , I 2013 Aerial Photos q G urG , 01.9510. i • .5 _--. I 7 ._ _ 1 - ° 001195045 �� ^ I _'— —` I -001195'24 as III . •• 1 00'195002 0011,••• I• -- 001195003 i 001195C45 u�,e• •. - ea. . 001'95d10 r ,�'d01195007 _. it 195 .' 01 3 a. --_ _.... 012 I� 4 "� y•Sil:••■,2 j•' .041195036 s• .t• "...h'T•" R ^ Zx. to 1 FOR INFORMATIONAL PURPOSES ONLY- efferson County does not attest to the accuracy of the data contained herein and makes no warranty with respect to its orrectness or validity. Data contained in this map is limited by the method and accuracy of its collection. Mon Oct 20 10:56:06 2014 http://gisserver/servlet/com.esri.esrimap.Esrimap?ServiceName=ovmap&ClientV ersion=... 10/20/2014 Map Output • • Page 1 of 1 ArcIMS HTML Viewer Ma 1. 00119610e res S 9412CC00ti Ilti, Ce.:.-9t, • (Xi t J. �ay r r:; .95107 ,1 "95••+ 1 95106 11.% 3 94+10(..d•4 I e `�" 114101-k 1 ■ ,1 rl w 1 _4"•bi i r l C._ .9'3"6 } 14 lh Y , +, 9472∎Afxa II 1 J{ + _ ' 4 t Legend rvv•oy•� Selected Features 94,2(f.%i'C } � ,/f JC_Rea ds �w 94 i1+.v.XCH : �� i 001195102 Parcels-H Yt1l=G v", ��,L"\}.�,,,s .......\\\,‘• 41 _{r - US GS Tapes 1 d,� A OOF t9d10t �If .r ��tir ,1 tp ' C.."9"1.1 6 ` Y 00"9.3050 N 050 rx uy..1 141 t f CC •95091 C'•95(:Cv1 •11, t 1 �_•.•uy'G3 1."eb:AS% ‘.111 rn••95040 C+ 95::'0 . - \ (\tr< 11 rr■''25039� r, (1{�, r Il'� CC.' __ ,_ rte..+. 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Mon Oct 20 10:55:45 2014 http://gisserver/servlet/com.esri.esrimap.Esrimap?ServiceName=ovmap&ClientVersion=... 10/20/2014 Map Output • • Page 1 of 1 ArcIMS HTML Viewer Map 00,195115_._._1001195109 \... , 001195106 i I Y r� ., 9x7200006 00195116 _ � �ti jo9„951m 947200015 ‘, *.� 'I 001198/17 • 001195106 947200012 \ \ II I-- 001195105 1,11 I\ I 001196118 I '' �� 947200007 00,106104Y- ,', --�"~ Le ge nd 947200010 ::" 03 _00___. — 001195101 --`__1 001198045 II, 001195124 961196050 001195049 '\'n 001199002 001195004 •. f � 001196003 001195005 ,,.. 00,196040 001196006 I 001195006 001195007 1 001195010 '--'�� 001195009 r001,95123 --r..-Cap*G+ape.gd—`'�- 00„96009 001195011 001195030 I 001193011 1 Maces,avb1 M Jellienscri Crory Caxa Scram GS :;.;,--„ 0 FOR INFORMATIONAL PURPOSES ONLY- Jefferson County does not attest to the accuracy of the data contained herein and makes no warranty with respect to its correctness or validity. 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FOR INFORMATIONAL PURPOSES ONLY- Jefferson County does not attest to the accuracy of the data contained herein and makes no warranty with respect to its correctness or validity. Data contained in this map is limited by the method and accuracy of its collection. 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FOR INFORMATIONAL PURPOSES ONLY- Jefferson County does not attest to the accuracy of the data contained herein and makes no warranty with respect to its correctness or validity. Data contained in this map is limited by the method and accuracy of its collection.Mon Oct 20 10:53:51 2014 1 http://gisserver/servlet/com.esri.esrimap.Esrimap?ServiceName=ovmap&ClientV ersion=... 10/20/2014 Map Output • • Page 1 of 1 ArcIMS HTML Viewer Map - . 001195100-J, ,, '`' v 947200005 + 4 (,,. 001195116 `� 941200013 Sy .,� , rj.. % 4 001195117 001195106 1�� 947200014 4 - 1 741 . 947200012_,( p.}1�.,. 1,-`.% `.... -..'x l 001195115 (`^-'' _-1--- I j II �I 947200007 '�. 1 } ,+ j __ i 001105100 f f�`� `-44 } Legend "..may., 997200010 • . 4 ) '� 0011ffi119 001195100 Selected Features �' 94 �' p04~ Parcels-H ~947200011' ~N`- \ . _ 1 1.j ? 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W.aW ..e,co..,w ROTH corn..on X 19 THE 3411710110 PARCEL MAY W SUBJECT TO EASEMENTS OR nn5 LONG MAY SUBDIVISION W✓P RCY EXISTING FENCE OTHER N, I. RECORDED OR L Discovery Ridge Preserve C.O. RIMER THWGL�I E NOT EXISIEACE OF ALL SUCH EASEMENTS OR ENCUMBRNLCES OR INDICATORS WY NLKA2 A POTENTIAL FOR CLAMS M THER LLELLI ON 7HE SURVEYED MKEZ MEW'AS A Long Plat Subdivision located in Section 19 '""KITTEN 7IBC.LLCM°"NE"A"R BASED UPON UNRRINO3 SFECINGMLY SNOW HEREON. 7 NILE CAMS HAS NOT BEEN RESOL,EN BY WS SURVEY. Township 30 North, Range 1 West, W.M., INS SURVEY WAS PERFORMED ACCORDING B MAC. 332-130-090 STANDARDS F 0 BOUNDARY SURVEYS. Jefferson County, Washington INS SURVEY 'MINIMUM OT PE"OR ED oCERTIIE 'O ME`ME G T T B;N RE wEMDs- OR ',WORMY STNIDAABS'FOR AtWNACSM IMO TRUE SBRWYS. 77/(00000 EASE CR MC WP FOR THE ISSUANCE OF AN ALTNACSM ORA7R5 EXTENDEC C0100AGE PORGY IS STRICTLY PROHIBITED. DESCRIPTION/ NOTICE TO PDTENTL/L PURC/L4SERS (CONTTNUEDI THE NORTHWEST 1/4 OF THE NORTHEAST I/4 AND ALL OF THE WEST HALF OF 7. WETLAND BUFFERS SHALL REMAIN NATURALLY VEGETATED EXCEPT WHERE THE SECTION 19, TOWNSHIP 30 NORTH, RANGE 1 WEST, W.M., IN JEFFERSON COUNTY, VEGETATION INS BEEN DISTURBED, INVADED BY HIGHLY UNDESIRABLE SPECIES(E.G.. WASHINGTON LYING NORTHERLY OF CAPE GEORGE COUNTY ROAD RIGHT OF WAY, NOXIOUS WEEDS), OR WOULD SUBSTANTIALLY BENEFIT FROM THE INCREASE DIVERSITY EXCEPT TINT PORTION OF DISCOVERY RIDGE O/NS/ON I LYING IN SECTION 19. OF INTRODUCED SPECIES WHERE BUFFER DISTURBANCE HAS OCCURRED DURING RECORDED IN VOLUME 8 OF SURVEYS, IDGES ISION 1 LYING RECORDS OF CONSTRUCTION, REPLANTING WITH NA THE VEGETATION SHALL BE REQUIRED. MINOR JEFFERSON COUNTY,LU WASHINGTON;8 O PRUNING OF VEGETATION AND REMOVAL OF UNDESIRABLE SPECIES MAY BE PERMITTED BY THE ADMINISTRATOR ON A CASE-BY-USE BASIS. (EXAMINER NOTE ALDER (ALNUS FLSO EXCEPT THAT PORTION OF THE SOUTH HALF KNOWN AS DISCOVERY RIDGE RUBRA)15 A WETLAND PLANT.) DIVISION X AS RECORDED IN VOLUME TO OF SURVEYS, PAGE 57. RECORDS OF JEFFERSON COUNTY, WASHINGTON; MIES AI SO EXCEPT DISCOVERY RIDGE, DMSION Il, LARGE LOT SUBDMSION,AS RECORDED IN VOLUME 1 OF LARGE LOTS, PAGES 18 AND 19. RECORDS OF 1. THIS SURVEY IS BASED ON THE WASHINGTON COORDINATE SYSTEM OF 1917, JEFFERSON COUNTY, WASHINGTON. NORTH ZONE. PER 1970'S 71ES TO PUBLISHED VALUES OF N.G.S. CONTROL POINTS 'OUIMPER"AND PORT TOWNSEND, NORTHEAST BASE 1856' ALL BEARINGS ARE rO^.FTHFR WITH AN EASEMENT FOR INGRESS, EGRESS AND UTILITIES AS GRANTED RELATIVE TO SAID GRID.ALL DISTANCES ARE REDUCED TO SAID GRID USING A IN INSTRUMENT RECORDED ON JUNE 1X 1995, UNDER AUDITOR'S FILE NUMBER COMBINED SCALE FACTOR OF 0.9999187. TO OBTAIN GROUND DISTANCES, MULTIPLY 335707,AND RECORDED ON NOVEMBER 75, 1990, UNDER AUDITOR'S FILE DISTANCES SHOWN HEREON BY 1.0000813. NUMBER 336270, RECORDS OF JEFFERSON COUNTY, WASHINGTON. 1. TINS SURVEY WAS ACCOMPLISHED BY FIELD TRAVERSE METHODS USING A SITUATED IN THE COUNTY OF JEFFERSON, STATE OF WASHINGTON 3-SECOND THEODOLITE AND AN INFRARED DISTANCE MEASURING DEVICE WITH SOME DISTANCES MEASURED WITH A STEEL TAPE NOTICE m P07ENILIL PUEalti4SERS 3.ALL LOTS WITHIN TINS LONG PUT SUBDIVISION ARE SUBJECT TO AND BENEFIT FROM THE PROTECTIVE COVENANTS AND EASEMENTS DISCLOSED IN THE INSTRUMENT I. ADDRESSES SHALL BE APPLIED FOR AT THE TIME OF BUILDING PERMIT RECORDED UNDER JEFFERSON COUNTY AUDITOR'S FILE NUMBER 49'1 I 0 AND APPLICATION. SUBSEQUENT AMENDMENTS. ALE LOTS WITHIN THIS LONG PUT SUBDMSION ARE MEMBERS OF THE DISCOVERY RIDGE PRESERVE LOT OWNERS ASSOCIATION CREATED 2. OUTDOOR RESIDENTIAL STORAGE SHALL BE MAINTAINED IN AN ORDERLY BY THE SAME INSTRUMENT MANNER AND SHALL CREATE NO FORE SAFETY, HEALTH OR SANITARY HAZARD. 4. ALL MONUMENTS WERE FOUND WITHIN 0.06 FROM CALCULATED POSITIONS UNLESS 3 EXTERIOR LIGHTING FOR RESIDENTIAL USES SHALL NOT EXCEED TWENTY FEET OTHERWISE NOTED. (10)IN HEIGHT FROM THE FINISHED GRADE EXCEPTING WHEN SUCH LIGHTING IS AN INTEGRAL PART OF BUILDING OR STRUCTURE. GROUND LEVEL LIGHTING 15 5. THE FIELD WORK FOR THIS SURVEY WAS PERFORMED ON AUGUST 25, 2004 ENCOURAGED. THROUGH SEPTEMBER 23, 2004. EXTERIOR LIGHTING SHALL BE ENERGY EFFICIENT M0 SHIELDED OR RECESSED SO THAT DIRECT GLARE AND REFLECTIONS ME CONTAINED WITHIN THE BOUNDARIES OF THE PARCEL. EASEMEN15 OF RECORD EXTERIOR LIGHTING SHALL BE DIRECTED DOWNWARD AND AWAY FROM ADJOINING PROPERTIES AND PUBLIC RIGHTS-OF-WAY. NO LIGHTING SHALL BUNK. FLASH, I - RECORDING NUMBER 335707: ROADWAY AND UTILITY EASEMENT AND OR BE OF UNUSUALLY HIGH INTENSITY OR BRIGHTNESS. MAINTENANCE AGREEMENT. SEE DOCUMENT FOR DETAILS. ALL LIGHTING FIXTURES SHALL BE APPROPRIATE IN SCALE INTENSITY. AND HEIGHT TO THE USE THEY ARE SERVING. 1 - RECORDING NUMBER 336170: DECLARATION OF EASEMENTS AND ROADWAY 4. ANY FURTHER SUBDIVISION OF THE LOTS WITHIN THIS PUT WILL BE SUBJECT MAINTENANCE AND ASSIGNMENT OF RIGHTS. SEE DOCUMENT DETAILS. TO THE DENSITIES PERMITTED IN THE JEFFERSON COUNTY ORDINANCES AND 3 -RECORDING NUMBER 406341:PARTIAL ASSIGNMENT OF ROADWAY AND UTILITY CODES IN EFFECT AT TIME OF SUCH APPLICATION. THESE LOTS MAY OR MAY EASEMENT AND MAINTENANCE AGREEMENT SEE DOCUMENT FOR DETAILS. NOT BE FURTHER SUBDIVIDED IN THE FUTURE. 5.APPROVAL OFF TINS SUBOMSION DOES NOT CONSTITUTE APPROVAL OF BUILDING OR SEWAGE DISPOSAL PERMITS ON EACH LOT. PERMIT APPROVAL WILL T 4A B •:t L:t _ .. a A J L:J4 :A I :46 :g 1 A LA SUBJECT TO BUILDING LOT PLANS, TYPE OF USE. CONTOURS,AND SOILS ON SEE DOCUMENTS RECORDED!/BOER JEFFERSON COUNTY AUDITOR'S FILE NUMBERS INDIVIDUAL LOTS. PERMITS WILL BE RENEWED IN ACCORDANCE WITH SITE WIND'/ MD 4/4//OX CONDITIONS AND REGULATIONS EXISTING ON THE DATE THE PERMITS ARE APPLIED FOR. LOTS 7-12 AS SHOWN HEREON ARE REQUIRED TO PAY ROAD MAINTENANCE FEES PER 6.ANY REMOVAL Oi. OR MAJOR DISTURBANCE OF. SOIL WIMIN THE PROPOSED THE DISCOVERY RIDGE&VISION II FEE STRUCTURE WITH THE BLUE SKY LOT OWNERS DRAINFIELD AREAS MAY CREATE SITE CONDITIONS THAT ARE UNACCEPTABLE FOR M ALLIANCE.EN LOTS 1, 2. 5 AND 6 AS SHOWN HEREON ARE REQUIRED 7E.PAY ROAD THE INSTALLATION OF SEWAGE DISPOSAL SYSTEMS. MAINTENANCE FEES PER DISCOVERY RIDGE&VIS'lON BI FEE STRUCTURE. 07/30/01:!WIC 1/1-NCH IRON 7-1ACN IRON PRY MTN CROW PIE INTH TACK PER VOLUME 5 OF ZIILERBACH MISS GAP PER VOLUME PUTS.RAGES 75-79 4 OF SY/M1flS,PAGE Tl 01/28/04:FONN U.5.M.0. I-INCH X CROW ZELLFRBICH BRASS CAP PER OF CONCRETE POST PER ICLUME I IOLUME 1 OF SURVEY'S PAGE 17 OF WALE LOT SUBLIV6p6,PAGE 18 `�U » M N99'JI'2eF MY19'11"F� n��!�T VEXED 02/74/75) _He9'3010Z _ _ • u » 153189 rN 7311.39 1310.60 m RI9 n "00 II u$ ^I- AXLE CALCULATID 01/53/04:Fdl/C USMR.I-INCH X �I NN POSITION al GROUND pY�,E.9 ABOVE PER MACH E LOT SIT POST PER ALUM£I OF LARGE LOT SUBDIVISIONS,PACE 18 VOLUME 8 OF SURVEYS.RICE EJ! NeY22391 OM9'1159Z i�(CAST 475/700 014/73/88) 24 156)./2 15TJT1 N 10 I I I. t 1 I SgS 77• 0" W Pi/ cH 1' 10AN87 �k OH CLARK•ASSOC.MASS MP PER VOLUME ' JEFFERSON COMITY MUSS CAP N CONCRETE PEA I I OF LARGE LOT SIIBDMsXws,PAGE 78` VOLUME'I OF LARGE LOT SUBDIVISIONS,PAW Ire. 1Y (LAST VISITED 05/29/MM \2N lY aB K 20��IXSAMIN9.CURRENT 005BN.W 537'27'IO W,0.35 217 1., -` 1'•; ser350'0' SB'SS 1'47 _ (LAST vrslrtG B9/1r/LI) 4A 26 00 M02.81 T650.>5 20 10 4A013T9BA7 `\ }p CLARK A ASSOC.BUSS CAP PER KKLME --L.,I OF UAW LOT SUBDIVISIONS PACE TB NdBeseF.WS 442 2.64BR (AST es/Ira 06/11/87) a xeE 181a*A.. ft SECTION 19 SUBDMSION SUB03-0003 e-.AARGt/RS C:NH/IAOKGM:/Wto4,4LOK_ATaN NOT TO SCALE Sheet 2 of 10 0 PPSLWSTRN 1NE*T.wn 20W SCAILI AS SNOW DRAM Irt SW TIME pl/2D/211D4 a"'' NORTHWESTERN TERRITORIES, INC. 90 Discovery Ridge Preserve ����� PEA'" °" III CEngineers"18,0 Mater;ro, 9 a Long Plat Subdivision ��• MM.Walk RHO SICET 1 O 10 NT) T1 SOLM RAW (SO 452-14.11 m Pe. for: Henley Group, Ltd. I9(.,a,-I», • • 111111IIWh11111i11111l ag I R'•0. y'I, E� Mlln,w:pntr,. .OM`8007.,pr, 1 LOI YN,iM 0,,e FTC Mr OTHER RECORDED LIECT OR OR ��) LINES AND OMEN CCCUFATRYNLYIN DEPICT T EXISTING AC HENCE PLAT SUDDITHION NOT SCOW WS.ANMY HAS NOT DEDINPNED THE Discovery Ridge y 1 e sel V e MIN MAC.CHAPTER 332 730. THESE OCCUPATIONAL IX4IEACE K ALL SUCH EASEMO1S OR SMOPORWLES M INDICATORS MIT NNOCHE A WRNTHL FOR GAMS Mr ME"EFFECT'"ME SD/747F'PARCEL EXCEPT AS A Long Plat Subdivision located in Section 19 MMIMTTCN nor LEGAL OMI£TRIIP BATED UP•SV�I S^ECMbMLY moAN NOHOW I TITLE CWNS HAS NOT BEN RE30(1ED BY TINS Township 30 North, Range 1 West, W.M., HOS SURVEY NAT PERFORMED ADD MAC. 13.2-I30-090 STANDARDS FOR LAND SIMMS Jefferson County, Washington IW ^O S SURVEY WAS NOT PERFORMED OR ED/D THEE, ]NE CIIRMNT'MINMW STANDARD DETAIL rz[pOCWMS•OR )L-CURACY STANDARDS'FOR ALTA/ACSM INC DILE SURVEYS THEREFORE.USE or THIS MAP MR THE ISSUANCE OF M' ALTNACSM ORNERY WINCED COVERAGE POLICY IS STRICTLY PROHIBITED AUDITOR'S CERTIFICATE I HEREBY CERTIFY THAT THERE ARE NO DELINQUENT SPECIAL ASSESSMENTS FOR WHICH THE PROPERTY SUBJECT TO THIS SVBDNISION MAY BE LIABLE TO THE COUNTY, AND THAT ALL SPECIAL ASSESSMENTS ON ANY PROPERTY HEREIN CONTAINED DEDICATED AS ROADS. STREETS, OR FOR ANY OTHER PUBLIC USE. HAVE CAPE GEORGE Id' 4#.BHSN DSRASFD O{ DISCHARGED, ROAD Or a ONOV C 4d �` O IPS_ - ` Pim SAm J R••N COO AUDITOR •y ,._Soo■ DIFOTOR OF PUBI IC WORKS CERTIFICATE BECKET7 illi PONT I HEREBY CERBFY TO THE BEST OF MY KNOWLEDGE NAT THIS FINAL FIAT IS IN COMPLIANCE WITH THE CERTIFICATE OF IMPROVEMENTS ISSUED PURSUANT TO THE JUrtNSON COUNTY UNIFIED DEVELOPMENT CODE A R1 IS CONSISTENT)11TH ALL APPLICABLE COUNTY IMPROVEMENT STANDARDS AND REQUIREMENTS IN FORCE Noe ON THE 017E OF PRELIMINARY PLAT APPROVAL, -ootl THIS ZE DAY OF(oEfpht, , 2004. Chevy Chpee Pa$ Discovery Bay Golf Coupe DIRECTOR. T OF COUNTY � DEPARTMENT OF PUBLIC WORKS QUAY E •'.1 E..a, Il P,,... • I eL NM.. • 074■ AA..E�.�R'':IL.F I HEREBY CERTIFY THAT ON TORS DAY OF e.Asto Is et v*, 2004, THAT THIS FINAL PLAT IS IN VICINITY MAP SUBSTANTIAL CONFORMANCE WITH PRELIMINARY T AND ANY CONDITIONS ATTACHED THERETO, WHICH NO SCALE PRELIM/N WAS APPROVED BY JEFFERSON COUNTY ON THE Sit , 2O�i. DESCRIPTION DIRE SO FOR LEGAL DESCRIPTION, SEE SHEET 2 COMMUNITY DEVEL ARTMENT ASSF0SOR'S APPROVAL DECLARATION AND DEDICATION EXAMINED AND APPROVED THIS ZBTMOAY OF (2QO5EA 1004. KNOW ALL PERSONS BY THESE PRESENTS THAT THE UNDERSIGNED OWNER IN INTEREST OF THE LAND HERON DESCRIBED DECLARE MIS PUT TO BE CREATED BY MY FREE WILL AND CONSENT AND DEDICATE THE INGRESS, EGRESS AND UTILITY EASEMENTS SHOWN HEREON(BLUE SKY DRIVE AND CHASE ROAD)FOR THE USE AND ENJOYMENT OF THE R ON COUNTY ASSESSOR LOT OWNERS WITHIN THIS PAT FOREVER. I ALSO GRANT UNTO THE LOT OWNERS WITHIN THIS PLAT THE RIGHT TO USE EASEMENTS NOTED HEREON. THE PUTTOR HEREBY ATTEST: ACCEPTS ALL RESPONSIBILITY FOR ALL CLAIMS AND DAMAGES WHICH MAY BE OCCASIONED /� TO ANY OTHER LAND DR PERSON BY ACTIONS OF SAID PLATTOR AUTHORIZED BY THE rat n niaAD COUNTY IN RELATION TO THIS PUT. DEPUTY JEFFERSON/COUNTY ASSESSOR HENLEY GROUP, LTD: HEALITLQEEBBRL£NT 771411WAftw r. AA,14. APPROVED BY JEFFERSON COUNTY HEALTH DEPARTMENT THIS Z11DAY OF 4Eobb,PA- , 2001. THOMAS E ROTH, PRESIDENT ORE4POR. JEFFERSON COUNTY HEALTH DEPARTMENT ArdelarapriMEAT STATE OF WASHINGTON) TRETREASURER �-- COUNTY -u, ALL TAXES AND/OR ASSESSMENTS DUE ARE PAID IN FULL THIS.Zd y DAY OF QAt D 6UV . 2004. ON TN6 SAINT OF?Jc .2004, BEFORE ME A NOTARY PUBLIC IN AND FOR THE STATE n OF WASHINGTON, PERSONALLY APPEARED THOMAS E. ROTH, PERSONALLY KNOWN TO ME yTiAJ,p(LiAE 1 (OR PROVEN TO ME ON THE BASIS OF SATISFACTORY EVIDENCE) TO BE THE PERSON WHO J ON COUNTY TRFAsUR EN EXECUTED THIS INSTRUMENT ON OATH STATED THAT HE WAS AUTHORIZED TO EXECUTE THE INSTRUMENT AND ACKNOWLEDGED IT AS THE PRESIDENT OF HENLEY GROUP, LTD., TO BE THE FREE AND VOLUNTARY ACT AND DEED OF SAID CORPORATION FOR THE USES AND PURPOSES MENTIONED IN THIS INSTRUMENT JEFFERSON COUNTY COMMISSIONERS IN WITNESS WHEREOF. I HAVE HEREUNTO SET MY HAND AND OFFICIAL SEAL THE DAY AND YEAR FIRST ABOVE WRITTEN. • GLEN HU• NG O'.. Cil v yY., DATE - { A>•'....5N.., I._ ..L,A . . . ,. _ _. vFO 0TA 9 1, NOTARY PUBLIC IN AND FORT STATE A ';!_' a- -:..y . �_ Rr�: 1 • DAN 77777E RNESS. M T.- DATE A`._ F'JPEF' /Z 1 MY APPOINTMENT PG Nl .. •4.T 1 - V.i.'.9.30 ..arfi PRIN CE PIN �L7/T. PA ' K M. RODG RS. M •BER DATE /�y�,R,.(y�/,� Y CL it/I14C JUT/ANRHES O' 141P CLERK OF THE BOARD OA Yr1 o� IOBNST SURVEYORS CERTIFICATE ` O 9 AUDITORS CERT7EM,AT'E I HEREBY CERTIFY THAT I AM A PROFESSIONAL LAND SURVEYOR LICENSED TO 1 'M >, O FILED FOR RE ORD THIS = LAY OF AltAF 2004 AT PRACTICE IN me STATE OF WASHINGTON VINO DECLARE THAT THIS MAP I'' ., ■T I ` ]i1'3Y ,A M. IN BOOK' OF PUTS AT PAGE 37 CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUREMENTS OF THE SURVEY RECORDING ACT AT 14 4_SDmra3ill" AT THE REQUEST OF NORTHWESTERN TERRITORIES, INC. THE RECUEST OF TOM ROTH IN JANUARY, 2004 s p n �u� PeN,r,,;A.p� ,ANA , ..M � «AAI ' A P�NrADD SUB03-0003 ,�/. 0 Norrum sMeN RrumMS rooN Roe JOHNSTON PLS J7531 Ate..........-.,.,,,.,,.,,1 Sheet 1 of 10 SCALE ASSnami 'DAM 27/20/2000 `.''. NORTHWESTERN TERRITORIES, INC. Discovery Ridge Preserve ij CA DRAM,05 SAE ' wA v I Cc,lncIion'nose 4/,eriOls E%Im9 o Long Plat Subdivision ►�. 1111.41.Wale Mu MILE, T6 ILO NTI RT MMIRIaRY,MT AMA WBKACN AML ISO)452-H91 ....nWMWn, for: Henley Group, Ltd. IP(.30N-I10 III S 11111.11111111111111111-49'111'0 ,1.1l.nen Count,w RAM mwxr OR LOOT 1.11.40 Discovery Ridge Preserve A Long P/at Subdivision located in Section 19, Township 30 North, Range 1 West, W.M., Jefferson County, Washington GAPE GEORGE VILLAGE DMSJON5 CAPE GEORGE VILLAGE DIVISION VOLUME 5 OF PLATS,PAGES 15-16 VOLUMES OF PLATS,PAGES 75-76 / LOT IS ApAp/ LOT• LOT R LM 10 LOT A LOTH LOT a 1311! �4Y I N89'J0?0T 2532.89] 14 2269731.26E $ 1 \ tl 306.98 24 19 / I -\ LOT t hL\ 'T8E NOW• Cxwge \I 1 LOT j /� 10.1 ACRES 0\0• LOT 8 ' 1/ 1 101 ACRES `'1• .A \Il 10.2 ACRES( / I I I i / ;�LOT M II 'Ii '. 1 �l 'i 1, \ Hl `� r _/ �1 4W D.N.R.RIGHT OF WAY PLAT I ` //l \ I A 8h! VOLUME 26LOFSURVEYS,PAO8163 10.6°ATCRU `•- ' //LOT 5 \.l i �Oyw \ i I E 1 I US AGES LOT w N ..- ■ •. /\ \ 334• 1 \ • 025. B9•55 44 /' `\ \ 1 60552'16' \ 1 ' 1 R-350.00 LOT S Sete o[tNAWingm \ ^1 _ \ 1 1 Lw35.81 \ . y i ; TR ANA\ 1 - 1 �613'23'08T D / LOT 18 - "ERA T A '\ \ 1 398.85 F.; 1_- IAA ACRES \ \• I65 ACRES S"-'r 1 1 LOT if I 1 " _ 1 / 4-29'00.52" DISCOVERY RIDGE DIVISION El i \ - - / LOT 7 1,•750.00 VOLUME l OE LARGE LOT ` r C taa AWES 1 L-379.60 SUBDIVISIONS,PAGES 78-19 j � . r ` L R-2753'18' LOT w LOT 12 1 1 •- - ` 10.1 ACRES ,_ , _ - - - ; , \. , L_136.82 ( _\y 51715'34T 1 /` ; l 119.04 $ - •� 1 I 6.5052'23' LOT 5 '\ \ •'\ R-250.00 awe Rood LOT 10 \ \_ / Lw221.98 10.1 ACRES `l�/') \ 6`71'03'46 v 8.150.00 - LOT 11 I \.i 'I \ Ls186.04 161 ACRES \\ I LOT 9\ LO/T 9 \ 57726•577 LOT LO HOOlivgfw68Oeet 24 N \\ I rF/• 9,6 ACRES .\ 6. CRES \ 146.85 N8538'367 N75V8L9W s i --.^ 73.3.0311, - - - -,O•.7z E 222.40 N85300 N�715',2 ' 2630.E g r--- 12: �, ss I 34��ap 219.77 \ 221.29 N64'OS'20W 85.3 jag 51704127 59.96 OCEANOROVENO.2 NHT•45.4IW 124.37 PAWS.4s 110.64 N63•o4'35W '. 81'.51 1 1 VOLUME 4 OFPLA7S,PAGE 27 C 220.19 Atl0'5930M 5803'485 al-N°IE1 1 1 'C 21884 yyy !MOLL 44 Blue I35 I > AARLttI 1 PROM 4 4ARLR•PAWS.•IAARRRL•PARCEL•MOIL T Delve - - DISCOVERY RD70E DIVISION R •.•La IS VOLUAffi10OPSURVEn PAGe57 MIMS• MRCS.• NORTH Project Overview SEE NOTE 1, SHEET 1 0 300 600 NOTES SHEET INDEX I. SEE SHEET 1 FOR ADDITIONAL SECTION SUBDIVISION INFORMATION SHEET 4 - LOTS 3 MO 4 SCALE IN FEET SHEET 5- LOTS 1 AND 5 2. SEE SHEET 1 FOR NOTICE TO POTENTIAL PURCHASERS SHEET 8 - LOTS 1 ANO 6 SHEET 7- LOIS 7. 8 AND 9 3. THE WETLANDS SHOWN HEREON ARE IOENRFIED UNDER THE WETLAND SHEET 8 - LOTS 10 AND 11 DELINEATION REPORT PREPARED BY OLYMPIC WETLAND RESOURCES, DATED SHEET 9 - LOTS 11 AND 13 FEBRUARY, 2003. SHEET 10 - WETAND TRACT A 4. THE DISTANCE ALONG THE SOUTHEAST LINE OF LOT 1 DIhhLlll FROM THE ; ` ...IIi DISTANCE OF THE NORTHWEST UNE OF LOT 14 OFF DISCOVERY RIDGE 30106 $ ) DMS/ON IF BY 0.09. THIS IS DUE TO ACTUAL FIELD MEASUREMENTS TO THE `016 - 4704• G NOTES CONTINUED NORTH QUARTER CORNER OF SECTION 19. S4/0 NORTH QUARTER CORNER 1 hG r WAS A CALCULATED POSITION AS SHOWN ON THE SURVEY OF DISCOVERY 1.1� 5. WE NOTE A ttPCORAR/ICAL ERROR IN THE LENGTH OF THE RIDGE DMSION W. THE DIRECTION OF THIS LINE WAS HELD AND EXTENDED 9 4 . SOUTHWEST LINE OF LOT 20 OF DISCOVERY RIDGE OMS/ON Ill. THE TO MEET THE ACTUAL SECTION LINE. ., '' N. ,1 g SURVEY OF DISCOVERY RIDGE OMSION I/I CALLS OUT N3726'57W, X44°ns>iL•o 100.00 FEET. THE ACTUAL BEARING AND DISTANCE IS 113726'57W 6 110. 174 85.31 FEET AS SHOWN HEREON. i ' " Defalr M AN 12 RO pm F)7@E906M!Oj.41D SUB03-0003 a.AI^TX 1.. ^I ,L1A^9R1o�' �^T° r Sheet 3 of 10 © gnNS xl.me p SCND I•"'"'- 1D"'< °'/'°/'°°'- 4-- NORTHWESTERN TERRITORIES, INC. �Co CAMS OR TN1 �, Discovery Ridge Preserve �� a PLAT ,,e S6 ♦� Engineers-Lard Strews-Geologists a Long Plot Subdivision ON 1xsAl ROARS Poo �I Construction Inspection-MOWlds Teshnq Ras ,v ,0 NTI Mom SWOT WE WOES ISSOORMMzIIB'IW1-6W .--.n . for: Henley Group. Ltd. /K3°N-1W, • • IVI1IIV11111I 3IlI1IJnIIi;. .v...,°� JArA...w.cw,n.w .SST'Carom'fn Vur•.N Discovery Ridge Preserve A Long Plot Subdivision located in Section 19, Township 30 North, Range 1 West, W.M., /IN Jefferson County, Washington See Sheet 10 See Sheet 6 NORTH + 16.5 ACRES + ° A ul�- 1\ N1 SEE NOTE 1, SHEET 2 ■D4 Wetland4 \ \ \ j6ioz_ -' u1 A \ \'\ NT4'0 s8 _"-( �1'P g\I 0 100 200 WETLAND o° 1 26• SCALE IN FEET 1 1 \\ r r TRACT A \, �,a \ 1) • 1 ■ DISCOVERY RIDGE DIVISION TEE • 2e1 1 1 L I VOL 1 OF NS.PAGES LOT `� �9aa ! •eI ; 1 SUBDIVISIONS.PAGES 18-19 + 1 1 ' / •� 11 I e..29.0052' LOT tI 1. LOT 7 / 9Ti1 • i I AFN 449445 : R.750.0° ` ' L-379.80 \ LOT 13 r Y 10.4 ACRES L°T 7 \\'' BUILDABLE AREA A 1 2 I 3o-000I INGRESS.INN., 16-20 UTILITY 6/0.6) r OFF fOt£ar RWD[IC I Easaievr TO MERE LOTS,s-I0 OF 1300 1u ��\ElAELO.K \r VOLUME O RV OE LOT M61 19KWS.I OF kl AWE It AND AIN 336270 Wetland _ "ELAND BUFFER I LOT r 7BXA• + \ I R.240.00 AFN 485215 ■,/ I r \ 1 '/L-66.81 "t7ir�0 A �. ,. r I i kA • \Op W- \Cp 1 bl / iR `\ �1 1 S7?IS'34T / AW 1 119.04 74 \ r; \ e 00 w / ,5� 1 \ LOT 60 fl r LOT 7\\ 1 AFN 476010 L1 ni - r r BUILDABLE AREA `� • I Wetland '$ I 11 LEGEND \ 'w 40 "f° • '\\ ' 1 • sPASTTIC 5/5-IRON SURVEY PEW WITH CAP STAMPED 1�' \ 6ETAND I 'Nn-JOHNSTON PLS 37531'AND it " ,E \ EWER / PLASTIC GUARD STARE \ 9W N I Io 39 p \ \ A-2250'13' 1 %�t H65' A. R."2 1.98 • FOUND 5/8-INCH REBAR WITH 11 \^ ^\ I I� 62.07 392 L.111.98 YELLOW PLASTIC SURVEY CAP --,- 99.71 STAMPED "Nn-NESARY P1.5. / 1i AA \\ I Iu \00 \�_��� / 22344'PER VOLUME 1 OF 3255 I I`` 1 r r \ 4.71.03'46' / 7 11AR19 LOT SUBDIVISIONS, PAGES All LOT 9 / W tl d\\ W 3 \_18604 ' b SOIL TEST P775(SEE NOTE 5, BUILDABLE AREA •r\, / \\ y r I I LOT 20 ____ SHfE'!<) \/ 1 1 I AFN 443831 - BUILDING ENVELOPE WITH \\z"---.' \ 1/0 10-FOOT EASEMENT MALMO : 1 SRI TO-FOOT SETBACKS FROM FRONT PERARN SUFFER \SUyy ,, \ / \.�.,, 11 \ PROPERTY UNE AND 5-FOOT \ \ SEI&ICNS FROM SIDE AND BACK 50'Il Ao 1 \\ r BUFFER / `\\J ,{' \S \ PROPERTY LINES Wetland 313 \\ \ / ' \` �` \ AFN JEFFERSON COUNTY AUDITOR'S 1 K.. 1 e \ 100 \ h ... s `\ FILE NUMBER •39 1\ rose O5 /`\ `' �\ I //� 30 `\�" LOT 9 \P r I annoPE 29 .� \ \ I \ \Y:P I • D .\;•11,\ �S�s. 9.6 ACRES , • \ so-NOON INGRESS,EGRESS 1 N /LOT 10 r —�\ , / LOT 8 e \\\`. s` S1 40 o I OF LARGE SUBONISIO 6,PAGE 9 �� \\ - 1 6.9 ACRES S371637T •�A \ J 55733'OTIY A`. X90 •m `\\& suet & p mB �� 85.31 L_-- \\ 916 -69 :`\ 5 LOT 8 (SEE NOTE 5, NBT38:M'E BURR 6t7 t"` �� \ BUILDABLE AREA SHEET 3)/.1 3340 _�—_ \\ LOT 10 y Aix(p pa d\+\\ BUILDABLE AREA </ '1Q� a LOT 9 \\..„ • 1 572'04'12 E ' , BUILDABLE AREA \ p • ' `� �\ Lo -____________ y \'‘‘‘ • SA \ \ -_ -si' ' 3032 39.96' \ -- —----___-_-- \'‘',,„ 86 40-FOGY wcRESs,mums.wO --- ■ PARCEL 46 `' j 6., I )I ------- UTILITY EASEMENT DEpaTED TO� S 43 I AFN 347182 4+62'15'4731. �l`'��` LOTS I REROLnrI I3 0.0 1l tO I 111.29 AB039;Tpk. \ ,'"�---'x�- — _� 819.51 •PEST a�EASEMEENNT 1 ` 1 F00iEASEMENT PER FOUND 550365 012 218.84 /1 376.46 354', *' 1 ( KKUA1E ,0 OF SIINElS. MOM POS1770N LAMED ,L., 4.> S $6D 1 9 MLE 5) �W� 6. 1 '9 DISCOVERY RIDGEDIVISIONE PARCEL ea y,......r...�r,............ 1 AFN 370835 d� )ORN r 1 PARCEL 6 PARCEL 6 PARCEL 7 \\lOOFSURVEYS,PAOFS 57 66 STO I 60 11,.x—__ AFN 326426 AFN 904110 AFN 321382 Q'f. , ' ,� (/ NOTES 11 •4.• < I. SEE SHEET 2 FOR ADDITIONAL SECTION SUBDIVISION INFORMATIONS oojj Tj,�,, 2. SEE SHEET 2 FOR NOTICE TO POTENTAL PURCHASERS y SUB03-0003 OQ ne sVw'°01r t Ao i�rvinroaANmmwA�acwr.ac 5. SEE NOTE 3, SHEET 3 FOR WETLAND DELINEATION INFORMATION %t BMW 0605 101 0 1` ...,...,..,,,,N u..I Sheet 7 of 10 m NORR6NS,NII TERMIGEES]ODE b SCALD 1'-XV IRo1D07/10/200' Ii,l'` NORTHWESTERN TERRITORIES, INC. Discovery Ridge Preserve 2I cA3 MAIM 6Y: 514 Subdivision /1►�/ F �M�m B. s Engineers-two Sonora-Geologists a Long Plot ubdivision NE PLAT PPOOZ Mu I) Construction nspection-Materials resting . D ,I NTI 70 N PAUL PM.(DO 42-,01 n-- �^ for: Henley Group, Ltd. 1'X -110 °n hoIRSilP vxx g ° rANAa D A 8 ;;OEWS€o0p. 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Evil La= --� -- °8 U3$ .bp8 I�� § P iE • 1___- 691195936 O9n96939 J P A'° P$a 1 P Y � 1 60119aN] PARCEL 3a PARRY 39 P E uy au I 4 /'�^ '2_ S' I Pq Ql 37 I.b a 1.8 n SKo L I Z VI 1 O / / / 2635.77 -' (9E 1/4 19 - 30N - 1W) dkg Ng8 Pui a9.3 0 /Zi —1 (n (n O mm -o a � \o ii 4 a Nat D N o a road • • Pare 1 of 1 ADDRESS INFORMATION FOR 62 CHASE RD ROAD NUMBER: P603 ROAD NAME:CHASE RD ADDRESS:62 APT: REAL MILE POST:.06R APPLICANT:KEMP,KINDRA ADDRESS CREATION DATE:04/10/06 PARCEL:947200008 LEGAL:DISCOVERY RIDGE PRESERVE LOT 8 GRID:1-D-2 FIRE DIST:6 ZIP:98638 POSTAL DISTRICT:PORT TOWNSEND PLANNING AREA: VOTING DIST: CEMETERY DIST: HOSPITAL DIST: SCHOOL DIST: WATER DIST: SITE LONGITUDE:122.85685 SITE LATITUDE:48.07752 SITE COORDINATE TYPE: ACCESS LONGITUDE:0 ACCESS LATITUDE:0 MODIFY DELETE ADDRESS NAME SEARCH REPORTS http://isserver/Address/RoadAddressDetail.asp?ROAD_NUMBER=P603&ADDRESS=62 10/20/2014 Standard Conditions for Residentikevelopment in Jefferson County • 1_ LIGHTING: Lighting fixtures shall be designed and hooded to prevent the light source from being directly visible from outside the boundaries of the property. The intensity or brightness of all lighting, during construction and after project completion shall not adversely affect the use of surrounding properties or adjoining rights-of-way. Exterior lighting for residential uses shall not exceed twenty feet (20') in height from the finished grade, excepting when such lighting is an integral part of a building or structure. Ground level lighting is encouraged. 2. BUILDING HEIGHT: The building height is not to exceed 35 feet. 3. OUTDOOR STORAGE: Outdoor residential storage shall be maintained in an orderly manner and shall create no fire, safety, health or sanitary hazard. 4. UNLICENSED VEHICLES: Not more than 2 unlicensed vehicles shall be stored on any lot unless totally screened from view of neighboring dwellings and rights-of-way. Such screening shall meet all applicable performance and development standards specific to the district in which the storage is kept, and shall be in keeping with the character of the area. Screening shall meet the requirements of Chapter 18.30 JCC. Outdoor storage of 3 or more junk motor vehicles is prohibited except in those districts where specified as an automobile wrecking yard or junk(or salvage) yard and allowed as a permitted use in Table 3-1 or Chapter 18.18 JCC, and such storage shall meet the requirements of JCC 18.20.100, Automobile wrecking yards and junk(or salvage) yards. In no case, shall any such junk motor vehicles be stored in a critical area. 5. PARKING:A minimum of two (2) on-site parking spaces shall be provided for the single family residence. 6. This permit has been reviewed consistent with JCC 18.40.130 & 140. Notice: this permit does not excuse the applicant from complying with other local, state and federal ordinances, regulations or statues, applicable to the proposed development, but consistent with RCW 90.58. Future development beyond that specified in this permit shall require further review. 7. BMPs: The project shall adhere to the Best Management Practices (BMPs)to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 8. NOTICE: This permit does not excuse the proponent from complying with other local, state, and federal ordinances, regulations, or statutes applicable to the proposed development, but consistent with RCW 90.58. Development pursuant to this permit shall be undertaken subject to the applicable policies and performance standards of the Jefferson County Shoreline Management Master Program and the Jefferson County Unified Development Code. If during excavation or development of the site an area of potential archaeological significance is uncovered, all activity in the immediate area shall be halted, and the Administrator shall be notified at once. The Federal Endangered Species Act rules to protect threatened Chinook and Summer-run Chum salmon became effective on January 8, 2001. Bull trout have been listed as threatened since early 2000. Under the ESA, any person may bring lawsuit against any individual or agency that"takes"listed species (defined as causing harm, harassing, or damaging habitat for the listed species). In addition, the National Marine 2013-03-07_SFR StdConditions 3/7/2013 1 Fisheries Service can levy pies. Portions of Jefferson County, incng marine waters, are included as "critical habitat"for a listed species. Development of property along any marine shoreline, freshwater shoreline, or floodplains could harm habitat if protective measures are not taken. To minimize the potential to damage habitat, all property owners developing adjacent to marine shoreline, freshwater shoreline, or floodplains are advised to do the following: All development activities should avoid unstable slopes, wetlands, and forested areas near surface waters Remove minimal vegetation for site development, especially large trees Allow trees that have fallen into surface waters to remain there Infiltrate stormwater from buildings and driveways onsite through drywells rather than discharging directly into surface waters or roadside ditches The Federal Bald and Golden Eagle Protection Act requires landowners within 660 feet(118th of a mile) of an eagle nest to consult with the US Fish and Wildlife Service. This Eagle Act prohibits anyone from "taking" bald eagles. This federal law defines the term "take" and describes the possible legal consequences when a"take" occurs. Among other actions, "take" includes a disturbance of bald eagles or their habitat. Under federal law a permit may still be required for activities that impact bald eagles or their habitat. Contact the US Fish and Wildlife Service (http_//www.fws.gov/pacific/eagle/) to learn more about how this law affects your project. Any individual, group, or agency can bring suit for a listed species"taking", even if you are in compliance with Jefferson County development codes. The risk of a lawsuit against you can be reduced by consulting with a professional fisheries habitat biologist, and following the recommendations for site development provided by the biologist. For more information, contact the National Marine Fisheries Service in Seattle, or the U.S. Fish and Wildlife Service. 2013-09-06_SFR_StdConditions 9/6/2013 2 • • Design Criteria for Splashblocks A typical downspout splashblock is shown in Figure 3.1.7. In general, if the ground is sloped away from the foundation and there is adequate vegetation and area for effective dispersion, splashblocks will adequately disperse storm runoff.If the ground is fairly level,if the structure includes a basement,or if foundation drains are proposed, splashblocks with downspout extensions may be a better choice because the discharge point is maved..aw_ayy frnm_the foundation. Downspout extensions can include piping to a splashblock/discharge point a considerable distance from the downspout, as long as the runoff can travel through a well-vegetated area as described below. The following apply to the use of splashblocks: • 1. Maintain a vegetated flowpath of at least 50 feet between the discharge point and any property line, structure,slope steeper than 15%, stream, wetland,lake, or other impervious surface. Sensitive area buffers may count toward flowpath lengths. 2. A maximum of 700 square feet of roof area may drain to each splashblock. 3. For purposes of maintaining adequate separation of flows discharged from adjacent dispersion devices,the vegetated flowpath segment for the splashblock must not overlap with other flowpath segments, except those associated with sheet flow from a non-native pervious surface. 4. Place a splashblock or a pad of crushed rock(2 feet wide by 3 feet long by 6 inches deep) at each downspout discharge point. 5_ No erosion or flooding of downstream properties may result. 6. Have a geotechnical engineer or a licensed geologist,hydrogeologist, or engineering geologist evaluate runoff discharged towards landslide hazard areas. Do not place Splashblocks on or above slopes greater than 15% or above erosion hazard areas without evaluation by a professional engineer with geotechnical expertise or a licensed geologist,hydrogeologist,or engineering geologist, and approval by the Local Plan Approval Authority. 7. For sites with septic systems,the discharge point must be downslope of the primary and reserve drainfield areas. This requirement may be waived if site topography clearly prohibits flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems,etc) indicate that this is unnecessary. Volume 117—Hydrologic Analysis and Flow Control BMPs—August 2012 3-15 house €€1i`€ . Roof downspout ` ' serves up to 700 sf. Of roof 50' min. } Vegetated flow path _ r Splash block .:....... a h Downspout extension NTS • Splash / block _ r Figure 3-1-7-Typical Downspout Splashblock Dispersion • • Vc Ame III—Hydrologic Analysis and Flow Control BMPs—August 2012 3-16 0 . JEFFERSON COUNTY t`- ..... DEPARTMENT OF COMMUNITY � ` , '?l-;i DEVELOPMENT y. : 621 Sheridan Street,Port Townsend,WA 983681 Web:www.co.iefferson.wa.uslcommunitydevelopment iiii'r'" Tel: 360.379.4450 I Fax:360.379.4451 I Email:dcdaco.jefferson.wa.us SquareONE Resource Center I Building Permits&Inspections I Development Review I Long Range Planning October 20, 2014 KINDRA KEMP 565 BLUE SKY DR PORT TOWNSEND WA 98368-9686 RE: SITE ADDRESS: 62 CHASE RD CASE#: BLD14-00366 Dear KINDRA KEMP: The Department of Community Development is in the process of reviewing your application. The following information is needed to continue review of your project. All new development needs to address stormwater control based on the 2012 Ecology Stormwater Management Manual for Western Washington. The site plan submitted October 8, 2014 does not address the proposed method for stormwater management. Please submit a revised site plan that specifies the proposed stormwater management method based on this manual. If you have any questions regarding this information, you can contact me by phone at 360.379.4454 or by email at abausher @co.jefferson.wa.us Please submit the above information to the Department of Community Development within 90 days of the date of this letter which would be 1118/2015. As required by Jefferson County Code, JCC 18.40.110(3) and (6), if the information is not submitted or additional time to submit the required information within the ninety (90) calendar day period is not requested, the application would be considered abandoned and therefore withdrawn and application fees will be forfeited. Jefferson County Code provides that the Department of Community Development shall not be responsible for notifying the applicant of an impending expiration, thus any further notification would not be forthcoming. Sincerely, &ma ,Y3aw e G Department of Community Development Staff c: File CRAIG & JULIA EAKES \■tidemark\,data\forms\F_MLT_Addlnfo_Requst.rpt 10/20/2014 i ti \ I .. .. \\ j '� 1 >r v v e - 1 11 1 ,` ` oh ev.. 8 4, �+- O IN*-- .'0:�-.. e n e e r I :r�'f 1 L / / 1 1 it 0¢ l' R. 4 , 'p . , 1 1—h Y i eV IIIN s A. .,b. . b , (``rye 2 u „. :o5,, s • 11 ii s,' ;.a° it (6 ^'2 i: 2 cam-► �z,': AID . 1! . 1 .� 1.• 111 n ! 5 ,t i gg< 0 --] p -- • , iP 181R1)1 �l {� iiipi 4 1 ! I imiet%foi. , ,4 ti \ ��2 1 ',� ' ~ 4,i, . - \,I( � / ,;C� ,.— 'cC.1. rTi - r .1 ,/ ,, , -- w , , ,,, , 1 co 1 ....0-4 iiii;e:71,;‘,. 1 N. . 10 4..). /‘ ..4. liorfiri:I ! Ve \,4 .../ / \ / ,./j\CO. 1.1 ,ANip, 0.4. \s.V \ ...-.. 7\ ./4'). , P ,. ' '' ' i ___ ::.1'iii \ '''' g , ,, E , \ sp (: -..P \ t - \ PLL'' s,fi a._ L5 < �, iiP' Pit \R O of L _— _ a _ p owa F c 6 " i- v' 'toy \--- d7ti ' LJ = u o p C ic' ,„ ,r, is.:1.414 T i C'71k '''C, ' ) IC5'. z ;;S. o s il) A ,,, ;, -:Is : f./61,0!, Aliti; "?*4 'c ;- ., . 0_,.. = .___- - ,, �— r , • ate• ' "�' , , ,C gi • —..J �. 2 o TITLE: �JS1 u (11"� C7C!a' 4 Le4lc.r Hevr c� CA ciirt. a (Zbr-x-,'-Va GUCe(encl g. o - PARCEL # 947-200-008 Ci is") C S' CLIENT: Clfc,, io _101.e, Eat ?_ -- 71D 02-S1 $ i. 13 ` ,\ ' t:.-i-Tok.:4see+-c4, 17, ; 1E--;-) ti`-- i C- 11 \\Y h 1 L) t� MI 1ii i-ERSCN COUNTY DEPT.OF COMMUNITY DP;ELODMENT_ e ENGINEERING CALCULATIONS FOR : LEXAR HOMES SITE : 62 CHASE ROAD PORT TOWNSEND , WA 98368 PROJECT: 1 705A - EAKES ro_t_ ,,),,t------,m • M0� , q WASP! ' i\'/ t") - .'1' * I A _, 44713 ,/ ) 0ISTE_:-- - '' i 'T,�N FILE COPY 9. 1 1 .2❑ 1 4 DATE: PLAN NUMEER: • - LEXAR HOMES EXODUS ENGINEERING 9.1 1 2O 1 4 1 705A - EAKES e t. - PHONE (360) 913-1369 62 CHASE ROAD _ LAKE @EXDDUSENGINEER.COM • PORT TOWNSEND, WA 99366 e w�. ENGINEERING EXODUS ENGINEERING, INC. CONSULTING ENGINEERING DESIGN CRITERIA SUMMARY SCOPE OF ENGINEERING: ENGINEERING ANALYSES AND DESIGN TO RESIST LATERAL LOADS IN ACCORDANCE WITH THE 207 2 IBC HAVE BEEN INCORPORATED INTO STAMPED "S " SHEETS. ALL PERTINENT CALCULATIONS ARE INCLUDED IN THIS ENGINEERING PACKET THAT FOLLOWS. ENGINEERING CRITERIA ARE LISTED BELOW. DESIGN LOADING: BUILDING CODE 2012 IBC SEISMIC DESIGN CATEGORY D SS 1 .41 Si 0. 52 " R" 6. 5 SITE CLASS 0 BASIC WIND SPEED 1 30MPH ( ULT) 1 OOMPH (ASD) EXPOSURE CATEGORY C LIVE LOADS (PSF) U . N . O . SNOW 25( 20% USED IF OVER 30) DEAD LOADS (Psr) U . N . O . ROOF 15 SOILS CRITERIA: GEOTECHNICAL ENGINEER N/A ALLOWABLE SOIL BEARING 1 , 500 PSF BEARING DEPTH 1 2" SURCHARGE AT GARAGE N/A IAT RETAINING WALLS) III EXODUS ENGINEERING, INC. 1 1 62 NW STATE AVE CHEHALIS, WA 98532 PHONE: (360) 91B-1369 LUKE I^E X DDUSE N GIN E ER.COM Page 2 of 21 SHEAR WALL LAYOUT OF (1ST) , v V WS 4056 Is WS 3924 lbs a A D3 Y __— _I— 1' sq _a-+ a-2 a-3 a-4 a-5 a-6 ~ m Perforated 1 a N• I D2 N V � y i N N KI a ! L,.. v v Q m 1 WN 10121bs ` o A i N P ! 51 "' _ h4 b v mrro$Lind ~� � L _. 14,-3" 3'-4" Perforate 2-4" - 7, D1 ■ M Le 1 0 ` 3 - \ ow -1 / -A- 1 3'-0" 3'-0" Page 3 of 21 PROJECT NAME: 1705A FAKES J� Exodus Engineering DESIGNED EXODUS ENGINEERI JOB NO. 14-215 "( PROJECT 1705A EAKES CHECKED LWM SHT OF ttiGINEERINIG SUBJECT LATERAL DATE 9/11/2014 Building Information No.of stories 1 Building height for lateral calculations (ft) 9.33 Building weight(Ibs) 33746 Redundancy Factor: N-S: 1 E-W: 1 Floor Information Floor_ID 1st Floor net area (sf) 2250 Floor opening area(sf) 0 Average height(ft) 8.00 Diaphragms Floor diaphragms for 1st Diaphragm Effective seismic weight(psf) Area (sf) - Type Remarks name DL Walls Snow Storage Partitions Total D1 484 15.00 0.00 0.00 0.00 0.00 15.00 Roof Ignore opening in weight calculations D2 1766 15.00 0.00 0.00 0.00 0.00 15.00 Roof Ignore opening in weight calculations Common Shear Lines Common Line ID Supported Diaphragms b D1 and D2 Page 4 of 21 www.structuralsoft.com Q /� Exodus Engineering DESIGNED EXODUS ENGINEERIP JOB NO. 14-215 y �/ PROJECT 1705A EAKES CHECKED LWM SHT OF SUBJECT LATERAL DATE 9/11/2014 Seismic Loads Design code 2012 IBC (ASCE 7) Lateral force calculation method Equivalent Lateral Force Procedure Seismic data: Building occupancy category II. Standard Table 1-1 Importance factor I 1.00 Table 11.5-1 Soil site class D. Stiff soil profile Table 20-3-1 Response Spectral Acc. (0.2 sec) (Ss) 1.41 Fig 22-1 through 22-14 Design Response Spectral Acc. (0.2 sec) (S s) 1.41 Fig 22-1 through 22-14 Response Spectral Ace. (1.0 sec)(S1 ) 0.52 Fig 22-1 through 22-14 TL (sec) 8.00 Fig 22-15 through 22-20 Fa 1.00 Table 11.4-1 Fv 1.50 Table 11.4-2 Max. Considered earthquake acc. SMS 1.41 (11.4-1) Max. Considered earthquake acc. SM. 0.78 (11.4-2) Design spectral acc. at short period SDS 0.94 (11.4-3) Design spectral acc. at 1 s period SDI 0.52 (11.4-4) Seismic design category based on short period D Table 11.6-1 Seismic design category based on 1 S period D Table 11.6-2 Is S, >0.75 False Sec 11.6 Project seismic design category D Seismic force resisting system 13. Light-framed walls sheathed with Table 12.2-1 wood structural panels rated for shear resistance or steel sheets Response modification coefficient R 6.50 Table 12.2-1 System overstrength coefficient Qo 3.00 Subtract 0.50 of Resistance Factor for flexible True diaphragms Approximate fundamental period parameters Ct= 0.02 x= 0.75 Table 12.8-2 Building height (ft) 9.33 Building period T=Ta (sec) 0.11 (12.8-7) Regular structure and 5 stories or less? True Maximum Sss =1.50 False Sec 12.8.1.3 Base Shear Adjustment Factor 1 Minimum Cs 0.01 12.8.5 Seismic response coefficient Cs 0.14 (12.8-2) Adjusted Cs 0.14 Seismic load: V=Cs W= 0.14 W For allowable stress design 0.7 E =0.7* 0.14 =0.1012 W Page 5 of 21 www.structuralsoft.com Exodus Engineering DESIGNED EXODUS ENGINEERIt• JOB NO. 14-215 Dita" PROJECT 1705A EAKES CHECKED LWM SHT OF MUM SUBJECT LATERAL DATE 9/11/2014 Total effective weight(Ibs) = 33746 Total seismic force (ASD)(Ibs) = 3416 Vertical seismic load distribution: _ Fx = Cvx V y wx.hx �ux - (12.8-11) E wihk 1=1 T = 0.11 K = 1.00 Sec 12.8.3 Floor Wx(Ibs) hx(ft) Wx* hx Ib.ft Wx*hx Fx(Ibs) sum(Wi*Hi) 1st 33746 8.33 281218 1.0000 3416 Sum(W)= 33746 Sum(W*h)= 281218 Diaphragm design force: E Fi F12.10.1 = n w px E i=r Minimum value= 0.2 SspWpx Sec 12.10.1 Needn't to exceed = 0.4 SsDWpx Diaphragm seismic forces: Floor Sum(Fi) (Ibs) Sum(Wi) (Ibs) Wpx(Ibs) Sum(Fi) Wpx Min.Value Max.Value Fpx(Ibs) Sum(Wi) 1st 3416 33746 33746 3416 6344 12689 6344 Seismic force verification: Direction Base Seismic Forces(Ibs) Sum Wall % Forces Difference Masses Forces Point Total (Ibs) Sum of Sum point Total mass Seismic Seismic Seismic Base diaphragm mass factor force from Shear masses mass N-S 33746 0 33746 0.1012 3416 0 3416 3416 0.001 E-W 33746 0 33746 0.1012 3416 0 3416 3417 0.015 Page 6 of 21 www.structuralsoft.com Exodus Engineering DESIGNED EXODUS ENGINEERI JOB NO. 14-215 c vita PROJECT 1705A EAKES CHECKED LWM SHT OF SUBJECT LATERAL DATE 9/11/2014 Wind Loads Design Code: International Building Code 2012 Wind Standard: ASCE7 (Method 2-All Heights) Wind Data Exposure C Enclosure Enclosed Building Category II Wind Speed 100 MPH (ASD) Mean Roof Height 12.83 ft Importance Factor Iw 1 Hill Shape: No Topographic Obstructions Velocity Coefficient qz 0.00256 K Kzt Kd V2 I w (6-15) 2 Velocity Coefficient qh 0.00256 K h Kzt Kd V I w (6-15) Directionality Factor Kd 0.85 Table 6-4 Gust Effect Factor G 0.85 6.5.8.1 Pressures for MWFRS p qGC p (6-17) Kh 0.85 North/South Cp : Windward Wall C 0.80 Leeward Wall C -0.48 (LIB) 1.12 East/West Cp : Windward Wall Cp 0.80 Leeward Wall C -0.50 (LIB) 0.89 Wind Load Distribution (North/South) Elev.Z(ft) K Z K rt qZ (psf) p(Wall-Windward) (psf) 0-15 0.85 1.00 18.47 12.56 p(Wall-Leeward)(psf) -7.47 p(Roof Windward)(psf) 3.96 p(Roof Leeward)(psf) -9.42 Page 7 of 21 www.structuralsoft.com J Exodus Engineering DESIGNED EXODUS ENGINEERI JOB NO. 14-215 •(J�}(iJ/ PROJECT 1705A FAKES CHECKED LWM SHT OF VIODIIUING SUBJECT LATERAL DATE 9/11/2014 Wind Load Distribution (East/West) Elev.Z(ft) K z K n qZ (psf) p(Wall-Windward) (psf) 0-15 0.85 1.00 18.47 12.56 p(Wall-Leeward)(psf) -7.85 p(Roof Windward)(psf) 3.96 p(Roof Leeward)(psf) -9.42 Page 8 of 21 www.structuralsoft.com P Exodus Engineering DESIGNED EXODUS ENGINEER!! JOB NO. 14-215'did PROJECT 1705A EAKES CHECKED LWM SHT OF SUBJECT LATERAL DATE 9/11/2014 Shear line reactions and shear wall forces Floor ID: 1st Shear Reaction(Ibs) Shear wall Shear wall forces(Ibs) R* Wall type _ line ID Seismic Wind ID Seismic Wind 1 1393 4056 1-1 230 669 6.50 Perforated 1-2 845 2459 6.50 Perforated 1-3 319 928 6.50 Perforated 2 367 1012 2-1 184 506 6.50 Segmented 2-2 184 506 6.50 Segmented 3 1656 3924 3-1 243 578 6.50 Perforated 3-2 779 1855 6.50 Perforated 3-3 266 633 6.50 Perforated 3-4 367 1012 6.50 Perforated a 1393 3083 a-1 170 376 6.50 Perforated a-2 322 712 6.50 Perforated a-3 196 433 6.50 Perforated a-4 441 975 6.50 Perforated a-5 139 308 6.50 Perforated a-6 126 279 6.50 Perforated b 1671 3929 b-1 231 543 6.50 Perforated b-2 302 710 6.50 Perforated b-3 162 382 6.50 Perforated b-4 976 2294 6.50 Segmented c 353 1550 c-1 177 775 6.50 Segmented c-2 177 775 6.50 Segmented Page 9 of 21 www.structuralsoft.com N Y L as Lo LL O a) c' ce ,- o Z c0 1- O = -1 c c O w v 0 I C9 z w Ili c z W 0 z in co v c Q N — = ,- O O V V V V LC) LC) l0 Lf) LC) o — R 8 0) 0) 0) — — h h h h � N- N- N- x ❑ O O O O O O W J 0) O U E W W Q) A E o 0 Z .1 ' y 3 w o O O U w a) 0 a) O O 0 N W w Q - E — ❑ U ❑ o a) p_ 0 r U N • c O O N mc co co a) Q v, S CV CV _C 0) as a a m - 3 O 0 0 0 —- t o 0 O 0 N N —- d a) a i < < 0 E a a) N N U) N (NI U) 'f6 w d Y -C < J (n "0 a) W < C c O O .17 W O O CD O d h Q _ J 0 co a) m m C O O w U 0 w w t _ -a -) o 0 m w O O X re d a) W a (n Z 2 m co V z c v CD . v . J i/ N ❑J a N 3 73 o T N N N N r M N M co M M 6 CV f6 co V (6 cd LO @ Page 10 of 21 in LL O v O 2 m 1- O = n co 0 Z L w W Z 0 . Z W co V 7 O LO c0 CO c0 0 M CO N U) U) LO U) CO V V N N N O N N W J C) 0 p O W W U 2 .1 O U) V) - 0 0 W O N N 0 V7 w F N N N CO W I Q o 7.5 7 O O O n of N N N V V O co O O co 0 N co co < co CO CO D) D) (D Uf) U) CO W Q J Cr) W Q co CO in Ln Q CC ,— N N v O I- _ a) Q C J D r o u) CD tD C r O N N W U U O w W w Q = . - N K K m i)- 0 0 — w a C ,,c, 17c, N 3 1 17 v t c u R a) j 3 co N c') V N co CO f6 .6 .6 .O .6 U U r Page 11 of 21 Vita' Exodus Engineering DESIGNED EXODUS JOB NO. 14-215 PROJECT 1705A EAKES CHECKED LWM SHT OF MUM SUBJECT LATERAL DATE 9/11/2014 Uplift Calculations Load Cases: 0.6D +W (0.6 -0.14SDS)D + 0.7p0 E 1st Walls Reactions (Ibs) Wall Net Uplift Post ID Shear Wall Hold Down DL W 0.7E Height(ft) (Ibs) UP2 a-1 5962 -1207 -546 8.33 2247 1-1 1487 -1817 -634 8.33 -925 UP1 a-6 6197 -1207 -546 8.33 2357 3-1 2367 -1093 -472 8.33 327 UP3 b-1 1983 -2478 -1053 8.33 -1288 1-3 1500 -1847 -634 8.33 -947 UP5 b-4 2397 -1340 -570 8.33 99 UP8 2-2 1093 -433 -186 8.33 223 UP6 c-1 130 -2153 -490 8.33 -2075 UP9 3-4 2475 -1118 -472 8.33 367 UP42 b-4 2397 -1340 -570 8.33 99 UP7 2-1 1093 -511 -186 8.33 145 UP10 c-2 130 -2153 -490 8.33 -2075 UP55 c-2 130 -2153 -490 8.33 -2075 UP60 2-2 1112 -511 -186 8.33 156 UP61 2-1 1112 -433 -186 8.33 234 UP64 b-3 2147 -2478 -1053 8.33 -1190 UP65 c-1 130 -2153 -490 8.33 -2075 Page 12 of 21 www.structuralsoft.com Exodus Engineering DESIGNED EXODUS ENGINEEF JOB NO. 14-215 PROJECT 1705A EAKES CHECKED LWM SHT OF SUBJECT LATERAL DATE 9/11/2014 Typical perforated shear wall elevation V Opening width cV II Li ~Wall segment with _ full sheathing cr. C cr, QS • GI L p 0 Opening location L (total width) Notes: - A perforated shear wall segment shall be located at each end of perforated shear wall. - Maximum shear wall height, h, shall not exceed 20 feet. • Page 13 of 21 www.structuralsoft.com Exodus Engineering DESIGNED EXODUS ENGINEEF JOB NO. 14-215 PROJECT 1705A EAKES CHECKED LWM SHT OF SUBJECT LATERAL DATE 9/11/2014 Floor ID: 1st Wall ID: Perforated 1 PASSED Wall seismic force = 1393 lbs Wall wind force = 3083 lbs Wall length (L) = 52.00 ft Wall height(20'max) (h) = 8.00 ft Wall segments Opening data Segment ID Length Li (ft) h/w Location (ft) Opening Width (ft) Opening Height(ft) a-1 3.88 2.06 7.00 6.25 6.10 a-2 7.33 1.09 19.58 4.25 3.60 a-3 4.46 1.79 27.79 3.25 3.00 a-4 10.04 0.80 41.08 3.25 5.00 a-5 3.17 2.53 47.50 3.25 5.00 a-6 2.88 2.78 Total length of walls with full sheathing = 31.75 ft Max. opening height/wall height ratio = 0.76 %fully sheathed walls: = 61.06 % Co = 0.67 Wall Drift = 1.748 in Wall Design: Wall type = A Un-adjusted allowable stresses(h/w<or=2) = 200 plf Check for seismic shear: Maximum h/w for all segments: = 2.78 Unadjusted seismic allowable(adjusted for h/w) = 144 plf Adjusted seismic allowable shear(multiply by Co) = 96 plf Allowable seismic shear = 3059 lbs > 1393 lbs Note: Passed Check for wind shear: Unadjusted wind allowable (multiply by 1.4) = 280 plf Adjusted wind allowable shear(multiply by Co) = 188 plf Allowable wind shear = 5958 lbs > 3083 lbs Note: Passed Page 14 of 21 www.st ru ct u ra I soft.co m f Exodus Engineering DESIGNED EXODUS ENGINEEF JOB NO. 14-215 (.7�f( PROJECT 1705A EAKES CHECKED LIMA SHT OF 'E[RZHG SUBJECT LATERAL DATE 9/11/2014 Anchorage for in-plane shear v=V/(Co*Sum (Li)) In-plan anchorage Wind = 145 plf In-plan anchorage Seismic = 65 plf Uplift anchorage at ends: See uplift report Page 15 of 21 www.structuralsoft.com I Exodus Engineering DESIGNED EXODUS ENGINEEF JOB NO. 14-215 •(SJS7�Jf PROJECT 1705A EAKES CHECKED LWM SHT OF SUBJECT LATERAL DATE 9/11/2014 Floor ID: 1st Wall ID: Perforated 2 PASSED r Wall seismic force = 1376 lbs Wall wind force = 4005 lbs Wall length (L) = 33.71 ft Wall height(20' max) (h) = 8.00 ft Wall segments Opening data Segment ID Length Li (ft) h/w Location (ft) _Opening Width (ft) Opening Height(ft) 1-3 5.38 1.49 8.00 5.25 5.00 1-2 14.25 0.56 27.50 5.25 5.00 1-1 3.58 2.23 Total length of walls with full sheathing = 23.21 ft Max. opening height/wall height ratio = 0.62 fully sheathed walls: = 68.85 Co = 0.79 Wall Drift = 1.911 in Wall Design: Wall type = B Un-adjusted allowable stresses (h/w<01=2) = 300 plf Check for seismic shear: Maximum h/w for all segments: = 2.23 Unadjusted seismic allowable (adjusted for h/w) = 269 plf Adjusted seismic allowable shear(multiply by Co) = 212 plf Allowable seismic shear = 4917 lbs > 1376 lbs Note: Passed Check for wind shear: Unadjusted wind allowable (multiply by 1.4) = 420 plf Adjusted wind allowable shear(multiply by Co) = 331 plf Allowable wind shear = 7685 lbs > 4005 lbs - Note: Passed Anchorage for in-plane shear v=V/(Co*Sum (Li)) In-plan anchorage Wind = 219 plf In-plan anchorage Seismic = 75 plf Uplift anchorage at ends: See uplift report Page 16 of 21 www.structuralsoft.com Ia. Exodus Engineering DESIGNED EXODUS ENGINEEF JOB NO. 14-215 )1s PROJECT 1705A EAKES CHECKED LWM SHT OF DaNUMNS SUBJECT LATERAL DATE 9/11/2014 Floor ID: 1st Wall_ID: Perforated 3 PASSED • Wall seismic force = 675 lbs Wall wind force = 1588 lbs - Wall length (L) = 20.38 ft Wall height(20'max) (h) = 8.00 ft Wall segments Opening data Segment ID Length Li (ft) h/w Location (ft) Opening Width (ft) Opening Height(ft) b-1 3.08 2.59 7.00 7.25 5.00 b-2 4.42 1.81 16.67 3.25 6.80 b-3 2.38 3.37 Total length of walls with full sheathing = 9.88 ft Max. opening height/wall height ratio = 0.85 fully sheathed walls: = 48.47 Co = 0.56 Wall Drift = 2.557 in Wall Design: Wall type = B Un-adjusted allowable stresses(h/w<or=2) = 300 plf Check for seismic shear: Maximum h/w for all segments: = 3.37 Unadjusted seismic allowable (adjusted for h/w) = 178 plf Adjusted seismic allowable shear(multiply by Co) = 99 plf Allowable seismic shear = 979 lbs > 675 lbs Note: Passed Check for wind shear: Unadjusted wind allowable (multiply by 1.4) = 420 plf Adjusted wind allowable shear(multiply by Co) = 234 plf Allowable wind shear = 2309 lbs > 1588 lbs _ Note: Passed Anchorage for in-plane shear v=V/(Co*Sum (Li)) In-plan anchorage Wind = 289 plf In-plan anchorage Seismic = 123 plf Uplift anchorage at ends: See uplift report Page 17 of 21 www.structuralsoft.com Exodus Engineering DESIGNED EXODUS ENGINEEF JOB NO. 14-215 Vita" PROJECT 1705A EAKES CHECKED LWM SHT OF [IfgX6Eft[+IG SUBJECT LATERAL DATE 9/11/2014 Floor ID: 1st Wall ID: Perforated 4 PASSED Wall seismic force = 1639 lbs Wall wind force = 4038 lbs - Wall length (L) = 53.71 ft Wall height (20'max) (h) = 8.00 ft Wall segments Opening data Segment ID Length Li (ft) h/w Location (ft) Opening Width (ft) Opening Height(ft) 3-4 18.13 0.44 19.66 3.05 6.67 3-3 4.61 1.74 27.92 4.25 4.00 3-2 13.50 0.59 46.67 6.25 5.00 3-1 3.92 2.04 Total length of walls with full sheathing = 40.16 ft Max. opening height/wall height ratio = 0.83 fully sheathed walls: = 74.77 Co = 0.73 Wall Drift = 0.745 in Wall Design: Wall type = B Un-adjusted allowable stresses (h/w<or=2) = 300 plf Check for seismic shear: Maximum h/w for all segments: = 2.04 Unadjusted seismic allowable(adjusted for h/w) = 294 plf Adjusted seismic allowable shear(multiply by Co) = 214 plf Allowable seismic shear = 8588 lbs > 1639 lbs Note: Passed Check for wind shear: Unadjusted wind allowable (multiply by 1.4) = 420 plf Adjusted wind allowable shear(multiply by Co) = 306 plf Allowable wind shear = 12279 lbs > 4038 lbs Note: Passed Page 18 of 21 www.structuralsoft.com Exodus Engineering DESIGNED EXODUS ENGINEEF JOB NO. 14-215 PROJECT 17D5A EAKES CHECKED LVW SHT OF MUM SUBJECT LATERAL DATE 9/11/2014 Anchorage for in-plane shear R v=V/(Co*Sum (Li)) In-plan anchorage Wind = 138 plf In-plan anchorage Seismic = 56 plf Uplift anchorage at ends: See uplift report Page 19 of 21 www.structuralsoft.com )19NO a HPeg9 a LL c a) -o 0 SSc <" 2 c "' `0 7 N o U) Uf) w 0 0 y N N -o -° E O v O O v 0 4 -0 L E L 0 U N 0 w N CO CO N a7 a O 9 - Z .. a. a7 O_ (a CO I- CO` 3 0 gn 3 0 so O CO L a) O L 0, a) O L 00) L Q N N L Q CO N Y N 0) U N co c_ c_ .c U m m - L 0 0- a a at o ar U o .1° < U, )- ac, O o 0 z a) c- a) a a a 9 _ m m w m o aw N o aa) 0 0 z N a N < 0 O U U W E -0 E a CO (n a CD CO a 0 12 o Q C N < 0 0, < EA M O d) L 0) L 0) E C n a p 0 a o 0 C o C O 0 a) p p 'y 0 LL N IL _0 N W W 0 a) F > 0 z y 0 (p W F E 16 0 N o 7 W 2 Q OI 0 0 a) 0 csi U p 0 0 N W 0 0 LL D N U N L tsi 5 U N D �jO a U ° N E E E a.) N Y L 0 L x m a c RI a c N m u) m n c - c 1= r N E L . N CO L6. V) aa�� N _ 0) G L_ 0) U v W c O a) U) C O ate) U° w << Z. Z m < Ct a) m C o 1- c m o 0 T < 0 - 0 CD CO 0 CO 0 5) I- H C C Ill m cn co m 0 0 a) a) a) W W Y Y O -, o o 0 .0 0 CO W O. m C) L C 0) L C x re C I- 'J P c F �- P w L N n a) T. p W a) 73 Z 0 a a 0 m °o 0) Do ,v_. �I o 'o t °, C 0 t v .........1 u E ° m ° m d 0) *00.-- `I t c o 'o 0 0 @ Q U N o_ M .Yr lL 0 z Fi J U) _0 J (/) N Page 20 of 21 )1Da40 a- >oOLO d 4 ' LL U C C N O n U r(C N M O N O N v U U O Co O L E L w 0 0 Co `n Co (1) m co m co a a a Z a a) (71. (a CO• I CO m o a) , m o (1) .1 CO L L Q co ry L Q Co M N y Cr) co N U E a a N 05 C_ C U E <2 m d d a ,- a) N fl 6.' o O U O Z £ d c d K ° m ° m w m 3 r`u w a) 0 0 o N O a) o Z co Q N y < N (' U U Z E E W N a w a CO Q CT O. N ( a N D O O N Q m - < m n Q 6 L a Of L E 11.1 d V o d V o O C o C O U W a) LL 2) a) U_ _0 M O Z Y > > - N O U W V U W F W I < W W °o 0 0 0 LL V' N LL N M N to cr, U a o U N ra YUU 2 Y L O L p El. a c a s Q >, 7 Q > 7 Co co CD L C - C E y • E y E L — N 2 E 1E C N N a(0` N L_ 0) V L m V CO W c) O N m c) O N w Y _ _ w < m Z 2 Z Z w Q CC m m • a C m c CO d O o O o C m Co m Co .E) Ill• F r Co N N a) rA W W C C V U _ (0 U co X a L C O) L C W• re co C F- C I— c- r Ts; L L N Cl W t a Z t o CO t0 O (n 0 O O O O O Q I a E C a) = E p I a L O d cid G 3 d o=• v• G co _ m 7 t id(n D D v p @ p, @ C L t iv(? LL Q Z J U N J Page 21 of 21 TM ENGINEERING ac ' (E FE M I DrJ Engineering, LLC OCT - 8ial4 II ( (FKA: DrJ Consulting, LLC) 6300 Enterprise Lane Re: B1407572 JEFFERSON COUNTY Madison, Wisconsin 53719 DEPT.OF COMMUNITY DEVELOPMENT MiTek 20/20 7.4 Eakes Job The Truss Design Drawing(s) [TDD(s)] referenced below have been prepared based on the parameters provided by ProBuild (Arlington WA). Pages or sheets covered by this seal: I8726775 thru 18726789 My license renewal date for the state of Washington is May 18,2016. Registration#2932 Important Notice:Each Truss Design Drawing(TDD)utilizes the design values published by the Metal Connector Plate(MCP)manufacturers. The TDD further utilizes the design values published by the applicable lumber rules-writing agency as approved by the American Lumber Standards Committee(ALSC),and which design values have been incorporated into lumber design provisions and equations by the American Wood Council(AWC)and inputted into modeling and analysis TDD software created and owned by the MCP manufacturers.The lumber design values correspond with the grade stamp identified by the Truss Manufacturer on the lumber prior to cross cutting. The lumber rules- writing agency published grading rules shall further apply to the Owner,Building Designer and Contractor. All capitalized terms are as defined in ANSI/TPI 1,the National Design Standard for Metal Plate Connected Wood Truss Construction(WI 1). wSP.PH �qp,, T a4 a♦;I'Wf', ' v r ,app,, 46398Ac O°8d ; September 10,2014 Ryan Dexter,P.E. The seal on this cover sheet and/or a TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD only,as a Truss Design Engineer(also defined as a Specialty Engineer) under TPI 1. The design assumptions, loading conditions,load path,suitability and use of this Truss for any Building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer, in the context of the IRC,the IBC, the local building code and TPI 1. The approval of the TDD and any field use of the Truss,including handling, storage, installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the TDD and the practices and guidelines of Building Component Safety Information(BCSI)published by the Truss Plate Institute and the Structural Building Component Association are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by the parties involved.The Truss Design Engineer isNOT the Building Designer of the building. Copyright® 2014 ProBuild-DrJ Engineering,LLC,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBuild-DrJ. Job Truss Truss Type Qty Ply Eakes Job 18726775 81407572 A01 GABLE 1 1 Job Reference(optional) .-Pro Build Arlington, Arlington,WA 96223 7.430 s Oct 14 2013 Mask Industries,Inc. Wed Sep 10 09:34:452014 Pagel ID:BNRI 5XNYCr01 Q E1 pv?J2y9ywYtX-wrFTyjcRfs_X94H4RBeof4By1NAgml0DXBnZgxyl43u I-13-8 I 16-0-0 I 32-0-0 1-3-8 16-0-0 16-0-0 Scale=1:55.8 3x6= 14 15 10 if 17 13 12 _ 10 5.00 12 11 _ II 19 10 - 20 9 - 21 • 8 - 22 • 7 23 e _ 13j44 1 -o-a&`1 1bl°• za 5 2r.,7 1111 25 3x4 II 3z4 11354 4 2136 22-35 28 27-30 1 2 r1���53 5'S2 &51 172928 a.an a a a 55 54 53 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 356= I 32-0-0 32-0-0 Plate Offsets(X,Y); f15:0-3-0.E el LOADING(pst SPACING 2-0-0 CSI DEFL in (bc) 1/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.00 1 Mr 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 • Rep Stress Ina Yes WB 0.11 Horz(TL) 0.01 29 n/a n/a BCDL 6.0 Code IRC2012/TPI2007 (Matrix) Weight:218 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 1800F 1.6E end verticals. WEBS 2x4 OF Stud BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. OTHERS 2x4 DF Stud REACTIONS All bearings 32-0-0. (lb)- Max Horz 55=168(LC 8) Max Uplift All uplift 100 lb or less at joint(s)29,44,45,46,47,48,49,50,51,52,53,40,39,38,37,36, 35,34,33,32,31 except 55=-127(LC 13),54=-270(LC 8),30=-262(LC 9) Max Gray All reactions 250 lb or less at joint(s)29,43,44,45,46,47,48,49,50,51,52,53,54,41,40, 39,38,37,36,35,34,33,32,31,30 except 55=321(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-55=-256/94,12-13=-18/265,13-14=-17/291,14-15=-18/261,15-16=-19/257, 16-17=-24/276 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp D;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) 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. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. • lo$EPf1 Oz,t. - 8)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. `-i-j, 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 --%:t a' _+i.0 �,A fit between the bottom chord and any other members. �- /►:' AO 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)29,44,45,46,47, ./j . y ' 48,49,50,51,52,53,40,39,38,37,36,35,34,33,32,31 except(jt=lb)55=127,54=270,30=262. �, 11)_This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced strr standard ANSI/TPI 1. f 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 48398 • LOAD CASE(S) Standard j041rD 0 • • September 10,2014 I AWARNING-Please thoroughy review lire"Custon-er's Acknowledgemerrt of Proouild Standard Terns Mr Manufactured Products"form.Vreriy design parameters and read notes on lids Truss Design Drawing(TDD) end the DnJ Relnrence Sheep(rev.06-11)baron use.Only Truss sk connector plates shall be used br this TW to be ward.A sealed TOO represents an acceptance of professional engineering des use ofthirly for the design of the sngle Truss depicted on the TOO only,as a Truss Design Engineer(also defined as a Specially Engineer)under TPI I.The design assumption,loa3ng WI I The conditions,approval of and use of this Truss for any Building is the resporsibay of the Owner,the Owner's authorized agent or the Building Mlle Building in lire content of the IRC.the IBC,the local building code and TPI 1 The approval of the TOO and any field use of the Truss,Including(q handling,storage,installation and bracing,and be the Structural Building(Mlle Buiktng Designer and Contractor.All notes set out in the TOD and the practices and guidelines of Building Component /It. Safety Information 18061)published by the Truss Plate Institute and the Structure)Building Component Association are referenced for general guidance.TPI1 defines the responsibilities and dudes of the Truss Designer, Truss Design Engineer and Truss Manufacturer,unless otherwise defined bye Contract agreed upon in writing by the radian involved.The Truss Design Engineer is NOT the Building Designer of the building.All capitalized terms are as defined in TPI 1. ENGINEER/Mac ireOMii401a01LC Copyright 02014 ProBUldAJ Engineering.LLC,(Dr,).Reproduction of thb document,In any form,Is prohibited without written permission from PraBuild-0rJ. Job Truss Truss Type Qty Ply Dikes Job 16726776 B1407572 A02 Common 11 1 Job Reference(optional) Pro Build Arlington, Arlington,WA 98223 7.430 a Oct 14 2013 MiTek Industries,Inc.Wed Sep 10 09:34:47 2014 Page 1 ID:BNR15XNYC4O1 QE1pv?J2y9ywYlX-tDNEMPeiBTEFOORTZc9GIVHAWJnfsE78W VGgkpyf43s I -1-3-8 5-6-5 1 10-9-3 16-0-0 i 21-2-13 265-11 I 32-0-0 13-8 5-6-5 5-2-13 5-2-13 5-2-13 5-2-13 5-6-5 Scale=1:55.7 4s4 = 6 a 5.00 r 3x4 334 5 7 • 2x4 Ipli 2x4"2 4 8 538' 95x8 3 `� " 2 \lip V 10 2 3 & ;11 g 4 2-19 '• 01. " in-12 k 13 12 11 4312 II 4312 3x4= 3x4 = 538 = I 8-1-12 I 16-0-0 23-10-4 I 32-0-0 _ 8-1-12 7-10-4 7-10-4 8-1-12 Plate Offsets(X,Y): 12:0-8-9.Edoel.[10:0-8-9,Edge1,fl 2:0-4-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (bc) Ildel L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.17 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.37 12-13 >999 180 BCLL 0.0 ' Rep Stress Ina Yes WB 0.42 Horz(TL) 0.12 10 n/a n/a BCDL 8.0 Code IRC2012ITPI2007 (Matrix) Weight:164 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 7-11-11 oc bracing. WEBS 2x4 DF Stud'Except' 6-12.7-12.5-12:2x4 DF 1800F 1.6E SLIDER Left 2x8 DF SS 3-0-15,Right 2x8 DF SS 3-0-15 REACTIONS (lb/size) 10=1534/0-5-8 (min.0-2-8),2=1641/0-5-8 (min.0-2-11) Max Horz 2-203(LC 9) Max Uplift10=-518(LC 9),2-572(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2691/879,3-4=2570/893,4-5=2442/847,5-6=-19161676,8-7=-1918/674, 7-8=2453/855,8-9=2584/902,9-10=2703/888 BOT CHORD 2-13=-862/2285,12-13=-687/2136,11-12=-493/2140,10-11=674/2282 WEBS 6-12=-336/1050,7-12=-688/427.7-11=84/256,5-12--683/424,5-13=-78/253 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp D;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)10=518, 2=572. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced - 1psePA 04 standard ANSI/TPI 1. T• 7)"Semi rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. A.1 ' . �0* ; - C��ep LOAD CASE(S) Standard y /'�q -," Oi ern/ 'f 1 48398 4 0,b,_SIONAL li September 10,2014 k i WARNING-Please thoroughly review the-Customer's Acknowledgement of ProBdd Standard Tans for Manufactured Products'form Verify design parameters and read notes on tys Truss Design Drawing(TDD) AA and the DM the Reference Sheet(rev.08-141 before use.Only Mi nek connector plates shall be used for this TOD to be valid.A sealed TDD represents an acceptance of professional engmeedng res use xl this la the design of the single Truss depicted on the TDD only,as a Truss Design Engineer(also defined as a Specially Engineer)under TPI 1.The design assumptions,loading condieons,surtabify and use of this Truss for any Building is the responsibility of the Owner,the Ovmars authorized agent or the Building Designer,in the context of the IRC,the IBC,the local building Cade and TPI I The approval of the TOD and any field use Emit of the Truss,including handling,storage,Installation and bracing,shall be the responsibility of the Building Designer and Contractor.AI notes set out in the TOD and the practices and guidelines of Building Component Safety Information(BCSI)published by the Truss Plate Institute and the Structural Bdkfrg Component Association are referenced for general guidance.TPI1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by the parties involved.The Truss Design Engineer Is NOT the Building Designer of the Wilding.All capitalized terms are as defined in WI 1. uc Copedg&02014 ProBUki-DM Engineering,LLC,lteJ).Reproduction of this document,In any knn,in prohibited without mitten Permission horn ProB44ld-0rJ. Job • Truss Truss Type Qty Ply Eakes Job 1 81407572 18726777 A03 Conanon 2 1 Job Reference(ootionalt Pro Wild Adinglon, Adinglon,WA 98223 7430 a Oct 14 2013 MiTek Industries,Inc.Wed Sep 10 09:34:48 2014 Page 1 ID:6NR 15XNYCrO1 QE1 pv'?J2y9ywYtX-LQxcaldKynM50Y017JBVHipLhj65zaSID90OHGyf43r 1.1.3.81 565 10-93 1840-0 I 21.2-13 265-11 32-0-0 133381 13-6 5-6-5 5-2-13 5-2-13 5-2-13 5-2-13 5-6-5 1-3-8 Scale=1:56.7 4x4 = 8 n 1 w 5.00 3x4 9 3x4 5 7 l2x4 2x4//4 a 5x6 95x8 1\2 '� .. - . ■_ 10 11 !i !, 1$ere =. 12 14 13 4x1211 4x12 1l 3x4 - 558= 3x4= I 8-1-12 I 16-0-0 23-10-4. 32-0-0 I 8-1-12 7-10-4 7-10-4 8-1-12 Plate Offsets(X,Y): 12:O-8-9,Edoel,f10:0-8-9,Edgel,(13:0.4-0.0-3-01 LOADING(psi) SPACING 2-0-0 CSI DEFL in (roc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.17 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.37 13-14 >999 180 BCLL 0.0 * Rep Stress!nor Yes WB 0.41 Horz(TL) 0.12 10 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:166 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 7-11-7 oc bracing. WEBS 2x4 DF Stud*Except* 6-13,7-13,5-13:2x4 DF 1800F 1.6E SLIDER Left 2x8 DF SS 3-0-15,Right 2x8 DF SS 3-0-15 REACTIONS (lb/size) 2=1639/0-5-8 (min.0-2-11),10=1639/0-5-8 (min.D-2-11) Max Horz 2=193(LC 9) Max Uplift2=-572(LC 8),10=-572(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2687/879,34=-2565/892,4-5=-2438/846,5-6=1911/674,6-7=-1911/674, 7-8=-2438/847,8-9=2565/892,9-10=2687/879 BOT CHORD 2-14=-866/2261,13-14=-692/2132,12-13=-498/2132,10-12=673/2261 WEBS 6-13=-334/1046,7-13=-683/424,7-12=-79/253,5-13=-863/424,5-14=78/253 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=6.0psf;BCDL=4.8psf;h=25ft;Cat.II;Exp 0;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=572, 10=572. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced - o standard ANSI/TPI 1. �� ' , T�, 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. / . LOAD CASE(S) Standard 4 •- ,L._. t 48398 , t September 10,2014 ■ 1 AWARNING-Please thoroughly review the-Customers Acknowledgement of PreOugd Standard Terms for Manufactured Products-form Verify design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.08-14)before use.Only MiTek connector plates shall be used for this TDD to be solid.A sealed TDO represents an acceptance of professional engineering responsibility for the design of the single Truss dapped on the TDD only,as a Truss Design Engineer(also defined as a Specialty Engineer)under TPI 1.The design assumptions loading conditions,suitability and use of this Truss for any Building is the responsibility of the Owner,the Owner's authorized agent or the Bilking Designer,in the context of the IRC the IBC,the local boiling code and WI 1.The approval of the TDO and any field use of the Truss,including handling,storage,installation and bradng,shall be the responsibility of the Bulling Designer end Contractor.All notes net out in the TOO and the practices and guidelines of Building Component Safety Information(BCSI)published by the Truss Plate Institute and the Structural B Wiling Cnmponenl Association are referenced for general guidance.TPI1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Tulsa Manufacturer,unless othervnse defined by a Contract agreed upon In writing by the panes involved.The Truss Design Engineer is NOT the Building Designer of the building.All raptafized terns are as defined in WI 1. Emit ENGINEERING Copynighl 0 2014 ProBdld-0rJ Engineering,LLC,(DM).Reproduction of this document,in any form,is prohibited witranwmNn permission from ProBUM-0nJ. LLC Job • Truss Truss Type Qy Ply Eakes Job 18728778 61407572 A04 SCISSORS 2 1 Job Reference(colionalt ProBuild Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MiTek Industries,Inc.Wed Sep 10 09:34:49 2014 Page 1 ID:6NR15XNYCrO1QE1pv7J2y9ywYtX-pcV n4f yj5UydibrglikgvMbf6NUiwypRplmp"1yf43q I-1-3-81 __ 5-6-5 10-9-3 16-0-0 21-2-13 265-71 32-0-0 X33.3-81 1-3-8 5-6-5 5-2-13 5-2-13 5-2-13 5-2-13 5-6-5 1-3-8 Scale=1:57.8 4x8 II 5 p 5.00 12 3x4 3x4 4 6 . I1 ' 8x9 / I/II ���� 8x13 3 \\NN11110 . 7 r 3x8\\ � gI 11 = `� 3116 / 348 \�+ �J- 8,8 - �`,`3 // b 2 1: .5 V 8 A 1 2 ; 3x4 rs__© � Ir4. 9x10 300 12 4 8x10 II 14-0-8 I 8-1-12 I 18-0.0 1 18-1-0 1 23-10-4 I 32-0-0 I 8-1-12 7-10-4 2-1-0 5-9-4 8-1-12 Plate Offsets(X,Y): f8:Edge,0-0-01,[11:0-4-0,03-101 • LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/de8 Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.45 11 >849 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.92 11-12 >415 180 BCLL 0.0 a Rep Stress!nor Yes WB 0.85 Horz(TL) 0.66 8 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:200 lb FT=20% I LUMBER BRACING TOP CHORD 2x4 OF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 5-11-3 oc bracing. Except: WEBS 2x4 DF Stud 6-9-0 oc bracing:8-10 SLIDER Left 2x8 DF SS 6-8-5,Right 2x8 DF SS 6-8-5 7-4-0 oc bracing:10-11 JOINTS 1 Brace at Jt(s):10 REACTIONS (lb/size) 2=163810-5-8 (min.0-2-11),8=1638/0-5-8 (min.0-2-11) Max Horz 2=193(LC 6) Max Uplift2=-572(LC B),8=-572(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4538/1601,3-4=-4538/1526,4-5=3871/1115,5-6=-3871/1140,6-7=-4538/1337, 7-8=-4538/1437 BOT CHORD 2-12=-1542/3996,11-12=1404/4292,10-11=1006/4292,8-10=-1196/3996 WEBS 5-11=-686/2530,6-11=814/572,7-10=0/321,4-11=-814/547,3-12=0/321 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l3Dmph(3-second gust)V(IRC2012)=103mph;TCDLS.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp D;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed:Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are 2x4 MT20 unless otherwise indicated. 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)Bearing at joint(s)2,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt lb)2=572, .10SEPH O 8=572. . 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced O. • ,P standard ANSI/TPI 1. ' n' 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9 P y Y 9 • OZ G' x LOAD CASE(S) Standard .7 O .r g k°' Net.' Q4 OC` September 10,2014 AA WARNING the Dr-Please thoroughly(rev.08-14)"Customers or a., Acknowledgement Welt n or ProBuild Standard shall be u eTerns s Manufactured D to vall.Products-form.A le represents design parameters and reed notes on in Truss Design Drawing(he and thefth singlenTrssdepicte.on 08-14)beforeuse.Only MiTekesinectorplates eer(shall fiused dafar theTDD Engineer)geerl). der sealed.Th recegn asendcchrcancain conditional engineering use ofithilsyroethe design of the singleTruss depicted of the Oene,t helyasrTrussDesignEngineer(alsoding eignBpn gee context eR .tht.Thel.local essungticrd,landingI f.Toe conditions,suitability ofryendD use d any Truss for any fteTruss.is the ing handling,sftheOwnea the n and bracing,shat agent or spBuiblhy Designer,Ber inthecsnner atMCIncaMeIBC.Ioelose code TOarkd the praccesrandlofMenes and Zsigt ' of the Truss.alien(SCSI)SI)publi h d storage.the Trusu Plate and obtu bracing,shall be the u al Building of lop B enting Designer and Contractor rm d for r All general notes set an in the TDD and Me practices ands and s Building CsnponeM Truss Inhumation psi n Engineer(der and by the Truss Plata Institute and the Structural Bubirg Component Assoraaby are referenced kr general guidance.TPI7 defines Me respohsibing Designer and duties).but Truss Designer, Truss Design Engineer and Teas Manufacturer,unless otherwise defined by a Contract agreed upon in writing by the paNes involved.The Truss Design Engineer is NOT the Building Designer of Rebuilding.All capitalized lerrns are as defined in TPI I_ yesa� "e'°'E°'r°uc CopyngM02014 Profiulld-dJ Engineering,LLC,(My Reproduction of this document,in any fan,is prohibited wJhoul'mitten permission kern PmBJld-0411 Job Truss Truss Type pry Ply Sakes Job 18728779 81407572 A05 Scissor 3 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 a Oct 14 2013 MITek Indusbtes,Inc. Wed Sep 10 09:34:50 2014 Page 1 ID:6NR15XNYCr01 QE1pv?J2y9ywVtX-Ho3M?QgaUOcpFsA2EkEzM7vmO\fmCRN8ygTVKL8yf43p -1-3A 5-6-5 I 10-9-3 I 16-0-0 I 21-2-13 26-5-11 I 32-0-0 13-8 5-6-5 5-2-13 5-2-13 5-2-13 5-2-13 5-6-5 Scale=1'.57.1 4x6 I I 5 w r1 5.00 12 Sx4 i 3x4.,....iiiiiiiiiillil .4 8 gyp 8148 ..-1-- a r 7 38 \\ 3 10 3 58 // Z '8 \\ ' 1 8ixa� ��Bue t1 - `r 343 // o d 9 ,` d 11/; 3x4 % 3x4 _ I$ = 3.00 12 8,10 II 8x10 II 8-1-12 16-0-0 23-104 I 32-0-0 8-1-12 7.104 7-10-4 8-1-12 Plate Offsets(X,Y): f10:0-4-0,03101 • LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.45 10 >845 240 MT20 220/195 • TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.92 9-10 >414 180 '', BCLL 0.0 • Rep Stress!nor Yes WB 0.85 Horz(TL) 0.67 8 n/a We BCDL 8.0 Code IRC2012/TP12007 (Matrix) Weight:169 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins. BOT CHORD 2x4 DF 1800F 1.8E BOT CHORD Rigid ceiling directly applied or 5-11-8 oc bracing. WEBS 2x4 DF Stud SLIDER Left 2x8 DF SS 6-8-5,Right 2x8 DF SS 6-8-5 REACTIONS (lb/size) 8=1527/Mechanical,2=1641/0-5-8 (min.0-2-11) Max Horz 2=-208(LC 9) Max UpIif8=-514(LC 9),2=-572(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4546/1596,3-4=-4548/1520,4-5=-3883/1108,5-6=-3883/1133,6-7=-4566/1338, 7-8=-4572/1443 BOT CHORD 2-11=-1530/4004,10-11=1391/4301,9-10=894/4311,8-9=-1190/4034 WEBS 5-10=-680/2538,6-10=-822/578,7-9=0/318,4-10=-814/547,3-11=0/322 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp D;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'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. 5)Refer to girder(s)for truss to truss connections. 6)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=514, ' 10s .PH 0� " 2=572. �1 `H- 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced 43 0.9 ' -- ri i'Zs<ot. • standard ANSIITPI 1. . 4' 4r ; � • 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. f>J/,4111's 5 ,' IA ,_A/ LOAD CASES) Standard r • Jk 46398,, ra'aiON ° September 10,2014 AWARNING-Please thoroughly review the-Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products"form.Verity design parameters and read notes on this Truss Design Drawing(TOD) and the DrJ Reference Sheet(rev.06-14)before use.Only MiTek connector plates shall be used for this TDD to be valid.A sealed TDD represents an acceptance of ixolawanal engineering responsibility for the I design of the single spon depicted iiy oe the TDD he O nrTruss nzedaEngineere Bodefined igaSpine c context f turger,thI 1.The10 local assumptions,loading c1.The np.rsoaWftYergD use and this field use any Truss iscluing handling.sf the Owner.athe nandrbr sum,shat agent thortheBuibi Ry of the Building ilintheasnner af the InC,the IBC,bras cat out tapesadTPI1.Theoos andlof the nes fBuannfieo po , • Same Truss,including SI)publi storage,yth Trustionte t sblute ashallbSrueuraponsl y Dame sDesigner are referenced All notes set dunie the TDD and me Pacticas ands and dlldutof Building fthe TrCsmpaneht Safety Information si E i(SCSI)end dTr ss Manufacturer,n fa urer,unless Iethea i and me Structural Building tr reed upon in Association byt are antes invol fed general The T gs Design Engineer i s NOT th Budding Designer of Truss Designer, Truss Design Engineer end Truss Menufactuer,unless atherw'se defined by a Contract agreed upon in wrigng hY the plies involved.Th Truss Design Engineer is NDT[ha Buldirg Dsigner of the building.All capitalized terms am as defined in TPI t RIGINEERINGuc Copyright 0 2014 ProBr ld-O.J Engineering,LLC,(DrrJ).Reproduction of this document,In any form,Is prohibited without written permission from ProBuild-0iJ. i Job - Truss Truss Type Qty Ply Eakes Job 18728780 B1407572 A05 SCISSORS 7 1 Job Reference(optional) ProBoikt Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MiTek Industries,Inc. Wed Sep 10 09:34:51 2014 Page 1 I D:6NR15XNYCrO1 QE 1 pv?J2y9ywYIX-I?clCmhCEilg t?IEoRICvKRx7w5QAgL5v7Etlbyf43o 5-6-5 I 10-9-3 I 16-0-0 I 21-2-13 I 26-5-11 I 32-0-0 585 5-2-13 5-2-13 5-2-13 5-2-13 5-6-5 Scale=1:55.7 4x8 I I 4 4 Y1 5.00 12 3x4 3x4 3 5 aza )` .: N11100.11111111444% Bxe c• r 3x6 AA 2 � y - 8 3,6 // - 3x8 AA ►" 8x8= 141 �I �; •_ 4q�3x8// o d q 1' 10 8 ` 05 1 al 3x4 '2---' 3x4 I -' ■ 3.00 12 8510 II 8x10 II I 8-1-12 I 16-0-0 I 23.10.4 I 32-0-0 I 61.12 7-10-4 7-10-4 61-12 Plate Offsets(X,Y): 19:0-4-0,0-3-101 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/dell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.45 9 >841 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.93 9-10 >412 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.85 Horz(TL) 0.67 7 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:167 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 18D0F 1.6E TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc puffins. BOT CHORD 2x4 OF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 5-11-0 oc bracing. WEBS 2x4 DF Stud SLIDER Left 2x8 DF SS 6-8-5,Right 2x8 DF SS 6-8-5 REACTIONS (lb/size) 1=1529/0-5-8 (min.0-2-8),7=1529/Mechanical Max Harz 1=201(LC 8) Max Uplift1=-515(LC 8),7=-515(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4581/1615,2-3=4575/1536,3-4=-3894/1114,4-5=-3694/1139,5-6=-4575/1339, 6-7=-4580/1444 BOT CHORD 1-10=-1550/4041,9-10=1401/4321,8-9=1000/4321,7-8=1191/4041 WEBS 4-9=-685/2547,5-9=822/578,6-8=0/319,3-9=822/552,2-10=0/319 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7.10;Vutt=130mph(3-second gust)V(IRC2012)=103mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp D;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'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. 5)Refer to girder(s)for truss to truss connections. 6)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=515, iosEPH op,. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced T standard ANSI/TPI 1. 4tA - /w/�� c `n# 9)"Semi-rigid pitdlbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ' �- �O-4 LOAD CASE(S) Standard `r / 18398,, 1 September 10,2014 ase WARNING- eferece thoroughly Shet(review. 14)"eore e.Only coeor Plaeshll be ueTerrorsOD to PA sealedTO represents an accetanceodrofesiona on this Truss ingDesign Drewfor(TOO) A and the llh single Tr Sheet icte.on th)100 use.Day Truss D connector plates(shall be defined used for Specially TDy Engineer)g ee due WI .Th rdesign as ur r ono,loa in professional uitabaerlan res a of510 ri r the anyiBu ld ng sit a respon dapped he Oe nOD he O n a sa th Deed)Beni or tr e Bui ding a ig a spn the c)tt oft the I under Wit.The design assanlg7crd,andiT TPI 1 Theanp,approval re nes and any flea po S the Truss n including handling,hed y the Truss on and bracing, t shall be rue u al Building l ompo Building Association cnnr aM Contractor.referenced for r general n gui ande the TDD Intl Na gactices and guddlidus of fthe Tr Cs Desig nt safely esign ngi der Truss M nfcurer, nlas InstituteendMe8tby a Co treed upon i unng arereferenceder The Truss Engineer is the the Building Designer duties of the Truss Designer, Truss Design mss reef and Truss Manufacturer,unless oMenMSe defined by a Contract agreed upon in writing by the parties involved.The Truss Design Engineer is NOT the Building Designer of the building.All pplafized terns are as defined in TPI 1. Emit/ Copyright 0 2014 ProtUId-LW Engineering,LLC,(OrJ).Reproduction of this document,in any form,is prohlbled without written penrisvon from ProBUIkt-0rJ. U Job Truss Truss Type Qty Ply Eakes lob 18726781 81407572 A07 GABLE 1 1 Job Reference(optioial) ProBNld Arlington. Arlington,WA 98223 7.430 s Od 14 2013 MiTek Industries,Inc Wed Sep 10 09:34:57 2014 Page 1 I D:6NR 15XNYCrO1 QE1 pv?J2y9ywYtX-a8_OTpmzgwgbwC08isc9bh l bLDgakv_H2hB5Eyf431 I 16-0-0 I 32-0-0 I 160-0 16-0-0 Scale=1:59.5 3x6 = 8 9 a� 10 5.00 1 7 11 5 . 7 . -, _ . : ,..„.i.jokilrililimit..1 .!..i...,, 12 2?_5 - �. .k n . 135 d,...,,,,,,,,,,.„...., . ,. ... . . -ir 1111 lig;ailli I 481disso- ../ .14 _Mnieisji4r111111 17 l.-: 12x12 = 100 12 57 58 54 52 50 48 48 44 42 40 38 36 33 31 29 27 25 23 21 18 19 17 12512 = 803 % 5x6= 8x8 I 18-0-0 I 32-0-0 1 16-0-0 15-0-0 Plate Offsets(X,Y): [1:0-9-0,0-0-0],[9:0-3-0,Edge],[16:0-9-0,0-0-0],[20:0-1-10,0-1-0],[22:0-1-10,0-1-0],[24:0-1-10,0-1-0],[26:0-1-10,0-1-0],[28:0-1-10,0-1-0],[30:0-1-10,0-1-0], [32:0-1-10,0-1-0],[34:0-1-10,0-1-0],[35:0-1-10,0-1-0],[36:0-3-0,0-3-0],[39:0-1-10,0-1-0],[41:0-1-10,0-1-0],[43:0-1-10,0-1-0],[45:0-1-10,0-1-0],[47:0-1-10 .0-1-01[49:0-1-10,0-1-01,[51:0-1-10,0-1-0].[53:0-1-10,0-1-0],[62:0-1-10,0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/dell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.06 Vert(LL) n/0- - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) n/a - n/a 999 BCLL 0.0 " Rep Stress Ina' Yes WB 0.08 Horz(TL) 0.01 17 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:259 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: OTHERS 2x4 DF Stud 10-0-0 oc bracing:18-20 SLIDER Left 2x8 DF SS 2-0-12,Right 2x8 DF SS 2-0-12 JOINTS 1 Brace at Jt(s):37,41,45,49,53,56,34,30,26,22 REACTIONS All bearings 32-0-0. (Ib)- Max Horz 1=173(LC 8) Max Uplift All uplift 100 lb or less at joint(s)40,48,54,36 except 17=-149(LC 9), 44=-143(LC 8),52=-198(LC 8),31=-151(LC 9),27=157(LC 9),23=-151(LC 9), 18=-145(LC 9) Max Gray All reactions 250 lb or less at joint(s)16,17,38,42,46,48,50,54,33, 31,29,27,25,23,21 except 1=261(LC 1),40=265(LC 1),44=289(LC 19), 52=378(LC 19),36=272(LC 1),18=288(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=257/0 BOT CHORD 157=-104/265,53-55=-1121287,49-51=-97/260,45-47=-101/264,41-43=-100/267, 30-32=-89/251,26-28=69/251,22-24=-89/253,19-20=-88/250 WEBS 44-45=-268/156,5-51=-254/185,52-53=-412/221,35-36=250/36 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=l30mph(3-second gust)V(IRC2012)=103mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp D;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip - DOL=1.33 .ps�H D�� 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry • -> Cable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4 4)All plates are 2x4 MT20 unless otherwise indicated. - 4' fir.• 5)Gable requires continuous bottom chord bearing. J,y I 6)Gable studs spaced at 1-4-0 oc. / / 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �r 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 will • 4K fit between the bottom chord and any other members. $ 48398 'W 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)40,48,54,36 except O,,pp��•'r•9'IT� `{� (jt=lb)17=149,44=143,52=198,31=151,27=157,23=151,18=145. -Cgf��$s. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. September 10,2014 r AA n"A CC.O% C.w...A,..A 1 AWARNING-Pbase N Sheet(review the before meta my Mi Tetlgemed of pct tBuild ll be rd Tents lot OO to hclured Products"farm.Vedfy design parameters and read odes on INS Truss De&gn Drawi or the des design Ditto design defined dland TtI 1 The approval aloft and use ad this Truss for Eilfir. any Building is the raspoks ling,of the Owner,the Owner's aunt,shall agent or sp Building Designer,Building in the context end C IRC,the IBC,the s local set building code and TPI 1 The approval o!the nes and any field use of the Truss,including handling,storage,installation and lasagna,shall be the responsibility of the Building Designer and Contractor.All notes set out In the TOD and Me practices and sidelines of Building Component Safety Information(BCSI)published by the Truss Plate Institute and the Structural Budding Component Association are referenced for general guidance.TPI1 defines the responsibilities and duties of the Truss Designer, Toms Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by the parties invoked.The Truss Design Engineer is NOT the Building Designer of the bulling.All capitalized terms are as defined in TPI 1- ENGINEERING uc Copyright O 2014 ProBWdDO Engineering,11C,(DO).Reproduction otitis docuneM,in any form,is prohibited without written permission horn ProBWd-0rJ. Job 'Truss Truss Type Qty Ply Eakes JOb 18726782 81407572 301 Common 11 1 Job Reference(optional) Proeudd Arlington, Arlington,WA 98223 7.430 s Od 14 2013 MiTek Industries,Inc. Wad Sep 10 09:34:59 2014 Page 1 ID:6NR15XNYCrO1 QE1pv?J2y9ywYtX-WX5muVnDM91YgEMmG7u4E0mKK8uk2dGHIMAI97yf43g -1-3-8 5-7-12 I 11-0-0 18-4-4 I 22-0-0 1 23-3-8 1-3-8 5-7-12 5-4-4 5-4-4 5-7-12 1-3-8 Scale=1:40.3 4x8= 5 i/\ • 500 12 2,4 lAidar 2x4 I/I4)43 5x8 5 3} 7 5x6 a ✓ r • II 2 B CS 12 11 10 tt 4x10 H 3x4 = 3x8 = 3x4 = 4x10 II I 75-3_ I 14-6-13 I 22-0-0 I 7-5-3 7-1-11 7-5-3 Plate Offsets(X,Y): 12:0.8-1,0-0-91.18:0-8-1,0-0-91 LOADING(pa) SPACING 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.09 10-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.19 10-12 >999 180 BCLL 0.0 • Rep Stress Incr Yes WB 0.15 Horz(TL) 0.05 8 n/a n/a BCDL 8.0 Code IRC2012ITPI2007 (Matrix) Weight:110 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud SLIDER Left 2x8 OF SS 3-1-12,Right 2x8 DF SS 3-1-12 REACTIONS (lb/size) 2=1159/0-3-8 (min.0-1-15),8=1159/0-3-8 (min.0-1-15) Max Horz 2=-137(LC 9) Max Uplift2=-409(LC 8),8=-409(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1743/547,3-4=-1623/570,45=1497/552,5-6=-1497/552,6-7=1623/570, 7-8=-1743/547 BOT CHORD 2-12=-529/1437,11-12=267/1099,10-11=-267/1099,8-10=-392/1437 WEBS 5-10=-205/439,6-10=-301/283,5-12=-205/439,4-12=-301/283 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp D;enclosed; MWFRS(envelope)gable and zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Dpsf 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=409, 8=409. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. j0$IZPR p^ - 7)-Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. l• •*91 T`4.0 LOAD CASE(S) Standard 4r ' p; C>. Df O1• 7 A� 839 ?" t September 10,2014 WARNING-Please thoroughly review the-Customer's Acknowledgement of ProBui Id Standard Terms tot Manufactured Products"town.Verify design parameters and read notes on Ns Truss Design Drawing(TDD) (TDD) A and the DrJ Reference Sheet(rev.08-14)before use.Only MITek connector plates shall be used for this TDD to be valid.A Sealed TDD represents an acceptance of professional engineering responshiby for the design of the single Truss depicted on the TOO only as a Truss Design Engineer(also defined as a Specialty Engineer)under WI 1.The design assumptions,loading conditions,sulablity and use of this Truss for any Building is the resporoldfly of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,the local building code and TPI I The approval of the TDO and any field use 12;N of the Truss,including handling,storage.installation and bracing,shall be the responsibility of the Building Designer and Conbador.All notes set out in the TDD and the practices and guidelines of Building Component Safely Information(SCSI)published by the Truss Plate Institute and the Structural Balding Component Association are referenced for general guidance.TPI1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer,unless olhetwise defined by a Contract agreed upon in writing by the parries involved The Truss Design Engineer Is NOT the Building Designer or the building.All ENGINEERING capitalized terms are as defined in TPI 1. ifaVIIKfIVIRf LLC Copyright 0 2014 PrOBuildDrJ Engineering,110,(Ord).Reproduction of this document,in any form,is praMbited without written permission from ProBtedDM. jJob Truss Truss Type pry Ply Eakes Job 18728783 181407572 B02 GABLE 1 1 Job Reference(optional) Pro Build Arlington, Arlington,WA 98223 7.430 s OA 14 2013 MiTek Industries,Inc. Wed Sep 1009:35:01 2014 Page 1 ID:6NRI 5XNYCr01 QE1pv?J2y9ywYtX-S wOX1BpUun?F4YW9NYwYJRsi3yekWZHaCgfPE7yf43e I -1-3-8 I 11-0-0 22-0-0 1 23-3-8 I 1-3-8 11-0-0 11-0-0 1-3-8 Stale=1:40.3 3x6= 10 11 12 /1 g ^ ^ 13 ' 5.00 8 w i 14 8 7 w ^ 15 r 8 w w Ile ^ 5 a 17 Uri 4 18 3x4 I I 3'DTI '�■y^}I 19 3w4 II q1 �2n�fl�fwl w •^ n n e ^ n e ^11111111 1111111 r 21 ■!r!@!A!I raTil!1I➢!I!i!a V%I VW�!!AAL!••!4/!∎!�!�.∎!∎!47.1!"!4!4!4!A!∎71i►15!33M!!g!!I!i!!I!1I!AI!�!�!!2!A!dI Oil 40 39 38 37 36 35 34 33 3231 30 29 28 27 28 25 24 23 22 308 = I 22-0-0 22-0-0 Plate Offsets MY): f11:0-3-0,Edael LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.01 21 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.01 21 n/r 120 BCLL 0.0 ' Rep Stress Ina Yes WB 0.06 Horz(TL) 0.00 22 n/a n/a BCDL 8.0 Code 1RC20121TPI2007 (Matrix) Weight 129 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc purlins, except BOT CHORD 2x4 DF 1800F 1.6E end verticals. WEBS 2x4 DF Stud BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. OTHERS 2x4 DF Stud REACTIONS All bearings 22-0-0. (Ib)- Max Horz 40=97(LC 8) Max Uplift All uplift 100 lb or less at joint(s)40,22,33,34,35,36,37,38,29,28,27,26,25,24 except 39=-129(LC 8),23=-108(LC 9) Max Gray All reactions 250 lb or less at joint(s)40,22,31,33,34,35,36,37,38,39,30,29,28,27,26, 25,24,23 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp D;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) 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. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 10SEPH OA._ fit between the bottom chord and any other members. �• 10)f rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)40,22,33,34,35, 36,37,38,29,28,27,26,25,24 except(jt=lb)39=129,23=108. 4' ,, / It; O 11)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced .' J standard ANSI/TPI 1. 12),"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .f t. LOAD CASE(S) Standard • s98 , c�4) September 10,2014 , WARNING-Please thoroughly review the'Customer's AcknowledAernent of ProBold Standard Terms for Manufactured Produps"form.Verily design parameters and read notes on Min Truss Design Drawing OD) end the DrJ Reference sheet(rev.0&14)before use.Only MTak wnnedor pores shall be used rot this TOO to be valid.A sealed TDD represents an acceptance of professional engineering use of this for Ma design of the single Truss depicted on the TDD only,as a Truss Design Engineer(also dunned as a Specialty Engineer)under WI 1.The design assumptions,loading WI conditions,suitability and use of this Truss for any a Truss,is the including handling,of the Owner,the Owner's authorized roo shall spent or the Building Designer,in the contest at the IRC,the IBC,the local building code and TPI 1.Tile approval of the TDD and any field use Safes Truss,iation rig handling,storage,installation and bracing,nhthl be the Structural B responsibility of the Building Designer and Contractor.All notes set out in the TDD and the practices and guidelines of Bulking Truss Designer, ant Safety Information(BCSO published by the Truss Plate Institute and the 6[mctural Building Lorhlwnent Association are referenced for general guidance.TPI1 tlefines the responsibilities and dotes of the Truss Desigeer, Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in willing by the parties invol.ed.The Truss Design Engineer is NOT the Building Designer of the building.All capitalized terns are as defined in WI 1. n 1LQ Copyright 02014 ProBhiklOrd Erhpn®drg,LLC,(al).itaprotluction of this document,in any brm,k prohibited without written permission from PraBuld-Did. Job Truss Truss Type Qty Ply Eakes Job 18726784 81407572 CO1 SPECIAL TRUSS 1 1 Job Reference(optional) ProBulid Arlington, Arlington,WA 98223 7.430 s Oct 14 2013 MiTek Industries,Inc. Wed Sep 10 0935:02 2014 Page 1 I D:BNR15XNYCr01 OE 1 pv7J2y9ywYtX-xenv WX p6f476h15LxFRnsfOteM_1F?xjRKPymSyf43d -1-3-8 I 4-0-0 I 8-0-0 9-3-8 1-3-8 4-0-0 4-0-0 1-3-8 Scale=1 20.0 4x4= 3 5.00 12 =1 • 3x4 1-3 3-6 3x4 2 3-7 +d 10 ,' 5 1 2A - 4-8 v - 8- Li C 7 '/ a 408= C\ 8 8 2x4 II 204 II I 4-0-0 I 8-0-0 - 4-0-0 4-0-0 LOADING(pat) SPACING 2-0-0 CSI DEPL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.01 6-7 >999 180 BCLL 0.0 ' Rep Stress!nor Yes WB 0.09 Horz(TL) -0.00 6 n/a n/a BCDL 8.0 Code IRC2012/TP12007 (Matrix) Weight 41 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 180DF 1.8E end verticals. WEBS 2x4 DF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=485/0-3-8 (min.0-1-8),6=485/0-3-8 (min.0-1-8) Max Horz 8=38(LC 7) Max Uplift8=-185(LC 8),6=-185(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=463/110,3-4=-363/110,2-8=480/199,4-6=460/199 WEBS 2.7=48/279,4-7=-38/279 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=6.0psf;BCDL=4.8psf;h=25ft;Cat.II;Exp D;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=185, 6=185. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • - loSEPH oz,._ �� i � 1 s. - -r 1 ,48398 , � S StiONAL0 3 September 10,2014 ■ 1 a&WARNING-Please thoroughly review the"Customers Acknowledgement of Proauild Standard Terrra for Manufactured Products'form Verily design parameters and read notes on this Truss Design Drawing(TOD) and the DtJ Reference Sheet(rev.08-14)before use.Only MiTek connector plates shall be used for this TOD ht be void.A sealed TDD represents an acceptance of rofessn onal engineering responalINlny for the th design of the single Truss depicted on the TOD only,as a Truss Design Engineer(also defined as a Specialty Engineer)under WI 1 The design assumptions,loading conditions,suitability and use of this Truss for arty Build ng is the rash angling,soya Dwner,the Owners aungriz la agent or the Bmldry Designer,in the canted onMe IRQ the IBC,the local building node end TPI 1.The approval tithe TDD and arty fietl use Sffht Tnsr,our(B CSI)publi storage,e Trllssonae Institute tituea d thberueurapanabinry omp rentAsDesigonrredeferenced for general getoutie Mel deacct Me practicesands a dlidol s fthe Tr ss Designt Ziki Trussy esign Engi(eer and Iross M n by fa urer, ales othrw(endthedtruceC traingreed upon i yellinabytereaefesinvo forhTss Design TPI1neenes NOT the sigdutiesoe boding Designer, Truss Design Engineer and Teas Manufacturer,unless otherwise defined by a Contract agreed upon in wrong by the parries involved.7ke Truss Design Engineer Is NOT the Butlirg Designer of the building All capitalized tame are as defined In WI 1. Copyright 0 2014 ProBuild-OrJ Engineering,LLC,fDr.q.ReefeducWon of this document,in any form,is prohibited without written permission from ProBUN-0.J. uC • Job Truss Truss Type Oty Ply Eakes Job 18726785 81407572 CO2 GABLE 1 1 • Job Reference(optional) PioBuild Arlington, Arlington,WA 98223 7.430 s Oct 142013 MiTek Industries,Inc.Wed Sep 10 09:35:03 2014 Page 1 ID:6NR15XNYCr010E1pv7J2y9ywYtX-PILHjtgkOOFzJrfYVzzO0sx20mKt RASf_8WJuyf43c F. -138 I 4-0-0 I 8-0-0 9-3-8 I 1-3-8 4-0-0 4-0-0 13-8 Scale=1 20.0 4x4- a 5.00 12 2x4 II 2x4 II I • ' 3x4 % 1-3 3-5 3x4 a 2 4 0 ■ w 5 Iw w w r 244 =SRI r 7 kg 448= ' a e 204 II 274 II I 4-0-C - - I 8-0-0 I 4-0-0 4-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) I/dell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1-15 BC 0.05 Vert(TL) -0.01 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.09 Horz(TL) -0.00 6 n/a n/a BCDL 8.0 Code IRC20121TPI2007 (Matrix) Weight 44 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 DF 1600F 1.6E end verticals. WEBS 2x4 DF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud REACTIONS (lb/size) 8=485/0-3-8 (min.0-1-8),6=485/0-3-8 (min.0-1-8) Max Horz 8=38(LC 7) ' Max Uplift8=185(LC 8),6=-185(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. II TOP CHORD 2-3=383/110,3-4=363/110,2-6=-460/199,4-6=-460/199 WEBS 2-7=38/279,4-7=-38/279 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft Cat.II;Exp D;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) 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/7P11. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.0psf on the bottom chard 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 Qt=lb)8=185, 6=185. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced . standard ANSUTPI 1. loSEPA ply 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •. LOAD CASE(S) Standard Q' )lI l •00 -r 46398, 4' o i4OMALO° • 2 September 1 0, 0 14 I AWARNING.Please thoroughly review the-Customers Acknowledgement of ProBuid Standard Terns for Manufactured Products-fours Verily design parameters and read notes on this Truss Design Drawing(TDD) and the DrJ Reference Sheet(rev.00-14)before use.Only MiTek connector plates shell be used for this TOD to be valid.A sealed TOD represents an acceptance al professional engineering responsibility for the design of the single Truss depicted on the TOD only,as a Truss Design Engineer(also def ned as a Spedahy Engineer)under TPI 1.The design assumptions,loading conditions,suitability end use punts Truss for I any Building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,in Inc context of the I RC,the IBC,the local building code and TPI 1 The approval of the TDD and any field use of the Truss,including handling,storage,installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes set out in the TDD and the precedes and guidelines of Building Component Safety Information(SCSI)published by the Truss Plate Institute and the Structural Building Component Association are referenced for general guidance.TPI1 defines the responsibildies and duties of the Truss Designer, miss Design Engineer and Truss Manufacturer.unless otherwise defined by a Contract agreed upon in wring by the parties involved.The Truss Design Engineer is NOT the Building Designer of the biking_All capitalized terns are as defined in WI 1. ENGINEERING ac alilu/asa uC Copyright 02014 ProBnsld-DM Engineering,LLC,(Or-0.Reproduction of this document,in any form,is Prohibited without written Pemission from ProBdd-0nJ- rlob • Truss Truss Type Qty Ply Eakes Job 18726786 B1407572 001 GABLE 1 1 Job Reference(optional) ProBeikl Arlington. Arlington,WA 98223 7.430 s Oct 14 2013 MTek InclusWes,Inc,Wed Sep 10 09:35:04 2014 Page 1 ID:6NR15XNYCr01 Q E1 pv7J2y9ywYtX-tVvfxDrM BINgx?Ek3gUFx4UE69fijvG0ueu3rKyf43b -1-3-8 I 10-4-0 I 20-8-0 121-114 1-3-8 10-4-0 10-4-0 138 Scale a 1:38.1 356= 9 10 11 H Y 18 j1jI1iII1jhj1118 8x10 y 17 n�i^� 18 la 4- 3510 I 3x10 II 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 356= I 20-8-0 I 20-8-0 Plate Offsets(X,V): 12:0-1-12,0-1-91,110:0-3-0,Edce],118:0-1-12.0.2-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0,06 Vert(LL) -0.00 19 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) -0.01 19 n/r 120 BCLL 0.0 • Rep Stress!nor Yes WB 0.04 Horz(TL) 0.00 18 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight 127 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud SLIDER Left 2x8 DF SS 1-9-12,Right 2x8 DF SS 1-9-12 REACTIONS All bearings 20-8-0. (Ib)- Max Horz 2=-13D(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)2,18,28,29,30,31,32,33,28,25,24,23,22,21,20 except 34=-124(LC 8) Max Gray All reactions 250 lb or less at joint(s)2,10,18,28,29,30,31,32,33,34,26,25,24,23,22,21, 20 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)V(IRC2012)=103mph;TCDL=6.Opsf;BCDL=4.8pst;h=25ft;Cat.II;Exp D;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,18,28,29,30,31, 32,33,26,25,24,23,22,21,20 except(jt=lb)34=124. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced ,0SBPH DIP.. standard ANSI/TPI 1. p 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .Sv a ir1� LOAD CASE(S) r , n J ; 4g39g4150 "9. a September 10,2014 t ■ AWARNING-Please thoroughly review Me'Customers AN nowtetlgement ofP roBuild Standard Tarts ter Manufactured Produccts'lam.Ver tledgn parerr ens antl atl notes o s Tr 9s Da pn D m (TOO) and the DrJ Reference Shea) rev.08-14)betere use.On MiTek connector lates shall be used tar this TOO to be valitl.Asealed TDDre a is an acre f le�anal inaeri res wdr for the design oI the single Truss depicted on the TDD only,as a Truss Design Engineer(also defined an a Spedalty Engineer)under WI 1.The design assumptions,loading conditions,suitability and use of this Truss for Emit. any Building is the resporsitikry of the Owner,the Owner's auerorized agent or the Building Designer,in the context of the IRC,the IBC,Me local building code and TPI 1.The approval of the TOD and any fold use of the Truss,including handling,storage,installation and bracing.shall be the responsibility of the Building Designer and Contractor.All notes net out in the TDD and the practices and guidelines of Building Component Safely Information(SCSI)published by the Truss Plate Institute and the Structural Building Component As•nciatun are referenced for general guidance.TPI1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer,unless otherwise damned by a Contract agreed upon in writing by the parties involved.The Truss Design Engineer Is NOT the Building Designer of the building.All capitalized terms are as defined in WI 1. BmSgmEp�m/x rtRN1 Copyright 2014 ProBdltl-0rJ Erytineedrrg,ILO,(DrJ)_Reproduction of this document,in any form,is prohibited without mitten perrnsdon from ProBUId-DrJ. Job Truss Truss Type Oty Ply Eekes Job 18726787 81407572 W2 COMMON GIRDER 1 3 Job Reference(optional) Pro Build Anirgtun, Aningtan,WA 98223 7.430 s Oct 14 2013 MITek moieties,Inc.Wed Sep 10 09:35:08 2014 Page I ID:6NR15XNYCrO1 Q E1 pe?J2y9ywYLX-ptOO Mutcf JdYAJO6A5YY)OVZNJzBgBeUJMyNAvDyf43Z 5-3-12 1 10-4-0 1 15-4-4 1 208-0 21-11-8 ] 1 5-3-12 5-0-4 5-0-4 5-3-12 1-3-8 Scale=1:38.8 4x8 I I 4 5.00 12 3x6 3xg 3 5 1 4x12 2 64x12 3- 1 7 $ NOME \ 8 1.10 r _-, r 7-10 - I�� 0 9 CA • 800 I I 6 x 1 0 I I _ 3x8 II 8516 MT2OH 3x8 I I I 5-3-12 10-4-0 15-4-4 I 20-8-0 I 5-3-12 5-0-4 5-0-4 5-3-12 Plate Offsets(X,Y): 110:0-8-0,0.4-8] LOADING(pat) SPACING 2-0-0 CSI DEFL in (bc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.14 9-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.26 9-10 >941 180 MT2OH 165/146 BCLL 0.0 * Rep Stress Incr NO WB 0.76 Horz(TL) 0.07 7 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:349 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 5-10-11 oc purlins. BOT CHORD 2x6 OF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 DF Stud SLIDER Left 2x6 DF No.2 2-10-12,Right 2x6 DF No.2 2-10-12 REACTIONS (lb/size) 1=8315/0-5-8 (min.0-5-2),7=8425/0-5-8 (min.0-5-3) Max Horz 1=136(LC 8) Max Uplift1=3424(LC 8),7=3480(LC 9) Max Gray 1=9359(LC 16),7=9415(LC 15) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-14312/5197,2-3_14314/5258,34=11085/4078,4-5=-11085/4081, 5-6=-14306/5249,67=14305/5189 BOT CHORD 1-11=4741/12940,10-11=4741/12940,9-10=-4602112872,7-9=4602/12872 WEBS 4-10=-2812/7882,5-10=-2988/1248,5-9=-1183/3528,3-10=-2997/1256,3-11=-1187/3532 NOTES 1)3-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 0-5-0 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. I 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=6.Opsf:BCDL=4.8psf;h=25ft;Cat.II;Exp D;enclosed; MWFRS(envelope)gable end zone:cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip - ' ' , DOL=1.33 isOgEPH o - 5)All plates are MT20 plates unless otherwise indicated. 1 �{-j, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .y! OV w•• 445• 7)''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 4' _'%.•/ _ fit between the bottom chord and any other members. A /• y 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=3424, r rf 7=3480. . lis 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced •.f standard ANSI/TPI 1. 43�9 �• qrt 10)Girder carries tie-in span(s):32-0-0 from 0-0-0 to 20-8-0 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. giA.1.02 LOAD CASE(S) Standard Continued on page 2 September 10,2014 (; WARNING-Please thoraughy review the-Cus1omefs Acknowledgement of ProBuild Standard Terris for Manufactured Products'form Verify design parameters and read no=se on Iris Trues Design Dnavnng(TDD) M and the of th Reference Sheet(rev.08-14)before use.Only MITek connector peers shad be used for iris TDD to be valid,A sealed TDD reprssn as an poops,loading an profeseiorml eo needng responsihlily far the design of the single Truss depicted on the TDD only,as a Truss Design Engineer(also defined as a Specialty Engineer)under WI 1.The design assumptions,bading I I Thconditions,suitability and use of this Truss for any Bullring is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC.the local building code and TPI/.The approval of the TDD and any field use Emit of the Truss,including handing,storage,installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes sal out in the TDD and the practices and guidelines of of the. r Component ss Desi Designer, Information(SCSI)published by the Truss Rate Institute and the Structural Building Component Association are referenced for general guidance.Wit deenes the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer,unless otherwise defined bye Contract agreed upon in writing by the parties involved The Truss Design Engineer k NOT the Bulking Designer of the bulling.All capitalized terns are as defined in WI 1. Copyright* ProBUk-0rJE need MC, Reproduction of this document,in form,is oNtiled without written �C pylig ngi rig, (IXJ). epr cry pr permission from ProBUlk-DrJ. Job • Truss Truss Type Qty Ply Eskes Job 18726787 B1407572 D02 COMMON GIRDER 1 3 Job Reference(optional) Pro Build Arlington, Arlington,WA 98223 7.430 0 Oct 14 2013 MiTek Industries,Inc.Wed Sep 10 09:35:08 2014 Page 2 ID:BNR 15XNYCrO1 QE 1 pv7J2y9ywYtX-plOQMutciJdYA1O6A5WjOVZNJzBgBeUJMyNAvDyf43Z LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plo) Vert:1-4=-80,48=80,1-7=-725(8=-709) • • • • AWARNING-Reference thoroughly review the"Customer's Ay MiTek connecter Prae shall use forrthsonOO tofbebalid.Aseale"form.Verify design parameters on ginering espon Drawing the and the f Ord Sheet on 08-14)before use as alyruss connecter efi used farthis TDD tobeealr) der TPI Thrdesign assumptions,la of condition,suitability iba responsibility ofiris ruse design of thesingleespon ibpictof the OeTDGhelOwner's aTruth authorized Engineer(also igaspn the context ofthider,the IBC,The design assunpticrd,landingcorditi approal of the IDO and the geld d use any Bmldrt,istheing handling.nfthe Owner,the d bracing, agentorthe Building Desgner,inthecantedoftheIRD theIBC,thescat building the TOO and 00 precedes and guideines of Binding Component Safety Information(SCSI)published by the Truss Plate institute and the Structural Building Component Association are referenced for general guidance.TPI1 defines the responsidnges and duties of the Truss Desgner, Truss Design Engineer ant Truss Manufacturer,unless otherwise defined M a Contract agreed upon in wrPong by the parties involved,The Tees Desgn Engineer is NOT the Building Desgner of the bulking.All capiteized terms are as defined in �ae�eei�mie� Laeefa EERINOuc Copyright 02014 ProButl-0rJ Engineering,t1C,(DrJ).Reproduction of this document,in any form,is prohibited without written permission from ProBild-Da job Truss Truss Type City Ply Sakes Job 18728788 81407572 E01 Common 5 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.430 s ON 14 2013 MiTek Industries,In Wed Sep 10 09:35:08 2014 Paget I D:6NR15XNYCr01 OE 1 pv7J2y9ywYtX-pt00MutdJdYAIO6A5 Wl0VZU4zl?BoIJMyNAvDyf43Z -1-3A I 7-0-0 I 14-0-0 15-3-8 1-3-8 7-0-0 7-0-0 1-3-8 Scale=1:27.2 454= 4 del 5.00 12 5x8 3 5 5x8 SxB O � ` 7 5x6 2 ■ 2.6 ■ 7 ►r 3x10 I I 2x4 I I 3x10 I I I 7-0-0 I 14-0-0 7-0-0 7-0-0 Plate Offsets(X,Y): 12:0.7-9.0-1-131,F6:0-7-9.0-1-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) I/deft Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.06 6-8 >899 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.13 6-8 >999 180 BCLL 0.0 ' Rep Stress!nor Yes WB 0.10 Horz(TL) 0.02 6 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight 70 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 DF 1800F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud SLIDER Left 2x8 DF SS 3-10-8,Right 2x8 OF SS 3-10-8 REACTIONS (lb/size) 2=775/0-3-8 (min.0-1-8),6=775/0-3-8 (min.0-1-8) Max Horz 2=93(LC 13) Max Uplift 2_279(LC 8),6=-279(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=894/220,3-0=712/237,4-5=-712/237,5-6=-893/220 BOT CHORD 2-8=129/658,6-B=129/658 WEBS 4-8=0/313 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=6.0psf;BCDL=4.8psf;h=25ft;Cat.II;Exp 0;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=279, 6=279. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. - loSW'H o LOAD CASE(S) Standard ,>ti!" OQ • rE` F/, o • 7' 48398,, 44 `►a13NAL03 September 10,2014 1 r A WARNING-Please thoroughly review the-Customers Acknowledgement or ProSuild Standard Terris for Manufactured Products-form Verify design parameters and reed notes on MR Truss Design Drawing(TDD) Y and the DrJ Reference Sheet(rev.08.1d)before use.Only MiTek connector plates shall be used for this TOD to be valid.A sealed TOD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on Me TDD only,as a Truss Design Engineer(also defned as a Specialty Engineer)under TPI 1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the responsibility of the Owner,the Owners authorized agent or Me Building Designer,In the content of the IRC,the IBC,the local building code and TPI 1 The approval of the TDD and any field use or the Truss,including handing,storage,installation and bracing,shall be the responsibility of the Building Designer and Contractor.All notes net out in One TDD and the practices and guidelines of Building Component -n Safety Information(BCSB published by the Truss Plate Institute and the Structural Bolding Component Association are referenced for general guidance.TPI1 defines the responsibilities and duties of the Truss Designer. Truss Design Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by the parties involved.The Truss Design Engineer is NOT the Building Designer of the building.All capitalized terms are as dented In TPI 1. eiaINEERiNG Copydght02014 PruBukr-OnJ Enpneering,t1C,(DJ).Reproduction of this document,in any biro,is prohibited without written permission from ProBuild-DrJ. ttC Job Truss Truss Type Oty Ply Eakes Job 18728789 81407572 E02 GABLE 1 1 Job Reference(optional) Pro Build Arlington, Arlington,WA 98223 7.430 9 Ott 14 2013 MiTek Industries,Inc. Wed Sep 10 09:3508 2014 Page 1 ID:8NR15XNYCr010E1 pv7J2y9ywYtX-IG8AnautEwuGPdYVIWYt35weoWn QfifpGsH_6yf43X I -1-3-8 I 7-0-0 14-0-0 I 153.8_ 1-3-8 7-0-0 7-0-0 1-3-8 Scale=1.30.3 458 II 9x8 ' 3 3x8 PI • 5.00 .9x8 5 /I V:POO r Ill 3xB 319 5 ' y r Si ` 3x8 1 11111111411 4. 2 iiNdli 'M ir r Id r Ill 8,43 r r r dl ►�4 1,..11 0 7 C11 8 B 10x10 = 10x10 = I 7-0-0 I 14-0-0 I 7-0-0 7-0-0 Plate Offsets(X,Y): f6:Edge.0-8-121,f8:Edoe,0.8-121 LOADING(psf) SPACING 2-0-0 C81 DEFL in (bc) 1/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.05 7 >999 240 MT20 220/195 I TCDL 10.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.11 6-7 >999 180 BCLL 0.0 ' Rep Stress!nor YES WB 0.08 Horz(TL) 0.02 6 rile n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight 91 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF 1800F 1.6E end verticals. WEBS 2x4 DF 1800F 1.6E'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-7:2x4 DF Stud OTHERS 2x4 DF Stud REACTIONS (lb/size) 8=773/0-3-8 (min.0-1-8),6=773/0-3-8 (min.0-1-8) Max Horz 8=-48(LC 9) Max Uplif8=-282(LC 8),6=282(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-817/259,34=817/259,2-8=706/310,4-6=706/310 BOT CHORD 7-8=-138/646,8-7=138/646 WEBS 3-7=0/256 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)V(IRC2012)=103mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp D;enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3) 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 ANSIfTPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'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 f fit between the bottom chord and any other members. Epjl ,.8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=282, `1�5 at. 8=282. OQ 91. *0 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced Q' 4' ,.9.1:0 standard ANSI/TPI 1. ,J, ,f/ 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Te J V LOAD CASE(S) Standard .T k 48398 � , 4.B44/014A1�0 September 10,2014 I 1 AWARNING-Please thorough(evviewM ebeforemensAckMiTekgemecto Proe sh lbMareTermsforManubevalidProducts'form.VerifyensignparaeptancandreedsolesonbisTrussDesignDrawing(1r1D) des bef th single rssdeprte.on the TOOOuse.Dalyruss Desgn Engineer shalleeedeabn brieTOD Engineer) der TPI TThrdesign asuracceptancein profasonsl edard Tel)Owner's end O a d any ny fold for enti Building is be rospomitilily o/be Owneulab n srd for cuing,shall agent responsibility Building Designer,in the context of ndC Marion IBC.notes s set bruit i nthn TOO and the practices approval of the TOO and ng Corr e likil: of be Truss,including handling,storage,installation and bracing,shall be the responsibility of the Building Designer and Contactor_Al Afi notes set out in the TDD and the practices entl guidelines of Building Component Safely Information(SCSI)published by the Truss Plate Institute and the Structural Building Component Association are referenced for general guidance.TPt1 defines the responsidlifies and dupes of the Truss Designer. 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S g rw �o _EL E ago g3 a_ ~ H „, o g_ ' Oce'. `a FAO" °m gX 3 ° O GS a0 mNy g ga o .erg voN g 2 z OK s =m�5a &g 8 FCai ag a ma q= g Wff a f a g aR ti =g on v a s a g a F.09u roject:Beams-Eakes.Craig&Julia Jared Baehmer-Lexar Homes StruCalc Version 9.0.1.3 8/28/2014 5:37:12 AM of Location:Header A Location:Header I Roof Beam Roof Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 3.0 FT 3.5 IN x 7.5 IN x 5.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:350.4% Section Adequate By:2318.9% Controlling Factor:Shear Controlling Factor:Shear • Location:Header B Location:Header J Roof Beam Roof Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 INx7.5INx4.0FT 3.5 IN x 7.5 IN x 4.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:256.4% Section Adequate By:2923.6% Controlling Factor:Shear Controlling Factor:Shear Location:Header C Location:Header K Roof Beam Roof Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 3.0 FT 3.5 IN x 7.5IN x 7.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:402.9% Section Adequate By:56.1% Controlling Factor:Shear Controlling Factor:Moment Location:Header D C I ocation: Header L Roof Beam -oof Beam [2012 International Building Code(2012 NB ) 2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 4.0 FT ti c.5 IN x 12.0 IN x 16.0 FT 24F-V4-Visually Graded Western Specie--1001 se OCT - b 2014 '4F-V4-Visually Graded Western Species-Dry Use Section Adequate By:2923.6% L iS' erection Adequate By:559.1% Controlling Factor:Shear j ontrolling Factor:Moment JEFFERSON COUNT/ Location:Header E DEPT.OF COMMUNITY DEVELOPMENT ocation: Header M Roof Beam Roof Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 6.0 FT 3.5 IN x 7.5 IN x 5.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 124.2% Section Adequate By:2318.9% Controlling Factor: Moment Controlling Factor:Shear Location:Header F Location:Header N Roof Beam Roof Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 3.0 FT 3.5 IN x 7.5 IN x 5.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:375.2% Section Adequate By:309.2% Controlling Factor:Shear Controlling Factor:Shear Location: Header G Location:Beam AA Roof Beam Roof Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 4.0 FT 3.5 IN x 7.5 IN x 4.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:237.8% Section Adequate By:953.2% Controlling Factor:Shear Controlling Factor:Shear Location:Header H Location: Beam BB Roof Beam Roof Beam [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 6.0 FT 3.5 IN x 7.5 IN x 4.0 FT 24F-V4-Visually Graded Western Species-Dry Use 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:112.4% Section Adequate By:953.2% Controlling Factor:Moment Controlling Factor:Shear Project:Beams-Eakes,Craig&Julia cage Jared Baehmer-Lexar Homes StruCalc Version 9.0.1.3 8/28/2014 5:37:12 AM Location:Beam CC Location:Footing Fl of Roof Beam Footing [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 10.0 FT Footing Size:2.0 FT Round DiameterX 12.00 IN Deep 24F-V4-Visually Graded Western Species-Dry Use Reinforcement:#4 Bars @ 7.00 IN.O.C.ENV I(3)min. Section Adequate By:69.4% Section Footing Design Adequate Controlling Factor:Moment Location:Beam DD Location:Footing F2 Roof Beam Footing [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 10.0 FT Footing Size:2.0 FT Round DiameterX 12.00 IN Deep 24F-V4-Visually Graded Western Species-Dry Use Reinforcement:#4 Bars @ 7.00 IN.O.C.ENV/(3)min. Section Adequate By:69.4% Section Footing Design Adequate Controlling Factor:Moment Location:Beam EE Location:Footing F3 Roof Beam Footing [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 4.0 FT Footing Size:2.0 FT Round DiameterX 12.00 IN Deep 24F-V4-Visually Graded Western Species-Dry Use Reinforcement:#4 Bars @ 7.00 IN.O.C.ENV I(3)min. Section Adequate By: 1462.2% Section Footing Design Adequate Controlling Factor:Shear Location:Beam FF Location:Footing F4 Roof Beam Footing [2012 International Building Code(2012 NDS)] [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 8.0 FT Footing Size:2.0 FT Round Diameter X 12.00 IN Deep 24F-V4-Visually Graded Western Species-Dry Use Reinforcement:#4 Bars @ 7.00 IN.O.C.ENV/(3)min. Section Adequate By:443.9% Section Footing Design Adequate Controlling Factor:Moment Location:Post P1 Column [2012 International Building Code(2012 NDS)] 3.5 IN x 3.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:77.2% Location:Post P2 Column [2012 International Building Code(2012 NDS)] 3.5 IN x 3.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:77.2% Location:Post P3 Column [2012 International Building Code(2012 NDS)] 3.5 IN x 3.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:61.2% • Location:Post P4 Column [2012 International Building Code(2012 NDS)] 3.5 IN x 3.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:61.2% 1 page 1Project:Beams-Eakes, Craig 8 Julia Jared Baehmer-Lexar Homes Location:Header A StruCalc Version 9.0.1.3 8/28/2014 5:37:13 AM Roof Beam or [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 3.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:350.4% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Livp Load 0.00 IN L/9212 Dead Load 0.00 in Total Load 0.01 IN U5543 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A B Live Load 713 lb 713 lb Dead Load 472 lb 472 lb Total Load 1184 lb 1184 lb Bearing Length 0.52 in 0.52 in BEAM DATA I Span Length 3 ft 1 U 4 nbraced Length-Top 0 ft -sn ■ Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 17 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 2 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 Plf Controlling Moment: 888 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 1.5 fl from left support Adjusted Beam Length: Ladj= 3 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: -1184 lb Beam Uniform Live Load: wL= 475 plf At support. Beam Uniform Dead Load: wD_adj= 314 plf Created by combining all dead and live loads. Total Uniform Load: wT= 789 plf Comparisons with required sections: Read Provided Section Modulus: 3.86 in3 32.81 in3 Area(Shear): 5.83 in2 26.25 in2 Moment of Inertia(deflection): 4 in4 123.05 in4 Moment: 888 ft-lb 7547 ft-lb Shear: -1184 lb 5333 lb age lProject:Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes a/ Location: Roof atBeameader B StruCalc Version 9.0.1.3 8/28/2014 5:37:13 AM or [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 4.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:256.4% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U4102 Dead Load 0.01 in Total Load 0.02 IN U2467 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 900 lb 900 lb Dead Load 596 lb 596 lb Total Load 1496 lb 1496 lb Bearing Length 0.66 in 0.66 in BEAM DATA Span Length 4 ft Unbraced Length-Top 0 ft 4n -- Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 16 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 2 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.1 to Grain: Fc- = 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 1496 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.0 ft from left support Adjusted Beam Length: Ladj= 4 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: -1496 lb Beam Uniform Live Load: wL= 450 plf At support. Beam Uniform Dead Load: wD_adj= 298 plf Created by combining all dead and live loads. Total Uniform Load: wT= 748 plf Comparisons with required sections: Read Provided Section Modulus: 6.51 in3 32.81 in3 Area(Shear): 7.37 in2 26.25 in2 Moment of Inertia(deflection): 8.98 in4 123.05 in4 Moment: 1496 ft-lb 7547 ft-lb Shear: -1496 lb 5333 lb Project:Beams-Eakes,Craig&Julia page Jared Baehmer-Lexar Homes / Location: C StruCalc Version 9.0.1.3 8/28/2014 5:37:13 AM or [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 3.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:402.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN U6190 Live Load Deflection Criteria:U240 Total Load Deflection Criteria: L/180 REACTIONS A j3 Live Load 638 lb 638 lb Dead Load 423 lb 423 lb Total Load 1060 lb 1060 lb Bearing Length 0.47 in 0.47 in BEAM DATA Span Length 3 ft - - Unbraced Length-Top 0 ft A 3 f Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 16 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp. to Grain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 pit Controlling Moment: 795 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 1.5 ft from left support Created by combining all dead and live loads. Beam Self Beam W Weight:Length: BS = 3 ft Controlling Shear: 1060 lb Beam Self Weigh/: BSW= 6 plf Beam Uniform Live Load: wL= 425 plf At support. Beam Uniform Dead Load: wD_adj= 282 plf Created by combining all dead and live loads. Total Uniform Load: wT= 707 plf Comparisons with required sections: Real provided Section Modulus: 3.46 in3 32.81 in3 Area(Shear): 5.22 in2 26.25 in2 Moment of Inertia(deflection): 3.58 in4 123.05 in4 Moment: 795 ft-lb 7547 ft-lb Shear: 1060 lb 5333 lb • page Project: Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location: Header D StruCalc Version 9.0.1.3 8/28/2014 5:37:13 AM Roof Beam of [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5IN x 4.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:2923.6% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Livg Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 100 lb 100 lb Dead Load 76 lb 76 lb Total Load 176 lb 176 lb Bearing Length 0.08 in 0.08 in REAM DATA Span Length 4 ft Unbraced Length-Top 0 ft ae Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adiusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 1 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.-L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 176 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.0 ft from left support Adjusted Beam Length: Ladj= 4 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: 176 lb Beam Uniform Live Load: wL= 50 plf At support. Beam Uniform Dead Load: wD_adj= 38 plf Created by combining all dead and live loads. Total Uniform Load: wT= 88 plf Comparisons with required sections: Read Provided Section Modulus: 0.77 in3 32.81 in3 Area(Shear): 0.87 in2 26.25 in2 Moment of Inertia(deflection): 1.06 in4 123.05 in4 Moment: 176 ft-lb 7547 ft-lb Shear: 176 lb 5333 lb Project:beams-Eakes,Craig&Julia Page Jared Baehmer-Lexar Homes / Location: Roof atBeameader E StruCalc Version 9.0.1.3 8/28/2014 5:37:14 AM or [2012 International Building Code(2012 NDS)] 3,5 IN x 7.5 IN x 6.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 124.2% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN U1215 Dead Load 0.04 in Total Load 0.10 IN L/731 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 1350 lb 1350 lb Dead Load 895 lb 895 lb Total Load 2245 lb 2245 lb Bearing Length 0.99 in 0.99 in SEAM DATA Span Length 6 ft • Unbraced Length-Top 0 ft Eft Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TN= 16 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 2 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc- = 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 3367 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 3.0 ft from left support Adjusted Beam Length: Ladj= 6 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: 2245 lb Beam Uniform Live Load: wL= 450 plf At support. Beam Uniform Dead Load: wD_adj= 298 plf Created by combining all dead and live loads. Total Uniform Load: wT= 748 plf Comparisons with required sections: Read Provided Section Modulus: 14.64 in3 32.81 in3 Area(Shear): 11.05 in2 26.25 in2 Moment of Inertia(deflection): 30.3 in4 123.05 in4 Moment: 3367 ft-lb 7547 ft-lb Shear: 2245 lb 5333 lb page Project:Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location:Header F StruCalc Version 9.0.1.3 8/28/2014 5:37:14 AM Roof Beam of [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 3.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:375.2% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN U9724 Dead Load 0.00 in Total Load 0.01 IN U5848 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 675 lb 675 lb Dead Load 447 lb 447 lb Total Load 1122 lb 1122 lb Bearing Length 0.49 in 0.49 in BEAM DATA Span Length 3 ft Unbraced Length-Top 0 ft 3 f -- Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Rase Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 16 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 2 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.±to Grain: Fc- = 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 842 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 1.5 ft from left support Adjusted Beam Length: Ladj= 3 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: 1122 lb Beam Uniform Live Load: wL= 450 plf At support. Beam Uniform Dead Load: wD_adj= 298 plf Created by combining all dead and live loads. Total Uniform Load: wT= 748 plf Comparisons with required sections: Read Provided Section Modulus: 3.66 in3 32.81 in3 Area(Shear): 5.52 in2 26.25 in2 Moment of Inertia(deflection): 3.79 in4 123.05 in4 Moment: 842 ft-lb 7547 ft-lb Shear: 1122 lb 5333 lb 'Project:beams-Eakes,Craig&Julia awe Jared Baehmer-Lexar Homes Location: Header G StruCalc Version 9.0.1.3 8/28/2014 5:37:14 AM Roof Beam of [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 4.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:237.8% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U3886 Dead Load 0.01 in Total Load 0.02 IN U2338 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: L/180 JACTIONS A Live Load 950 lb 950 lb Dead Load 629 lb 629 lb Total Load 1579 lb 1579 lb Bearing Length 0.69 in 0.69 in BEAM DATA Span Length 4 ft 4fl Unbraced Length-Top 0 ft Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 17 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 2 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.-I-to Grain: Fc---= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 1579 ft-lb SLOPEIPITCH ADJUSTED LENGTHS AND LOADS 2.0 ft from left support Adjusted Beam Length: Ladj= 4 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: -1579 lb Beam Uniform Live Load: wL= 475 plf At support. Beam Uniform Dead Load: wD_adj= 314 plf Created by combining all dead and live loads. Total Uniform Load: wT= 789 plf Comparisons with required sections: Read Provided 1 Section Modulus: 6.86 in3 32.81 in3 Area(Shear): 7.77 in2 26.25 in2 Moment of Inertia(deflection): 9.47 in4 123.05 in4 Moment: 1579 ft-lb 7547 ft-lb Shear: -1579 lb 5333 lb page Project: Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location:Header H StruCalc Version 9.0.1.3 8/28/2014 5:37:14 AM Roof Beam of [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 6.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 112.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN L/1152 Dead Load 0.04 in Total Load 0.10 IN U693 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 1425 lb 1425 lb Dead Load 943 lb 943 lb Total Load 2368 lb 2368 lb Bearing Length 1.04 in 1.04 in SEAM DATA Span Length 6 ft Unbraced Length-Top 0 ft an Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 17 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 2 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 3552 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 3.0 ft from left support Adjusted Beam Length: Ladj= 6 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: -2368 lb Beam Uniform Live Load: wL= 475 plf Al support. Beam Uniform Dead Load: wD_adj= 314 plf Created by combining all dead and live loads. Total Uniform Load: wT= 789 plf Comparisons with required sections: Read Provided Section Modulus: 15.45 in3 32.81 in3 Area(Shear): 11.66 in2 26.25 in2 Moment of Inertia(deflection): 31.97 in4 123.05 in4 Moment: 3552 ft-lb 7547 ft-lb Shear: -2368 lb 5333 lb page Project:Beams-Eakes, Craig&Julia Jared Baehmer-Lexar Homes Location:Header I StruCalc Version 9.0.1.3 8/28/2014 5:37:15 AM of [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 5.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:2318.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN UMAX Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 125 lb 125 lb Dead Load 95 lb 95 lb Total Load 220 lb 220 lb Bearing Length 0.10 in 0.10 in BEAM DATA Span Length 5 ft — • Unbraced Length-Top 0 ft 5't B Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 1 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 Ptt Controlling Moment: 276 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.5 ft from left support Adjusted Beam Length: Ladj= 5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: -220 lb Beam Uniform Live Load: wL= 50 plf At support. Beam Uniform Dead Load: wD_adj= 38 plf Created by combining all dead and live loads. Total Uniform Load: wT= 88 plf Comparisons with required sections: Read Provided Section Modulus: 1.2 in3 32.81 in3 Area(Shear): 1.09 in2 26.25 in2 Moment of Inertia(deflection): 2.07 in4 123.05 in4 Moment: 276 ft-lb 7547 ft-lb Shear: -220 lb 5333 lb 'page •Project: Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location: Header J StruCalc Version 9.0.1.3 8/28/2014 5:37:15 AM Roof Beam or [2012 International Building Code(2012 NOS)] 3.5 IN x 7.5IN x 4.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:2923.6% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 100 lb 100 lb Dead Load 76 lb 76 lb Total Load 176 lb 176 lb Bearing Length 0.08 in 0.08 in SEAM DATA Span Length 4 ft Unbraced Length-Top 0 ft 4n Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 1 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp. L to Grain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 pfl Controlling Moment: 176 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.0 ft from left support Adjusted Beam Length: Ladj= 4 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: 176 lb Beam Uniform Live Load: wL= 50 plf At support. Beam Uniform Dead Load: wD_adj= 38 plf Created by combining all dead and live loads. Total Uniform Load: wT= 88 plf Comparisons with required sections: Req'd Provided Section Modulus: 0.77 in3 32.81 in3 Area(Shear): 0.87 in2 26.25 in2 Moment of Inertia(deflection): 1.06 in4 123.05 in4 Moment: 176 ft-lb 7547 ft-lb Shear: 176 lb 5333 lb Project:Beams-Eakes, Craig 8 Julia page Jared Baehmer-Lexar Homes Location:Header K Roof Beam StruCalc Version 9.0.1.3 8/28/2014 5:37:15 AM [2012 International Building Code(2012 NDS)] of 3.5 IN x 7.5 IN x 7.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:56.1% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN U725 Dead Load 0.08 in Total Load 0.19 IN L/436 Live Load Deflection Criteria:11240 Total Load Deflection Criteria:L/180 REACTIONS A j3 Live Load 1663 lb 1663 lb Dead Load 1101 lb 1101 lb Total Load 2763 lb 2763 lb Bearing Length 1.21 in 1.21 in SEAM DATA Span Length 7 ft Unbraced Length-Top 0 ft —7ft- Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by:: Tributary Width: TW= 17 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TIN= 2 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 Pff Controlling Moment: 483511-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 3.5 ft from left support Adjusted Beam Length: Ladj= 7 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: 2763 lb Beam Uniform Live Load: wL= 475 If At support. P Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 314 plf Total Uniform Load: wT= 789 plf Comparisons with required sections: Read Provided Section Modulus: 21.02 in3 32.81 in3 Area(Shear): 13.6 in2 26.25 in2 Moment of Inertia(deflection): 50.76 in4 123.05 in4 Moment: 4835 ft-lb 7547 ft-lb Shear: 2763 lb 5333 lb page •Project: Beams-Eakes, Craig&Julia Jared Baehmer-Lexar Homes Location: Header L StruCalc Version 9.0.1.3 8/28/2014 5:37:15 AM Roof Beam of [2012 International Building Code(2012 NDS)] 3.5 IN x 12.0IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:559.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN L/2363 Dead Load 0.07 in Total Load 0.15 IN L/1290 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A j3 Live Load 400 lb 400 lb Dead Load 333 lb 333 lb Total Load 733 lb 733 lb Bearing Length 0.32 in 0.32 in REAM DATA Span Length 16 ft 3 Unbraced Length-Top 0 ft 16 ft Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Wdth: TW= 1 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1 to Grain: Fc- = 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 2931 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 8.0 ft from left support Adjusted Beam Length: Ladj= 16 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 9 plf Controlling Shear: 733 lb Beam Uniform Live Load: wL= 50 plf At support. Beam Uniform Dead Load: wD_adj= 42 plf Created by combining all dead and live loads. Total Uniform Load: wT= 92 plf Comparisons with required sections: Read Provided Section Modulus: 12.74 in3 84 in3 Area(Shear): 3.61 in2 42 in2 Moment of Inertia(deflection): 70.34 in4 504 in4 Moment: 2931 ft-lb 19320 ft-lb Shear: 733 lb 8533 lb page Project:'Beams-Eakes.Craig&Julia Jared Baehmer-Lexar Homes Location:Header M StruCalc Version 9.0.1.3 8/28/2014 5:37:15 AM Roof Beam or [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 5.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:2318.9% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Mad Load 0.00 in Total Load 0.01 IN UMAX Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/180 REACTIONS A a Live Load 125 lb 125 lb Dead Load 95 lb 95 lb Total Load 220 lb 220 lb Bearing Length 0.10 in 0.10 in BEAM DATA Span Length 5 ft Unbraced Length-Top 0 ft A 5 f Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 1 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp. to Grain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 Plf Controlling Moment: 276 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.511 from left support Adjusted Beam Length: Ladj= 5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 Of Controlling Shear: -220 lb Beam Uniform Live Load: wL= 50 Of At support. Beam Uniform Dead Load: wD_adj= 38 plf Created by combining all dead and live loads. Total Uniform Load: wT= 88 plt Comparisons with required sections: Read Provided Section Modulus: 1.2 in3 32.81 in3 Area(Shear): 1.09 in2 26.25 in2 Moment of Inertia(deflection): 2.07 in4 123.05 in4 Moment: 276 ft-lb 7547 ft-lb Shear: -220 lb 5333 lb page ' Project:Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location:Header N StruCalc Version 9.0.1.3 8/28/2014 5:37:16 AM Roof Beam of [2012 International Building Code(2012 NDS)] 3.5 INx7.5INx5.0FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:309.2% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Liye Load 0.02 IN U3024 Dead Load 0.01 in Total Load 0.03 IN U1813 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A S Live Load 781 lb 781 lb Dead Load 522 lb 522 lb Total Load 1303 lb 1303 lb Bearing Length 0.57 in 0.57 in SEAM DATA Span Length 5 ft Unbraced Length-Top 0 ft sn —4 • Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adiusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 11 it Fb cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: WV= 1.5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc-1= 650 psi Fc--L'= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 1629 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.5 ft from left support Adjusted Beam Length: Ladj= 5 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: 1303 lb Beam Uniform Live Load: wL= 313 plf At support. Beam Uniform Dead Load: wD_adj= 209 plf Created by combining all dead and live loads. Total Uniform Load: wT= 521 plf Comparisons with required sections: Req'd Provided Section Modulus: 7.08 in3 32.81 in3 Area(Shear): 6.41 in2 26.25 in2 Moment of Inertia(deflection): 12.22 in4 123.05 in4 Moment: 1629 ft-lb 7547 ft-lb Shear: 1303 lb 5333 lb page , Project:-Beams-Eakes,Craig 8 Julia Jared Baehmer-Lexar Homes Location.Beam AA StruCalc Version 9.0.1.3 8/28/2014 5:37:16 AM Roof Beam of [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 4.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:953.2% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN U7291 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:U180 REACTIONS A J3 Live Load 300 lb 300 lb Dead Load 206 lb 206 lb Total Load 506 lb 506 lb Bearing Length 0.22 in 0.22 in SEAM DATA Span Length 4 ft Unbraced Length-Top 0 ft 4 n - Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES ROOF LOADING Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adiusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 4 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 2 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.1toGrain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 506 fl-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.0 ft from left support Adjusted Beam Length: Ladj= 4 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: -506 lb Beam Uniform Live Load: wL= 150 plf At support. Beam Uniform Dead Load: wO_adj= 103 plf Created by combining all dead and live loads. Total Uniform Load: wT= 253 plf Comparisons with required sections: Read Provided Section Modulus: 2.2 in3 32.81 in3 Area(Shear): 2.49 in2 26.25 in2 Moment of Inertia(deflection): 3.04 in4 123.05 in4 Moment: 506 ft-lb 7547 ft-lb Shear: -506 lb 5333 lb page • Project:beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location:Beam BB StruCalc Version 9.0.1.3 8/28/2014 5:37:16 AM Roof Beam or [2012 International Building Code(2012 NDS)j 3.5 IN x 7.5 IN x 4.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:953.2% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN U7291 Live Load Deflection Criteria: U240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 300 lb 300 lb Dead Load 206 lb 206 lb Total Load 506 lb 506 lb Bearing Length 0.22 in 0.22 in BEAM DATA Span Length 4 ft Unbraced Length-Top 0 ft 4e-- Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 4 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 2 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.J to Grain: Fc-1= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 506 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.0 fl from left support Adjusted Beam Length: Ladj= 4 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: -506 lb Beam Uniform Live Load: wL= 150 plf At support. Beam Uniform Dead Load: wD_adj= 103 plf Created by combining all dead and live loads. Total Uniform Load: wT= 253 plf Comparisons with required sections: Read Provided Section Modulus: 2.2 in3 32.81 in3 Area(Shear): 2.49 in2 26.25 in2 Moment of Inertia(deflection): 3.04 in4 123.05 in4 Moment: 506 ft-lb 7547 ft-lb Shear: -506 lb 5333 lb page Project: Beams-Eakes, Craig&Julia Jared Baehmer-Lexar Homes / Location: CC StruCalc Version 9.0.1.3 8/28/2014 5:37:16 AM or [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:69.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.22 IN L/556 Dead Load 0.15 in Total Load 0.36 IN U332 Live Load Deflection Criteria:1/240 Total Load Deflection Criteria:L/180 REACTIONS A Live Load 1063 lb 1063 lb Dead Load 719 lb 719 lb Total Load 1782 lb 1782 lb Bearing Length 0.78 in 0.78 in ]BEAM DATA Span Length 10 ft Unbraced Length-Top 0 ft ton Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Wdth: TW= 7 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1.5 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. to Grain: Fc-1= 650 psi Fc--- = 650 psi Wall Load: WALL= 0 plf Controlling Moment: 4454 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 5.0 ft from left support Adjusted Beam Length: Ladj= 10 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: 1782 lb Beam Uniform Live Load: wL= 213 plf Al support. Beam Uniform Dead Load: wD_adj= 144 plf Created by combining all dead and live loads. Total Uniform Load: wT= 356 plf Comparisons with required sections: Req'd Provided Section Modulus: 19.36 in3 32.81 in3 Area(Shear): 8.77 in2 26.25 in2 Moment of Inertia(deflection): 66.8 in4 123.05 in4 Moment: 4454 ft-lb 7547 ft-lb Shear: 1782 lb 5333 lb II 'Project:Beams-Eakes,Craig&Julia page Jared Baehmer-Lexar Homes / Location:Beam DD Roof Beam StruCalc Version 9.0.1.3 8/28/2014 5:37:17 AM [2012 International Building Code(2012 NDS)] or 3.5 IN x 7.5 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:69.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAL AM Live Load 0.22 IN U556 Dead Load 0.15 in Total Load 0.36 IN L/332 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 1063 lb 1063 lb Dead Load 719 lb 719 lb Total Load 1782 lb 1782 lb Bearing Length 0.78 in 0.78 in BEAM DATA Span Length 10 ft - Unbracced d Length-Top Length-Top 0 ft - —ion Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES ROOF LOADING Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf ease Values Adiusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 7 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1.5 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.1 to Grain: Fc- = 650 psi Fc--12= 650 psi Wall Load: WALL= 0 Pff Controlling Moment: 4454 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 5.0 ft from left support Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 10 ft Controlling Shear: 1782 lb Beam Self Weight: BSW= 6 plf At support. Beam Uniform Live Load: wL= 213 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 144 plf Total Uniform Load: wT= 356 plf Comparisons with required sections: Read Provided Section Modulus: 19.36 in3 32.81 in3 Area(Shear): 8.77 in2 26.25 in2 Moment of Inertia(deflection): 66.8 in4 123.05 in4 Moment: 4454 ft-lb 7547 ft-lb Shear: 1782 lb 5333 lb page Project:Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location:Beam EE StruCalc Version 9.0.1.3 8/28/2014 5:37:17 AM Roof Beam or [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 4.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By: 1462.2% Controlling Factor: Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U240 Total Load Deflection Criteria:U180 JACTIONS A a Live Load 200 lb 200 lb Dead Load 141 lb 141 lb Total Load 341 lb 341 lb Bearing Length 0.15 in 0.15 in SEAM DATA Span Length 4 ft Unbraced Length-Top 0 It an Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES ROOF LOADING Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 2 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 2 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L toGrain: Fc-1= 650 psi Fc--- = 650 psi Wall Load: WALL= 0 plf Controlling Moment: 341 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS 2.0 ft from left support Adjusted Beam Length: Ladj= 4 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Controlling Shear: 341 lb Beam Uniform Live Load: wL= 100 plf At support. Beam Uniform Dead Load: wD_adj= 71 plf Created by combining all dead and live loads. Total Uniform Load: wT= 171 plf Comparisons with required sections: Read Provided Section Modulus: 1.48 in3 32.81 in3 Area(Shear): 1.68 in2 26.25 in2 Moment of Inertia(deflection): 2.05 in4 123.05 in4 Moment: 341 ft-lb 7547 ft-lb Shear: 341 lb 5333 lb page Project: Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location:Beam FF StruCalc Version 9.0.1.3 8/28/2014 5:37:17 AM Roof Beam of [2012 International Building Code(2012 NDS)] 3.5 IN x 7.5 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:443.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/2564 Dead Load 0.03 in Total Load 0.07 IN U1475 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A 13 Live Load 300 lb 300 lb Dead Load 223 lb 223 lb Total Load 523 lb 523 lb 1 Bearing Length 0.23 in 0.23 in BEAM DATA Span Length 8 ft Unbraced Length-Top 0 ft — en -- B Unbraced Length-Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 1 ft Fb_cmpr= 1850 psi Fb'= 2760 psi Side Two: Cd=1.15 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.1 to Grain: Fc- = 650 psi Fc--- = 650 psi Point Live Load LL= 200 lb Point Dead Load DL= 141 lb Controlling Moment: 1388 ft-lb Point Load Location @ 4 ft 4.0 ft from left support Created by combining all dead and live loads. Wall Load: WALL= 0 plf Controlling Shear: 523 lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS At support. Adjusted Beam Length: Ladj= 8 ft Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf Beam Uniform Live Load: wL= 50 plf Comparisons with required sections: Read Provided Beam Uniform Dead Load: wD_adj= 38 plf Section Modulus: 6.03 in3 32.81 in3 Total Uniform Load: wT= 88 plf Area(Shear): 2.58 in2 26.25 in2 Moment of Inertia(deflection): 15.01 in4 123.05 in4 Moment: 1388 ft-lb 7547 ft-lb Shear: 523 lb 5333 lb page Project:Beams-Eakes, Craig&Julia Jared Baehmer-Lexar Homes Location:Post P1 StruCalc Version 9.0.1.3 8/28/2014 5:37:17 AM Column of [2012 International Building Code(2012 NDS)] 3.5 INx3.5INx10.0FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:77.2% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 600 lb Dead Load: Vert-DL-Rxn= 466 lb Total Load: Vert-TL-Rxn= 1066 lb CQLUMN DATA Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adiusted Compressive Stress: Fc= 1350 psi Fc'= 381 psi Cd=1.00 Cf=1.15 Cp=0.25 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1350 psi Cd=1.00 CF=1.50 to n Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 34.29 — Ley/dy= 34.29 A Column Calculations(Controlling Case Only): AXIAL LOADING Controlling Load Case:Axial Total Load Only(L+D) Actual Compressive Stress: Fc= 87 psi Live Load: PL= 600 lb Allowable Compressive Stress: Fc'= 381 psi Dead Load: PD= 439 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 27 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 1066 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1350 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1350 psi Combined Stress Factor: CSF= 0.23 page 'Project: Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location: Post P2 StruCalc Version 9.0.1.3 8/28/2014 5:37:18 AM Column of [2012 International Building Code(2012 NDS)] 3.51N x 3.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:77.2% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 600 lb Dead Load: Vert-DL-Rxn= 466 lb Total Load: Vert-TL-Rxn= 1066 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES • #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 381 psi Cd=1.00 Cf=1.15 Cp=0.25 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1350 psi Cd=1.00 CF=1.50 loft Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 34.29 t- Ley/dy= 34.29 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 87 psi Live Load: PL= 600 lb Allowable Compressive Stress: Fc'= 381 psi Dead Load: PD= 439 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 27 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 1066 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1350 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1350 psi Combined Stress Factor: CSF= 0.23 Page Project: Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location:Post P3 StruCalc Version 9.0.1.3 8/28/2014 5:37:18 AM Column of [2012 International Building Code(2012 NDS)] 3.5 INx3.5INx10.0FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:61.2% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1063 lb Dead Load: Vert-DL-Rxn= 746 lb Total Load: Vert-TL-Rxn= 1809 lb CQLUMN DATA B Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adiusted Compressive Stress: Fc= 1350 psi Fc'= 381 psi Cd=1.00 Cf=1.15 Cp=0.25 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1350 psi Cd=1.00 CF=1.50 10f1 Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Column Section (X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 34.29 L Ley/dy= 34.29 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 148 psi Live Load: PL= 1063 lb Allowable Compressive Stress: Fc'= 381 psi Dead Load: PD= 719 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 27 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 1809 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1350 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1350 psi Combined Stress Factor: CSF= 0.39 Page Project:Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location:Post P4 StruCalc Version 9.0.1.3 8/28/2014 5:37:18 AM Column of [2012 International Building Code(2012 NDS)] 3.5 INx3.5INx10.0FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:61.2% VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 1063 lb Dead Load: Vert-DL-Rxn= 746 lb Total Load: Vert-TL-Rxn= 1809 lb CQLUMN DATA Total Column Length: 10 ft B Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y-Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1350 psi Fc'= 381 psi Cd=1.00 Cf=1.15 Cp=0.25 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1350 psi Cd=1.00 CF=1.50 t o n Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Column Section(X-X Axis): dx= 3.5 in Column Section(Y-Y Axis): dy= 3.5 in Area: A= 12.25 in2 Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 Slenderness Ratio: Lex/dx= 34.29 Ley/dy= 34.29 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 148 psi Live Load: PL= 1063 lb Allowable Compressive Stress: Fc'= 381 psi Dead Load: PD= 719 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 fl-lb Column Self Weight: CSW= 27 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 1809 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1350 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1350 psi Combined Stress Factor: CSF= 0.39 page Project: Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location:Footing Fl Footing StruCalc Version 9.0.1.3 8/28/2014 537:18 AM of [2012 International Building Code(2012 NOS)] Footing Size:2.0 FT Round Diameter X 12.00 IN Deep Reinforcement:#4 Bars c 7.00 IN.O.C. E/W/(3)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Cdhcrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: C= 3 in FOOTING SIZE Diameter: Dia.= 2 ft Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE S[ Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS In-----I Bearing Calculations: Ultimate Bearing Pressure: Qu= 339 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 0.79 sf Area Provided: A= 3.14 sf Baseplate Bearing: Bearing Required: Bear= 1519 lb 12 in Allowable Bearing: Bear-A= 44200 lb Beam Shear Calculations(One Way Shear): 9 Beam Shear: Vu1 = 170 lb T Allowable Beam Shear: Vc1 = 13160 lb Sin Punching Shear Calculations(Two Way Shear): I Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 1015 lb 2t1 Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb FOOTING LOADING Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Live Load: PL= 600 lb Controlling Allowable Punching Shear: vc2= 60638 lb Dead Load: PD= 466 lb Bending Calculations: Total Load: PT= 1066 lb Factored Moment: Mu= 4039 in-lb Ultimate Factored Load: Pu= 1519 lb Nominal Moment Strength: Mn= 169337 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 304 lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.52 in Steel Required Based on Moment: As(1)= 0.01 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.51 in2 Controlling Reinforcing Steel: As-reqd= 0.51 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 7.63 in Note: Plain concrete adequate for bending, therefore adequate development length not required. page Project: Beams-Eakes, Craig&Julia Jared Baehmer-Lexar Homes Location:Footing F2 StruCalc Version 9.0.1.3 8/28/2014 5:37:19 AM Footing of [2012 International Building Code(2012 NDS)] Footing Size:2.0 FT Round Diameter X 12.00 IN Deep Reinforcement:#4 Bars @ 7.00 IN.O.C. ENV/(3)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia.= 2 ft Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS I 4 in Bearing Calculations: Ultimate Bearing Pressure: Qu= 339 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 0.79 sf Area Provided: A= 3.14 sf Baseplate Bearing: 12 in Bearing Required: Bear= 1519 lb Allowable Bearing: Bear-A= 44200 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 170 lb Allowable Beam Shear: Vc1 = 13160 lb Sin Punching Shear Calculations(Two Way Shear): _ 1 Critical Perimeter: Bo= 49 in zry__ Punching Shear: Vu2= 1015 lb Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb FOOTING LOADING Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Live Load: PL= 600 lb Controlling Allowable Punching Shear: vc2= 60638 lb Dead Load: PD= 466 lb Bending Calculations: Total Load: PT= 1066 lb Factored Moment: Mu= 4039 in-lb Ultimate Factored Load: Pu= 1519 lb Nominal Moment Strength: Mn= 169337 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 304 lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.52 in Steel Required Based on Moment: As(1)= 0.01 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.51 in2 Controlling Reinforcing Steel: As-reqd= 0.51 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 7.63 in Note: Plain concrete adequate for bending, therefore adequate development length not required. • page Project:Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location:Footing F3 StruCalc Version 9.0.1.3 8/28/2014 5:37:19 AM Footing or (2012 International Building Code(2012 NDS)) Footing Size:2.0 FT Round Diameter X 12.00 IN Deep Reinforcement:#4 Bars t 7.00 IN.O.C. E/W/(3)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: C= 3 in FOOTING S Diameter: Dia.= 2 ft Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS 4 in--I Bearing Calculations: T Ultimate Bearing Pressure: Qu= 576 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 1.34 sf Area Provided: A= 3.14 sf Baseplate Bearing: Bearing Required: Bear= 2596 lb +z in Allowable Bearing: Bear-A= 44200 lb Beam Shear Calculations(One Way Shear): n g Beam Shear: Vu1 = 291 lb T Allowable Beam Shear: Vc1 = 13160 lb 3 I Punching Shear Calculations(Two Way Shear): _ T Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 1735 lb 2„ Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb FOOTING LOADING Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Live Load: PL= 1063 lb Controlling Allowable Punching Shear. vc2= 60638 lb Dead Load: PD= 746 lb Bending Calculations: Total Load: PT= 1809 lb Factored Moment: Mu= 6902 in-lb Ultimate Factored Load: Pu= 2596 lb Nominal Moment Strength: Mn= 169337 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 304 lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.52 in Steel Required Based on Moment: As(1)= 0.02 in2 Min.Code Req'd Reinf.Shrink.ITemp.(ACI-10.5.4): As(2)= 0.51 in2 Controlling Reinforcing Steel: As-reqd= 0.51 in2 Selected Reinforcement: #4's©7.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 7.63 in Note:Plain concrete adequate for bending, therefore adequate development length not required. page •Project: Beams-Eakes,Craig&Julia Jared Baehmer-Lexar Homes Location: Footing F4 StruCalc Version 9.0.1.3 8/28/2014 5:37:19 AM Footing of [2012 International Building Code(2012 NDS)] Footing Size:2.0 FT Round Diameter X 12.00 IN Deep Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(3)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: C= 3 in FOOTING SIZE Diameter: Dia.= 2 ft Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE. Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS I 4 i Bearing Calculations: Ultimate Bearing Pressure: (Du= 576 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 1.34 sf Area Provided: A= 3,14 sf Baseplate Bearing: 1z in Bearing Required: Bear= 2596 lb Allowable Bearing: Bear-A= 44200 lb Beam Shear Calculations(One Way Shear): 0 Beam Shear: Vu1 = 291 lb T Allowable Beam Shear: Vc1 = 13160 lb 3 in I Punching Shear Calculations(Two Way Shear): _ _ Critical Perimeter: Bo= 49 in _ 2ft Punching Shear: Vu2= 1735 lb Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb FOOTING LOADING Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Live Load: PL= 1063 lb Controlling Allowable Punching Shear: vc2= 60638 lb Dead Load: PD= 746 lb Bending Calculations: Total Load: PT= 1809 lb Factored Moment: Mu= 6902 in-lb Ultimate Factored Load: Pu= 2596 lb Nominal Moment Strength: Mn= 169337 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 304 lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.52 in Steel Required Based on Moment: As(1)= 0.02 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.51 in2 Controlling Reinforcing Steel: As-reqd = 0.51 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(3)Min. Reinforcement Area Provided: As= 0.59 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 7.63 in Note: Plain concrete adequate for bending, therefore adequate development length not required. page Project: Beams-Eakes, Craig&Julia Jared Baehmer-Lexar Homes Location:Footing F4 StruCalc Version 9.0.1.3 8/28/2014 5:37:19 AM Footing of [2012 International Building Code(2012 NDS)] Footing Size:2.0 FT Round Diameter X 12.00 IN Deep Reinforcement:#4 Bars @ 7.00 IN.O.C.ENV/(3)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Pc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Diameter: Dia.= 2 ft Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS 1--4 In Bearing Calculations: T r Ultimate Bearing Pressure: Qu= 576 psf 1 i Effective Allowable Soil Bearing Pressure: Qe= 1350 psf • Required Footing Area: Areq= 1.34 sf • Area Provided: A= 3.14 sf • Baseplate Bearing: 12 in Bearing Required: Bear= 2596 lb Allowable Bearing: Bear-A= 44200 lb Beam Shear Calculations(One Way Shear): P-- - _c> — 0- Beam Shear: Vu1 = 291 lb Allowable Beam Shear: Vc1 = 13160 lb 3 i Punching Shear Calculations(Two Way Shear): L - _ _L Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 1735 lb 2 H Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb FOOTING LOADING Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Live Load: PL= 1063 lb Controlling Allowable Punching Shear: vc2= 60638 lb Dead Load: PD= 746 lb Bending Calculations: Total Load: PT= 1809 lb Factored Moment: Mu= 6902 in-lb Ultimate Factored Load: Pu= 2596 lb Nominal Moment Strength: Mn= 169337 in-lb Weight to resist uplift w/1.5 F.S.: U.R.= 304 lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.52 in Steel Required Based on Moment: As(1)= 0.02 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4): As(2)= 0.51 in2 Controlling Reinforcing Steef, As-reqd= 0.51 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(3)Min. 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CD CD CD 7 0< to vc 0 I I i' . v S .a a s m ° v v o °: N = < m a ° a F 5 m . v 33 m Cu - r7 CO L CO D (n " c' 0 v' O O N f a N D 0 0 (D d n CO y[n O D ° N 'H co_ CD 5. a o _ n at ° °_ v m m o _ -0 7 a ° Q F r ) c t`.7 7 n f te o = ( _ a <CD c s o o m O. c v o . � o I y f o iy o D a 3 CD n -5. c m 5 � 5n 1 3 s 3 a = o a n., - ,o f °) o o m CD ° m• ° °) p- . v N 0 Q < H n 3 3 X. t c I v m ia o n c 0 z CD n v a, = m 3= 3 Co T J ° m ° °D m o o y �� I a o a s 0 0 •c F n d a n o c �---_7 CO v •m m a p n o N v =.°-' o y ° c v °c S n C < o N3 ° 0 En to ' 70 ° 00- v c m m C O f° v o a o Q o _ v v ? a o^, Y o. f Q o c m o J m m a. = L c C fl- m(O ° O `°5. = C f m _ C n o a 0 . n7' Q Q Q -i3 D a 5 co co D �y ;'• CRAIG & JULIA EAKES NI 11 W C °j A O 1 I A b r n 1 [] " NOTES I J L 91 IA p m m 62 CHASE ROAD rn (JJ . wD Inn J PORT TOWNSEND, WA 98368 HOMES.n >y °aZ v 0' 360.821 .9905 U' 92 KALA SQUARE PLACE PORT TOWNSEND, WA 98368 I PARCEL # - 9472000013 PHONE: 360.379.8600 • • Li'iii:O —, 7 ! : .� II P ( ,J ) ----___----v-ii I II CO \ 4N...„...„......._ Kr " \ _ _ _I — Lemma el �, � ,,,IL.._ 4-,ii ii ,-gs __ s _iti. \ 100 te rn \ C' • I1 ` 1 ,00 , DI 304,,, n5 _- \ 1►- 11, 1 z N.-----j.... 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A NO Nn Jm PLAN PORT TOWNS END, WA 96366 HOMES Ay p0 V Ng 360.821 .9905 U. F. PARCEL # - 947200008 92 KALA SQUARE 360.379.9600 D, WA 98369 s IA 5400-00 22-00-00 y 32-00-00 y d 9 N- .- A01 con D D 80111 D'IL _.0 11 mm t I M IN V ' -- ____ bb Q t D i D • , V V V r j r ► q D 17-11-08 N [~ ' b ,Pit) i - �i l 0808p ■I I I k IN \ ■ E I ii\∎=` Ii en y ca 111 1 `___—\1®Ii i 03 Ii �`��.—SIN �— N • I∎∎-ik�—_—_� i- LNk '��∎_\1■■114 _1 H II&WAS\—� ►A.II■ �`_ =►I hil I A07 - H � !_ !- n / 4-00-00 / 34-00-00 / 16-00.00 38-00-00 10.00.00 ` 5400 T .=1 , l Nil 's i ,� lJ ! I .� ' � of 03 ;12 1 0 j tr:: -o .A v M Q-----------J 20815 67th Ave NE THIS IS A TRUSS PLACEMENT DIAGRAM ONLY � PR III Arlington, WA 98223 comp eussts e i designed in individual building sn components to be incorporated into the building design Phone: 1-360-925-4155 at the specification of the building designer. See the • individual design sheets for each buss design identified ', / ‘ BUILDER' DATE: 09/10/14 SCALE: on the placement drawing. The building designer is responsible for temporary and permanent bracing of the Lexar Homes of Jefferson Count roof end Door system and for the overall smidure The *** Elite +��� 07:29:10 design of the truss support structure including headers. /��f� F+ PROJECT: DRAWN BY: JOB 5: beams,walls,and columns is the responsibility of the S(2C)RE Fakes Job Kevin Nelson 61407572 building designer. For general guidance regarding bracing, consult "Bracing of wood misses" available *03,4 rf ADDRESS: - from the Truss Plate Institute, 553 D'Onifrio Drive; rnglor ElectOa° 62 Chase road, Port Townsend, WA 98368 Madison.WI 53179 0 • Jefferson County DCD Building Division Correction Notice PERMIT NUMBER 1���,�• OWNER qq ��A� JOB LOCATION (P 2.— CA4 ° . Inspection of this structure has found the following violations: -/ ■ It . i A -1 _IW� ,QS—/fr- You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, call for inspectio Date --pi� —r Inspector BUILDING DIVISION(360)``379.4450 INSPECTION HOTLINE(360)379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE • • Jefferson County DCD Building Division Correction Notice PERMIT NUMBER IL( -3 A OWNER �J JOB LOCATION Cr Inspection of this structure has found the following violations: F11= 4s ‘.. You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been made, , .II f.r inspection. Date Inspector BUILDING DIVISION 60)379-4450 IN ECTION HOTLINE(360)379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE • Jefferson County Building Buildin Division Permit Number: BLD14-00366 Applicant: EAKES BUILDING PERMIT INSPECTION APPROVALS Applicable Code: 2012 International Building Codes To schedule inspections, call (360)379-4455 no later than 3:00PM the day before the inspection is needed. Requests received after 3:00 PM will not be scheduled for the next day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries. The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes S• etbacks t,$ h 9- E• rosion Control F• oundation Footing F• ooting Drains )=9 1 1' Foundation Stem Wall .- U• nderground Plumbing Under Floor Framing 1—/C`1>_ S• traps(hold downs) Ext.Shear Wall Nailing Rough in Plumbing 44111- ?A-- Framing B• locking A• irseal 2-/t /r. t Z Insulation:Walls 2/2-'{//c- - c. Insulation: Floors Insulation:Ceiling Int.Shear Wall Nailing A , W• allboard Nailing 5 to 1s Gas Line: Interior 2-/ 4„�,� r.5 ( d__ Gas Line:Exterior /y � hW Propane Tank 1\ — t„)\-- ^v.-514LP (/9/ X Heat/Chimney Clearance 71— Duct Test Cert r f c + . } Blower Airtight Test f,`-1//1"-- /1/ 2( Smoke&CO S"elx 4f Drywell/Alt Drainage N ' )c Address Posted ti // $4//S" kii L c System Finaled sep12-103 finaled S• eptic System ina • • Gam /- 34e,s o" Lc( L / �-✓ IR,sk — CA-4_ �.�o ,rte.;\ , A final inspection will not be scheduled until the following are completed and signed off by the applicable Department: • Building Permit Conditions are met • Septic Permit Final/Complete for any building containing plumbing • Land Use Conditions met and signed off • Public Works Permit Final(where applicable) FINAL INSPECTION 5I(i//c FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • CONDITIONS for Building Permit# :BLD14-00366 1.) The project shall adhere to the Best Management Practices (BMPs)to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 2.) The revised site plan as submitted with the building permit application on October 29, 2014 has been reviewed for consistency under the UDC, and has been approved by Jefferson County Department of Community Development. Any modifications, changes, and/or additions to the stamped, approved site plan dated October 30, 2014 shall be resubmitted for review and approval by Jefferson County Department of Community Development. 3.) This approval is for a building permit for a new single family residence only. Any future permits on this site are subject to review for consistency with applicable codes and ordinances and does not preclude review and conditions which may be placed on future permits. 4.) A setback of 100-feet, measured perpendicularly from the wetland edge, shall be permanently maintained as a buffer. No filling, grading, clearing, or other alteration of the wetland or its buffer is allowed. 5.) A permanent physical separation along the upland boundary of the wetland buffer area shall be installed and permanently maintained. Such separation can include installing logs, trees, a hedgerow, or any other prominent physical marking approved by the UDC Administrator. 6.) Buffer perimeters shall be marked with temporary signs at an interval of one per parcel or every one hundred (100)feet, whichever is less. Signs shall contain the following statement: "Wetland &Buffer-Do Not Remove or Alter Existing Vegetation." 7.) Jefferson County has determined that the use of real property for agriculture and forestry operations is a high priority and favored use in the county. The county will not consider to be a nuisance those inconveniences or discomforts arising from such operations, if such operations are consistent with commonly accepted best management practices in compliance with local, state, and federal laws. If your real property includes or is within five hundred (500)feet of real property designated as Rural Residential 1:10 or 1:20, Rural Industrial, Rural Commercial, Agriculture, or Forestry, you may be subject to inconveniences or discomforts arising from such farming and forestry operations, including but not limited to noise, tree removal, odors, flies, fumes, dust, smoke, the operation of farm and forestry machinery during any 24-hour period, the storage and disposal or manure, and the application of permitted fertilizers and permitted pesticides. One or more of these inconveniences may occur as a result of agricultural and forestry operations which are in conformance with existing laws and regulations. 8.) Exterior lighting for residential uses shall not exceed twenty feet(20') in height from the finished grade excepting when such lighting is an integral part of building or structure. Ground level lighting is encouraged. Exterior lighting shall be energy efficient and shielded or recessed so that direct glare and reflections are contained within the boundaries of the parcel. Exterior lighting shall be directed downward and away from adjoining properties and public right-of-way. No lighting shall blink, flash, or be of unusually high intensity or brightness. All lighting fixtures shall be appropriate in scale, internsity, and height to the use they are serving. I , 9.) Wetland buffers shall remain naturally vegetated except where the vegetaion has been disturbed, invaded by highly undesirable species (e.g. noxious weeds), or would substanitally benefit from the increase diversity of introduced species, where buffer disturance has occurred during construction, replanting with native vegetation shall be required. Minor pruning of vegetation and removal of undesirable species may be permitted by the administrator on a case-by-case basis. (Examiner note: Alder(Alnus Rubra) is a wetland plant.) 10.) AWB \\tidemark\data\forms\F_BLD_Permit_BIdg.rpt 11/26/2014 • • BUILDING PERMIT Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT #: BLD14-00366 Received Date: 10/10/2014 SITE ADDRESS: 62 CHASE RD Issue Date 11/26/2014 PORT TOWNSEND, 98368 Expiration Date 11/26/2015 OWNER: CRAIG &JULIA EAKES PHONE: 360-821-9905 841 JOLIE WAY PORT TOWNSEND WA 98368 SUBDIVISION: Block: Lot: PARCEL NUMBER: 947200008 Section: 19 Township: 30 N Range: 111) CONTRACTOR: LEXAR HOMES PHONE: (360) 379-1799 94 KALA SQUARE PLACE PORT TOWNSEND WA 98368 Contractor's License LEXARH*909QT Expires 2/10/2016 PROJECT DESCRIPTION: NSFR W/ATTACHED GARAGE 125 GALLON PROPANE TANK S E P 12-00103 TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,705 VALUATION 206,650.00 ADD'L: HEAT TYPE WOD CODE EDITION: 2012 HEAT BASE: HEAT TYPE: EEE OCCUPANCY: R-3 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N SHORELINE: CONST TYPE: GARAGE: 484 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: ALT WATER SYSTEM: 00058 Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $1,776.00 SRE 10/08/14 151621 Exist: 0 Exist: 0 Plan Check $1,154.40 SRE 10/08/14 151621 Prop: 3 Prop: 3 State Building Code $4.50 SRE 10/08/14 151621 Total: 3 Total: 3 Potable Water Application $67.00 SRE 10/08/14 151621 Total: $3,001.90 Directions to Site: HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 3pm the day before the inspection is needed. Office Hours 9:00 am -4:30 pm MONDAY - THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY-SEE ATTATCHED