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Home My WebLink AboutBLD10-134CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT 250 MADISON STREET — SUITE 3 PORT TOWNSEND, WA 98368 PHONE (360) 379-5082 FAX (360) 344-4619 RESIDENTIAL CERTIFICATE OF FINAL INSPECTION ADDRESS: 125 29 +h PARCEL NUMBER: __7 57 FOIS 13 BUILDING PERMIT NUMBER: __ GL) (O- /3 4 PERMIT APPLICANT: __ Date. K headles This form, when signed and d City of Port Townsend building inspector, certifies that the work performed on the e, under the specific permit listed, conforms with the requirements of the/Ci send Municipal Code. Date: IZZ aid Z This form is a three-part form. The original of each part is as follows: 1 — White (City File); 2 — Yellow (permit holder); 3 — Pink (lender copy). Accept no photo static copies. Inspector Signature: - CONSTRUCTION PLANS ARE REQUIRED BY LAW TO BE KEPT ON FILE BY THE CITY FOR 90 DAYS AFTER THE DATE OF FINAL INSPECTION. AFTER THE END OF THE REQUIRED 90-DAY TERM, PLANS NOT PICKED ’ UP WITHIN 30 DAYS MAY BE DESTROYED. } ae WY customer: Ke Rose ae al ele le “A, Josh White 360 531-4243 72 So. White Fir Way Port Hadlock, WA 98339 ESTIMATE Te 2 a ee aii sS ( oO Does not include Permits, Electrical, Ditches. ae , i ae la De Wie ne touiugenct Murlia 4 r re te ) , ae os W VW Wi Le QUA? o MiD¢2. Whe Ley ae lash yt a pAteS eon, the Aes O.< Decemb?yv Bh }AJ , ( \ i3 c \ VAN S$ 3 - { ( ni VAN q 2 JO GA L/o a F A #1 VA. = AWYg f chau Ge afew 4) : , co j VA Keg wr/a ho Sh re erie A i a ‘ / 4 é aR Ee p re FEC SE Fe OM Ae t Lf OB Je en ok AS f ) ( /¥00 K uy? ; - y Pe ANS Couvrcv i a CpR.~2 ES fie OV UA Lea Kaw nhec kK Gl ne) Cae ‘ elus actJust Raug!’ Air BOs ) Poors 47 a5 f eg r) ft : 2 fe L7 y Sd | oF ZI 4- She EO sal TOTAL Parcel Details Page 2 of 2 asd ONSSNMOL LuOd 4O ALID IS ¥tbt bch Sy Bpry y oY y) ¢ http://www.co.jefferson.wa.us/a ... — rs/parcel/parceldetail.asp?value=93_ . . - 02 2/19/2016 Development Services Dept. Townsend ee, 360-379-5095 Receipt Number: DS6-00090 Payer/Payee: RHOADES DUKE Cashier: Scottie Foster Date: 09/14/2016 630 CASS STREET PORT TOWNSEND WA 98368 BLD10-134 RESIDENTIAL - SINGLE FAMILY -NEW 1125 29TH STREET Fee Description Fee Amount Amount Paid Fee Balance Additional Hours $50.00 $50.00 $0.00 $50.00 $50.00 $0.00 Payment Method Reference Payment Amount Number CHECK 649 $50.00 Total Paid: $50.00 Previous Related Payments Receipt # Receipt Date Fee Description Amount Paid Permit # 10-0557 07/01/2010 PLAN REVIEW DEPOSIT 150 $150.00 BLD10-134 10-0801 10/13/2010 Record Retention Fee for Building Permit $10.00 BLD10-134 10-0801 10/13/2010 State Building Code Council Fee $4.50 BLD10-134 10-0801 10/13/2010 Energy Code Fee - New Single Family Unit $100.00 BLD10-134 10-0801 10/13/2010 Building Permit Fee $1,072.15 BLD10-134 10-0801 10/13/2010 Technology Fee for Building Permit $21.44 BLD10-134 10-0801 10/13/2010 Plan Review Fee $696.90 BLD10-134 10-0801 10/13/2010 Site Address Fee $3.00 BLD10-134 10-0801 10/13/2010 Plumbing Permit Fee per Dwelling Unit - New $150.00 BLD10-134 Residential 10-0801 10/13/2010 PLAN REVIEW REFUND 150 ($150.00) BLD10-134 10-0801 10/13/2010 Mechanical Permit Fee per Dwelling Unit - New $150.00 BLD10-134 Residential 12-0743 12/05/2012 Additional Hours $50.00 BLD10-134 12-0743 12/05/2012 Additional Hours $50.00 BLD10-134 Total: $2,307.99 Printed 09/14/2016 15:45:00 by Scottie Page 1 of 1 L reques| am exbatiox To a by bling peri Bid 10 - (34 because. Lam wea i, : C ny A bac 4, gelect Fretnnes a C ary ats, CITY OF PORT TOWNSEND Remarks Tuesday July 5, 2016 15:41 Page | of | Hold Date Begin Application F Web Type Code Created Created By Date End Date Text Parcel # 4 Link Enabled? TAG 12/05/2012 |SWASSMER || 12/05/2012 Building permit expired, last inspection 1/3/11; final PW on 6/15/11 for house. Told Duke $100 is due - house is 957901313||BLD10-134 N 50% finished. ; Note to file: Contractor proposes to finish "ADU" at 1129 29th Street first. This will be considered the single- TAG 06/14/2011 |}SWASSMER||06/14/2011 family residence, which may be rented. When the other residence is finished, the owner must live on-site or as 957901313] BLD10-143 N allowed by PTMC 17.16.020.C. [TAG 07/30/2010 |MWAY 07/30/2010 Latecomer to be paid before finaled. 957901313 |}|MIP10-067 |/485848.pdf}| N [TAG 07/01/2010 | MWAY 07/01/2010 || 07/16/2010} Contractor MHB - license expired? Is it under a new name? QED ok per AA. 957901313 ||MIP10-067 | N 7/5/2016 http://permitserver:7778/forms/PermitA ttachments/html_out/Remarks.html City of Port Townsend Development Services Department Correction Notice PERMIT NUMBER LO/O-i34 OWNER Kk kh eo) acl 2 JOBLOcATION _//2.S 24 +4, Inspection of this structure has found the following violations: Z . All Sacsleas isadlebies sheff Be Covert wl @ Yharind | TAT U/l tml tien 7 4 ral 2 Fay WAT al Pye NG Z Sle eds / a Ww ' ft) res . f Hot —feety Dios Fike DI DEHN 1153 wonotey o L(G Shad of © hange & [00 co yen} © Beyer Boos © DO" abou. Sho ~% Z You are hereby notified that no more work shall be done upo the above violations are corrected, unless noted otherwise been made, call for inspection. Date [ 2 LE LY Inspector _# DSD Main Office (360) 379-5095 INSPECTION REQUEST (360) 385-2294 Se premises until en corrections have [ THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE | “N O I L O A d S N I AV G LX A N HO S Wd 00 ° € OL YO l d GA A I Z 9 3 e Y Ad LS N W SL S A N O A Y NO I L O A d S N I "y 6 Z 2 - S 8 E (0 9 ) TV D NO I L O A d S N I NV LS A N D 3 Y OL ra l ~ Ps , aw TW O I N V H O A I N , x Ni d i d HL M ON I S I N N Id Zu Ne ( P/ s Z , , | Po w ON I S W N Id aa OD ae P/ i g p | OW WA S uI V 5 9 Py | PO W ON I N V U S } We 4 RA PU A N , Ye . PA Y |o a 10 H @ Tv M u v a H S eF o/ ] n ON I N V Y S YO O T S SN O A N V T 1 S 9 S I N 9 Ye 81 / 2 oy n a . av i s Sp o Mh YA W ni v u g No l w a n n o 4 fw oV b y , Vn a u e n i g , en y s 7p Mi i ) Po o p , ph TI V M NO I L V G N N O S /- z - 7 / ) JQ \ | 04 0 9 / 9 0 1 8 IW N I s Wa . q fe a by wa s n Jw ay o 09 2 - 9 9 7 _[ 7 - 6 1 - - _ V T | _ xw o m o n a n a an i xe f | We r ON I L O O ag M 9 Fe e bo WW ) | Ni d AA N N S SH O V E L A S n WA I GU NO I L V I N S N I O! |p 1 ] 0 VU JO U L N O D NO I S O Y S J. bs LN A W W O O al v c dS N I NO I L O A d S N I LN A W W O 2 q1 v C dS N I NO I L O A d S N I 0, "F Z ‘ $e ff Ya 0 N a 3 1 Su a q 1 I n d Ga 0 YO L O V Y L N O D — — YA S MO N NO I L d I N D S 3 G LO A r O N d gy n d Sa q v O H Y Ya N M O E/ / $ / 9 Na v o l i n v d n 9 9 0 ~ @- A ad A L NO I L O N A L S N O D Ta a u L S HL 6 z SZ l b SS a u a a v \ : / “— Lb O z 7 L ii o AL W G NO I L V u l d X x 3 OL O Z / E L / O L ai v a aa n s s i ve l - o l a l a ‘O N LI N Y A d CL E l 0 6 Z S 6 ‘O N T3 S 9 N W d ‘A L I S G O P AH L NO A1 E V I I V A V 3d LS N I N SN V 1 d GS A O N d d v Ga d N V L S ‘A O N V d N D 9 O YO S Ga A O N d d V SI ON I G I I N G SH L GN V AL I M O H L N V AL V I d d O U d d v AH L Ad 44 O GA N D I S GN V SG V W AV SN O I L O A d S N I GA Y I N D A Y TV TI L N N AS I L O N SI H L SA O W A Y LO N OG AS V A 1 d ‘N O I L V I O 1 SN O N I I d S N O D ‘J A V S V NI GH W 9 SI H L 1S O d 89 £ 8 6 VA A ‘P U I S U M O T FI O “¢ JI N G “J 9 9 1 } 5 UO S I P E I YS Z yu U d U A V d I G S9 d D T A A I S JU D U I d O P I A I G GN A S N M O L LY O d AO AL I O qw o O o d d SS H A O O U d NO L L O N A L S N O O D City of Port Townsend Development Services Department BUILDING ADDRESS APPLICATION CITY OF PORT TOWNSEND ke K Ange ~ Name of Property Owner: Ll? fA Mailing Address: ea O C Ae oS Telephone: 30 ! ZEFE Ow Property is located in: Addition: A OS tyre 4 Block(s): _/ 3 Lot(s): __ Se Faces/Access is from: d lo q FR Parcel Number GS LA (a) [ 3 LZ Directions to the Property (draw Vicinity map on hry =f Shen vlan & ALA Ft Cal If this is anew ADU, has a building permit been applic for? Yes __No Date: A Dv lea 2g = (sf") (abv) ADDRESS NUMBER ASSIGNED: “25 2 4729 —2¢9 * IY Date of Approval: — 97 G2 Lego pe Ae gh Zi VER. For Department Use Only: Application Fee Received ($3.00): Date: Copy to: 0 Finance 0 Fire Dept 0) Post Office 0 Sheriff O Police 0 GIS 0 Public Works D database 0 Assessor’s Office PADSD\Fonns\Building Forms\Application-Address Number.doc ; 2/5/09 fe u 7 | : | | | 3/ 2 } -3 | - g L Z e | 4 =s \ | as Oo z it & >! L | 2z ¢ 5 AA A NL . UU U T a TO N S A | CA G ¢ “| 9 Oo } | 6— ; a = OL ae rs (c e ) (S e ) : , | & o - 7 , VL 7 Os s # dl s =} in |N / e @ S | b | N No Hs } Ll ep a l . [T y ] BL S . [8 BS = 41 5 Ul 6 Z Q. a (\ C a 9 9 Al 9 oO o ] 6 Z Cp 2 2 om e OL 6 nS 9 B | 2 | 10 6 2 60 6 z | 2) ® —_ _ = = fo 6d 6 c to S Ll} 2 y |) 11 oz : oD s —\ ol e |e | z Zi on © — o¢ Zh ] Ub OL of o e | = S so o e Inspection History Page 1 Application BLD10-134 Reportrunon October 30, 2014 4:56 PM : Inspection — Inspection Inspection _ Inspection Tax Acct # Property Address Inspector Type Inspection Description Result Date — Status Comments 957901313 New SFR - TO BE ADU Alex Angud EROSION Erosion Control 10/18/2010 APP 1125 29TH STREET CONTROL Michael Hoskins SETBACKS — Setback Inspection verified 10/20/2010 APP SURVEY through survey pins PINS Michael Hoskins FOOTING Building - Footing Inspection 10/20/2010 APP Michael Hoskins UFER Electric ground 10/20/2010 APP Plumbing revised 11-12-10 OK MAH Michael Hoskins FOUNDATIO Building - Foundation Wall 10/22/2010 APP N WALL Michael Hoskins FOUNDATIO Foundation drainage 10/29/2010 APP N DRAIN Michael Hoskins PLUMBING _ Plumbing - Underground 11/10/2010 APP UNDERGRO F UND SLAB Structural Load Bearing Slabs PEND MISCELLANE Building - Miscellaneous PEND OUS Inspections Fred Slota FLOOR Building - Floor Framing 11/04/2010 APP FRAMING Inspection Michael Hoskins SHEARWALL BWP or Eng. Shearwalls and 12/15/2010 NAPP Nailing not complete & Holdowns HOLDOWNS Michael Hoskins SHEARWALL BWP or Eng. Shearwalls and 01/03/2011 APP & Holdowns HOLDOWNS FRAMING Building - Framing Inspection PEND AIR SEAL Seal penetrations and at plate PEND PLUMBING | Plumbing - DWV - RI PEND MECHANICA Mechanical - Equipment PEND L INSULATION Insulation PEND genpmtrinspecthist Tax Acct # genpmtrinspecthist Property Address - Alex Angud Inspection History Application # BLD10-134 Inspection Inspection Type Result Date GWB Gypsum wall board nailing Inspection FINAL Final Public Works 06/15/2011 PUBLIC WORK PLANNING — PLANNING FINAL FOR BLD FINAL PERMIT FINAL /Certificate of Occupancy BLDG./C OF (e) Page 2 Reportrunon October 30, 2014 4:56 PM Inspection Status PEND APP PEND PEND Inspection Comments When house is finished, owner must reside on the premises due to ADU status (BLD10-043). Flease cnterd an poramyt Cow age 24k A BIL %0-BF on or btheve Gale Go Sor Corerbas. Thad au. 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(a & ex e ) < 2 F Wa n w a a a u n s i “i = - = - - —e — — — — — — a nn a oe ee a UV AS A U A S ? . ov e r or e —s D V u a A SO N pv E s A G S Zi g h ' € 9 - O 9 € B9 E B S VM GN A S N M O L 1U O d “L S Ud d d O > Ce e “D T T ND I S S G NO S N D I U A So U YA N D I S A G ' 2 to w wa to t su z q i i n a d w ® == ug a n d a HS a WL O L TO B T L O E ‘ O 9 E B9 E B S VM ‘G N S S N M O L LU O d ‘1 5 sv g of f ‘S a d O H Y ax N G wA N M O } ‘ HS —— : JO O U Na v | Se e > No l u i a a y ay e so N I S v H Te E L O pp Os i s s Ta D uU V d XV ] | Hs JO O U SS N O H FA M + AN 3 S N M O L Lo d TB E e2 2 2 ss a u d a y og Va u v YO LN I Y d s O O " 20 ) mw NG V GN Y JS N O H 14 3 1 S HL 6 T 3W Y N L3 f O U d : (\ o -) VA U V S3 V a U N S SN O I A U A d W I] Vi v d 1o a f O u d CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG PERMIT #_ RUD \o- 134 DATE RECEIVED_ © - 30-(& SCOPE OF WORK: Nee SER + Garage wl ADU 19 ~\Y’2ay DATE ACTION INITIALS (0:30:(© | ENTERED INTO CHET A) (0°30-4O CHECKED FOR COMPLETENESS K\ AU lo-30:tO Address Ape (2) An SE Mud 4-§-10 Noe: No Lo, plan of FG erape wide Apis We Woe Show | Parkins Spd co area of) do o\f-¢ aA pee _a Amslod Vue - ¥ Joho Plow reer ¢ onnplete << Neod addwess J 7, 7-[-/0 ADDZESs APMooed: UZS 29" ST. SE /2-S-/0_ |Vurke aad B/00 Fo eng Pert + 6 mobths| fi. = L Ve — : (- We-ld_ | ake veinensl/ fort eusk parm Le Wo we, Ver RV G5PF [ie “Te le QAO am \e f | a 44 ’ at GAAQbe WO TV Pee BF 20 BAU. Yr- West Sido - Ts gedomn peor (on than 30"2? Ya pe ke - yran be a pacutnvs b Suto ee © | Zoning: SetbacksOK? [| en As Lory AS roar docke WSS Yhran 30" bogh Lot Size: 6000 _, Building Size: jof**E72 = 1764 Lot Coverage: 1% Yo FAR OK? Ugo Height OK? 20 Parking OK? A Cor Garage triting in Vt of gn anid Critical Area? Nit Wroge A ! Demo? NE i Historic Rev? Vo Notice to Title? Joa— Fo ADU, Lots of Record? J No— BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-134 Permit Type Residential - Single Family - New Project Name NewSFR Site Address 1125 29TH STREET Parcel # 957901313 Project Description New SFR Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Rhoades Duke Owner Rhoades Duke Contractor Qed Builders Duke (360) 385-5743 CITY 000646 12/31/2010 Rhoades/Carlos Quintana Contractor Qed Builders Duke (360) 385-5743. STATE QEDBUL*043I 09/14/2012 Rhoades/Carlos Quintana *** SEE ATTACHED CONDITIONS *** Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or guthorized agent of the owner. “a Date Issued: 10/13/2010 Print Name Issued By: MWAY Date lo L237 20/ 6 Date Expires: 04/11/2011 7 / BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD10-134 Permit Type Residential - Single Family - New Project Name New SFR Site Address 1125 29TH STREET Parcel # 957901313 Project Description New SFR Fee Information Project Details Project Valuation $113,157.13 Dwellings — Type V Wood Frame 1,189 SQFT Plan Review Fee . 696.90 Units: Heat Type: ELECTRIC BBH Energy Code Fee - New Single 100.00 Bedrooms: 2 Construction Type: V - B Family Unit Bathrooms: 2 Occupancy Type: R-3 Mechanical Permit Fee per Dwelling 150.00 Unit - New Residential Plumbing Permit Fee per Dwelling 150.00 Unit - New Residential PLAN REVIEW DEPOSIT 150 150.00 PLAN REVIEW REFUND 150 -150.00 Building Permit Fee 1,072.15 State Building Code Council Fee 4.50 Technology Fee for Building Permit 21.44 Record Retention Fee for Building 10.00 Permit Site Address Fee 3.00 Total Fees $ 2,207.99 Conditions 1. Property corner survey pins must be located at time of footing inspection to verify setbacks. 2. Deck located in setback to be less than 30" in height. See site plan. Call 385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name : _ Date Issued: 10/13/2010 Issued By: MWAY Signature —sé<*Date Date Expires: 04/11/2011 engineering 1.5.11 Letter # 10448 RE: 29" Street Port Townsend, WA Hodge Eng. Project #10.291 Engineering Detail Sheet To Whom It May Concern: | have provided the lateral load engineering for the Lot 29 Plan for QED Construction, located at 29" Street in Port Townsend. 1. My engineering shear wall table specifies the use of LTP4 clips as the connection between rim joist and top plate for SW2 and SW3 walls (Shear wall type 2 and 3). As an option the builder may continuously sheath from mud sill to double top plate and omit the Simpson LTP4 clips specified. The LPT4 clips were intended to span breaks in sheathing at the rim between floors. 2. At the request of the builder | have reviewed the attached builder provided detail for the dropped floor between the kitchen and living room. See the attached plan view with the area in question clouded. Dropping a floor system limits the amount of shear that can be transferred. There are no internal shear walls and limited external shear walls along this line. The attached dropped floor detail is adequate for the transfer of shear. As an option the builder may use the attached dropped floor detail. The floor joists span about 13’. At 16” on center each floor joist has a design bearing load of 432 pounds. To carry this load the builder is to use a Simpson LUS26 hanger or larger and five 16d nails at 16” on center. Each 16d nail provides 101 pounds shear capacity. See attached NDS nail table. . 4 a om Please cop n€ with any questions regarding this project. 497 NN This letter is the pro Sid ) dinion of the engineer of record and regards his engineering only. This letter does not allow the builder to:disregard de requirements. Any schedule or cost impact is the responsibility of the builder or owner. The Buildi Inspector-has the final authority to allow field changes to approved building plans. ae, |S | a _ nace Hodge Engineering, Inc. John E. Hodge P. E. 2615 Jahn Ave NW Ste. E5 Gig Harbor, WA 98335 (253) 857-7055 Fax (253) 857-7599 THIS ENGINEERING IS FOR: 23TH ST PORT TOWNSEND, WA STHDI4RJ STHDI4RJ SOLARIUM Pm > ] ? STHDI4RJ THDI4RJ Uh wy === —f— = =a RANGE/FAN = 42 <r — z le) ee y, — SINK) G} = 7 LD J 4 reels = m= =| rf bfllmof a= 3 len KITCHEN-1 BA4t i A ye ow iS i am LUA ON Fw 5 ! ae 4 Ne | , j FOYER : . ; fo = REF fi i \ \ ‘\ i HI b- “+4 «en STHDBRI STHDI4RJ STHDIGRJ_-O) —— i A MAIN FLOOR LATERAL ENGINEERING Foon Ze hen ‘< oC a unig are sc Ll concbel 4 3 : 3 < ss , 0 tra a NAT,_.AL DESIGN SPECIFICATION FOR WOOD COh...RUCTION Table 11R COMMON WIRE, BOX, or SINKER NAILS: Reference Lateral Design Values (Z) for Single Shear (two member) Connections*234 = with wood structural panel side members with an effective G = 0.42 3 g . Bene 3 & £ ® 2 5 a + os é ‘$ 3 3 Peal, | of | E |e | ie bar) ob | adh eoeee] ot é|2 2 §| 28 | 93h] 28 | eh | 288 [3b] as nie leggs§) 33 = * = 2 ss 2 j 3/8 3 s| 2 | $33 | £2 | $82 | $88 | $2] Ss | S35 |SaREE| 38 5 in. | Pennyweight | Ibs. Ibs. tbs. ibs. ibs. ibs. Ibs. ibs. tbs. 6d 7d ry 39 oT 37 35 35 33 33 a 6d 8d 8d 52 49 48 aT 48 45 2 42 44 ; 40d sa 6 53 50. so af 47 46 1060 | 62 60 60 a s | #8 63 52 : 6 6 | 6 63 59 59 56 55 4 16d 3 69 67 66 63 62 59 58 57 20d 84 79 6 76 72 71 67 66 65 6d 42 40 39 38 37 36 35 34 34 ad 53 50 49 48 46 46 43 43 42 59 a) Cy oo §1 51 48 48 aT 67 63 61 61 58 | 57 54 54 53 70 66 4 64 60 o | @ | 6 55 74 70 68 67 64 63 60 59 58 a4 80 17 76 73 72 68 67 66 100 95 92 gt 86 85 81 80 78 43 41 40 39 38 37 3 35 35 54 51 50 49 47 4? 44 44 43 60 ‘57 85 55 52 52 49 49 48 68 64 a 62. sf 88 55 55 54 wr) 0 6 65 a 61 67 7 56 ro) 1 on 68 6 64 61 60 59 Ss 85 80 78 73 72 69 68 67 mi 401 95 92 a7 86 at 80 79 Hy aT 44 a 4 39 39 38 : 58 54 51 60 48 48 47 2 64 59 56 6 | 88 52 52 x“ 6 2 62° fo 88 87 ‘0 68 68 65 64 a 61 60 m nn 1 68 68 64 64 6 “Ti 81 81 7 76 72 72 ra > 90 89 85 84 83 te] 102 101 96 95 94 wl 106 105 100 99 97 DB 46 46 44 rn a3 o 56 55 53 52 52 “ 61 60 58 57 56 a ue et @ a | @ | 70 — «66S 66 68 b4 B 69 68 67 82 7 | 7 76 95 90 89 a7 107 101 100 98 114 104 103 102 48 44 a4 43 62 58 57 56 70 65 64 63 80" 14 3 2 83 7 Tr 8 87 2 a1 20 QT 8 1 90 110 104 103 102 122 15 114 112 125 118 417 116 80 74 73 72 83 7 7 15 88 ee ai 80 101 94 93 91 118 AM 440 109 129 422 124 120 133 126 125 123 T101 a4 53 $1 121 42 an 409 38 130 129 126 144 134 133 131 1. Tabulated lateral design values (Z) shall be multiplied by all applicable adjustment factors (see Table 10.3.1). 2. Tabulated lateral design values (Z) are for common wire, box, and sinker nails (see Appendix L) inserted in side grain with nail axis perpendicular to wood fibers; minimum nail penetration, p, into the main member equal to 10D and nail bending yield strengths (F,,): Fy, = 100,000 psi for 0.099" < Ds 0.142"; F,, = 90,000 psi for 0.142" < D $ 0.177"; Fy = 80,000 psi for 0.177" < D < 0.236" 3. When 6D <p < 10D, tabulated tateral design values (Z) shall be multiplied by p/10D. 4. Nail length is insufficient to provide 10D penetration. Tabulated lateral design values (Z) shall be adjusted per footnote 3. 5. Tabulated lateral design values (Z) shall be permitted to apply for greater side member thickness when adjusted per footnote 3. AMERICAN FOREST & PAPER ASSOCIATION 5) £ CEl 2006 IBC LATERAL Ste a 0) ale ANALYSIS ONLY Pt Gear wh asc FOR: QED GV OF PORT TONTSENG rae (255) 67.7598 PLAN: LOT 29 —. PROJECT NUMBER SITE CRITERIA 10.291 Roorswow | 3seccust’ | exMGne | Desicn | Frorue | earesonr” DATE 30 PSF 85 MPH B D D ll 6.23. 10 cisx | wove | wore | o477e | 1.3066 | no SITE: 29TH ST PORT TOWNSEND, WA TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY ORIGINAL STAMP MUST BE RED TO BE VALID \ —4 \ es DO NOT ACCEPT COPY FILE COPY LATERAL ENGINEERING ONLY (8 Hodge engineering! inc. This engineering calculations package contains lateral engineering, gravity load engineering, or both as stated on the cover and full size engineering sheets. All engineered load bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the plans examiner that the engineering was completed following the 2006 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering, gravity load engineering, or both. Engineering Calculations Package For Plans Examiner Lateral engineering involves determining what the seismic and wind loads are, applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. These structural elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. LATERAL ENGINEERING: Lateral load modeling was completed with Wood Works Design Office 8 (www.woodworks-software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one-and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7-05 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-05 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S; and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7-05 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall is calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: If included in the scope of engineering gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2006 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Post and column calculations for typical members are also included. Loads to the foundation or soil have reinforced footings where required. Every attempt has been made to make the engineering calculations and specifications as clear as possible for the plans examiner, builder, and building inspector. Inegery Cali 3 of 22 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.12099 Longitude = -122.787587 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa=1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.308 (Ss, Site Class B) 1.0 0.477 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.12099 Longitude = -122.787587 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa=1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (9) 0.2 1.308 (Ss, Site Class B) 4 of 22 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN | LATERAL ANALYSIS.wsw WoodWorks® Shearwalls 8.21 June 24, 2010 10:43:12 Level 1 of 2 50! 47'6" 184411 111.0 ' 94.0 - 0g 8 45 42'6" ro Fa 40' 37'6" C&C 14.1/17.4 en —— i a = 6) —_—__ 35' -—_—______= 2 3185 D-1 & ———— ae g” fe ——-+|- 326" a NBO niacin —__- ° ———l ag ————— © XN ee Re LP - es — — _ 49 ———+ = 27'6" See oO, 3286 %, BEF “i « bs A;-———- Ra Cs @ 25' —-_— a ie) EES + st an ee (<1 c2 8 = 82'6 __ = \— : 20' + + \ fa ie) o | w oD 46 — Oo te) s 15 t © fo) + —————s 12 1 2 1 3 a l l l NP 132.3 132.3 1370 8 ~ 137.037.0 L_ 130.8 -10' 137.0 ~ 15@.56.9 ~ 137.8 160.0 -12' 6" -15' ae -10' -7'6" -5' -2'6" 0' 2'6" 5' 7'6" 10' 12'6" 15' 17'6" 20' 22' 6" 25' 27'6" 30' 32' 6" 35' 37' 6" 40' 42' 6" 45' 47' 6" 50! 52' 6" 55° — _ Factored shearline force (Ibs) ttt! Unfactored applied shear load (plf) Ly Factored holddown force (Ibs) @&) Unfactored dead load (plf,lbs) @C Compression force exists ©-O Uplift wind load (pif,lbs) | Vertical element required —+|| Applied point load or discontinuous shearline force (Ibs) Loads Shown: W; Forces: W + 1.0D. 5 of 22 | WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks® Shearwalls 8.21 June 24, 2010 10:43:12 Level 2 of 2 47'6" 45' 42'6" 40' 12.3 ~ 26.7 26.7 ~ 12.% 4 ~0.0 37'6" C&C 14.1/ 174 Kod o é to81 © 0-1 fr is} 3- 2 46 . 3 a) 46 . 3 RA WA L L LU L U LU L L em ) & 3- 1 — 49 0 jh 1347 54 Ci AAR ~ (e} 14. 17.4 % ao 14.78) ein 0.0 36" 25.9 ~ 57.7 57.7 ~ 26.9 pnee -10' aoe -10' -7'6" -5' -2'6" O° 2'6" 5’ 7'6" 10° 12'6" 15' 17'6" 20' 22'6" 25' 27'6" 30' 32'6" 35' 37'6" 40' 42'6" — _ Factored shearline force (Ibs) tttt Unfactored applied shear load (plf) - Factored holddown force (Ibs) @H&) Unfactored dead load (plf,lbs) ®C Compression force exists ©-© Uplift wind load (plf,lbs) a Vertical element required es Applied point load or discontinuous shearline force (Ibs) Loads Shown: W; Forces: W + 1.0D. 6 of 22 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS WoodWorks® Shearwalls 8.21 Project Information COMPANY AND PROJECT INFORMATION Jun. 24, 2010 11:02:23 GIG HARBOR, WA 98335 (253) 857-7055 Company Project HODGE ENGINEERING 85 MPH 2615 JAHN AVE NE SUITE E-5 EXPOSURE B SEISMIC CATEGORY D DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2006 ASCE 7-05 All heights ASCE 7-05 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C&C Panels 0.70 Seismic Wind Seismic 1.40 1.60 1.00 Wind 1.00 1.00 Nail Withdrawal Modification Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F <=19% <=19% 4.00 3.50 Maximum Height-to-width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 = = - = = Ignore non-wood-panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads Never Never Drag struts Applied loads Shearwall Relative Rigidity: Designed capacity using flexible distribution Design Shearwall Force/Length: Same for all walls Case 2 rigid diaphragm load distribution: 75% loads, torsional moment SITE INFORMATION IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Wind Seismic ASCE 7-05 general analytic method for all bldgs ASCE 7-05 equivalent lateral force procedure Design Wind Speed 85mph Structure Type Regular Exposure Exposure B Design Category D Enclosure Enclosed Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length $1: 0.480g Ss: 1.310g - = = Fundamental Period E-W N-S Site Location: - T Used 0.166s 0.166s - Approximate Ta 0.166s 0.166s - Maximum T 0.199s 0.199s Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.52 7 of 22 WoodWorks® Shearwalls LATERAL ANALYSIS = Jun. 24, 2010 11:02:23 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev [ft] Depth [in] Height [ft] Ceiling 19.50 0.0 Level 2 11.50 10.0 8.00 Level 1 3.00 10.0 8.00 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft] Face Type Slope Overhang [ft] Block 1 2 Story N-S Ridge Location X,Y = 0.00 7.00 North Gable 90.0 1.00 Extent X,Y = 16.50 28.00 South Gable 90.0 1.00 Ridge X Location, Offset 8.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 24.50 4.50 West Side 30.0 1.00 Block 2 1 Story E-W Ridge Location X,Y = 16.50 9.00 North Side 300 1.00 Extent X,Y = 21.00 18.50 South Side 30.0 1.00 Ridge Y Location, Offset 18.00 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 17.00 5.50 West Joined 90.0 1.00 Block 3 1 Story E-W Ridge Location X,Y = 37.00 9.00 North Side 30.0 1.00 Extent X,Y = 5.00 14.00 South Side 30.0 1.00 Ridge Y Location, Offset 16.00 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 15.50 4.00 West Joined 90.0 1.00 Block 4 1 Story N-S Ridge Location X,Y = 17.00 2.00 North Joined 150.0 1.00 Extent X,Y = 11.50 7.00 South Gable 90.0 1.00 Ridge X Location, Offset 22.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 15.00 3.00 West Side 30.0 1.00 8 of 22 WoodWorks® Shearwalls LATERAL ANALYSIS = Jun. 24, 2010 11:02:23 MATERIALS by WALL GROUP Wall Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply Grp _ Surf Material Thick Orient | Size Type Edg _Fid | Blkg Species G Spc | Notes z Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem-Fir 0.43 16 1,3 2 Ext Struct Shthg 7/16 Vert 8d Nail 3 12 yes Hem-Fir 0.43 16 1,2;3 3 Ext Struct Shthg 7/16 Vert 8d Nail 4 12 yes Hem-Fir 0.43 16 1p Zid Legend: Grp - Wall Design Group; Surf - Exterior or interior surface of exterior wall; Spcg - Edge or field nail spacing; Blkg - Blocked; G - Specific gravity; Spc - Wall stud spacing 9 of 22 WoodWorks® Shearwalls LATERAL ANALYSIS — Jun. 24, 2010 11:02:23 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) X [ft] Start End [ft] Wind Seismic _| [ft] Line 1 Level 2 Line 1 Seg dL. 0.00 8.00 34.50 26.50 19 325 19.25 8.00 Wall 1-1 Seg 1 0.00 8.00 34.50 26.50 19.25 19.25 - Opening 1 - - 14.25 16.25 2.00 - - 8.00 Opening 2 - - 21.25 23\.25 2.00 - - 8.00 Opening 3 - - 31.25 33.25 2.00 - - 8.00 Level 1 Line 1 Seg 1 0.00 8.00 34.50 26.50 20.00 20.00 8.00 Wall 1-1 Seg 1 0.00 8.00 34.50 26.50 20.00 20.00 - Opening 1 - - 13.50 15.50 2.00 - - 8.00 Opening 2 - - 25...20 27.25 2.00 a - 8.00 Opening 3 - - 32.00 34.00 2.00 - - 8.00 Line 2 Level 1 Line 2 NSW 8.50 6.00 8.00 2.00 0.00 0.00 8.00 Wall 2-1 NSW 8.50 6.00 8.00 2.00 0.00 0.00 = Line 3 Level 2 Line 3 Seg d; 16.00 8.00 34.50 26.50 4.00 4.00 8.00 Wall 3-2 Seg 1 16.00 27.00 34.50 7.50 4.00 4.00 - Opening 1 - = 31.00 33.00 2.00 = = 8.00 Wall 3-1 NSW 16.00 8.00 27.00 19.00 19.00 19.00 - Level 1 Line 3 Seg 3 16.50 2.00 34.50 32.50 11.50 11.50 8.00 Wall 3-2 Seg 3 16.00 27.00 34.50 7.50 7.50 7.50 Wall 3-1 Seg 3 17.00 2.00 6.00 4.00 4.00 4.00 - Line 4 Level 1 Line 4 Seg 3 28.00 2.00 27.00 25.00 7.00 7.00 8.00 Wall 4-1 Seg 3 28.00 2.00 9.00 7.00 7.00 7.00 - Line 5 Level 1 Line 5 Seg 2 37.50 9.00 27.00 18.00 4.00 4.00 8.00 Wall 5-1 Seg 2 37.50 23.00 27.00 4.00 4.00 4.00 - Line 6 Level 1 Line 6 NSW 42.00 9.00 23.00 14.00 0.00 0.00 8.00 Wall 6-1 NSW 42.00 9.00 23.00 14.00 14.00 14.00 - East-west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) Y [ft] Start End [ft] Wind Seismic _| [ft] Line A Level 1 Line A Seg 2 2.00 17.00 28.00 11.00 7.50 7.50 8.00 Wall A-1 Seg i 2.00 17200 28.00 11.00 7.50 7.50 = Opening 1 - - 21;..00 24.50 3.50 = = 8.00 Line B Level 2 Line B Seg a 8.00 0.00 16.00 16.00 13.50 13.50 8.00 Wall B-1 Seg 1 8.00 0.00 16.00 16.00 13:50 13.50 i Opening 1 - - 6.00 8:50 2.50 - - 8.00 Level 1 Line B Seg ui 8.00 0.00 42.00 42.00 t7.50 17.50 8.00 Wall B-2 Seg 1 6.00 8.50 17.00 8.50 5.50 5./50 = Opening 1 - - 11.00 14.00 3.00 - - 8.00 Wall B-1 Seg al 8.00 0.00 8.50 8.50 5.00 5.00 ‘= Opening 1 - - 1«50 3.50 2.00 - ad 8.00 Wall B-3 Seg 1 9.00 28.00 42.00 14.00 7.00 7.00 - Opening 1 - = 35.00 37.50 2.50 od - 8.00 Opening 2 = = 39.00 42.00 3.00 - - 8.00 Line C Level 1 Line C Seg 2 27.00 0.00 37.50 37.50 6.00 6.00 8.00 Wall C-1 Seg 2 27.00 16.00 37.50 21.50 6.00 6.00 = Opening 1 - - 19.00 24.00 5.00 - - 8.00 Opening 2 a - 27.00 37.00 10.00 - - 8.00 Wall C-2 NSW 23.00 37.50 42.00 4.50 4.50 4.50 > Line D Level 2 WoodWorks® Shearwalls LATERAL ANALYSIS Jun. 24, 2010 11:02:23 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Line D Seg 1 34.50 0.00 16.00 16.00 10.50 10.50 8.00 Wall D-1 Seg 1 34.50 0.00 16.00 16.00 10..50 10.50 - Opening 1 - - 5.50 11.00 5.50 - - 8.00 Level 1 Line D Seg 1 34.50 0.00 16.00 16.00 8.00 8.00 8.00 Wall D-1 Seg Ae 34.50 0.00 16.00 16.00 8.00 8.00 - Opening 1 - - 4.00 12.00 8.00 - - 8.00 Legend: Type - Seg = segmented, prf = perforated, NSW = non-shearwall; Location - dimension perp. to wall; FHS - length of full-height sheathing; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 11 of 22 WoodWorks® Shearwalls LATERAL ANALYSIS Jun. 24, 2010 11:02:23 Flexible Diaphragm Wind Design SHEAR RESULTS North-South WwW For Shear Force [plf] Allowable Shear [pif] Crit. Shearlines Gp Dir Ld. Case V [Ibs] vmax VIFHS Int Ext Co C_iTotal V [Ibs] Resp. Line 1 Level 2 Ln1, Lev2 1 Both 1 490 - 25.5 339 1.00 Ss 339 6517 0.08 Level 1 Ln1, Levl 1 Both 1 2341 - 117.0 339 1.00 Ss 339 6770 0.35 Line 3 Level 2 Ln3, Lev2 it Both 1 496 - 124.1 339 1.00 Ss 339 1354 0.37 Level 1 Ln3, Levl 3 S->N 1 3836 - 333.5 495 1.00 Ss 495 5690 0.67 3 N->S 1 3816 - 331.9 495 1.00 §s 495 5690 0.67 Wall 3-2 3 S->N 1 2502 333.5 333.5 495 1.00 495 3711 0.67 3 N->s 1 2489 331.9 331.9 495 1.00 495 3711 0.67 Wall 3-1 3 S->N 1 1334 333.5 333.5 495 1.00 495 1979 0.67 3 N->s 1 1327 331.9 331.9 495 1.00 495 1979 0.67 Line 4 Ln4, Levl 3 S->N 1 2683 883.3 383'.3 495 1.00 Ss 495 3463 0.77 3 N->S 1 2660 380.1 380.1 495 1.00 Ss 495 3463 0.77 Line 5 Ln5, Levl 2 Both 1 2348 586.9 586.9 638 1.00 §S 638 2552 0.92 East-West WwW For Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Ld. Case V [Ibs] vmax VIFHS Int Ext Co C_iTotal V [Ibs] Resp. Line A Level 1 LnA, Levl 1: W->E 1, 722 96.2 96.2 339 1.00 S$ 339 2539 0.28 ul E->W 1 718 95.8 95.8 339 1.00 § 339 2539 0.28 Line B Level 2 LnB, Lev2 1 Both BE 1347 - 99.7 339 1.00 S 339 4570 0.29 Level 1 LnB, Levl 1 W->E 1 4539 = 259.4 339 1.00 S 339 5924 0.77 al E->W L 4591 _ 262.3 339 1.00 S 339 5924 0.77 Wall B-2 1 W->E ul 1427 259.4 259.4 339 1.00 339 1862 0.77 1 E->W 1 1443 262.3 262.3 339 1.00 339 1862 0.77 Wall B-1 1 W->E 1 1297 259.4 259.4 339 1.00 339 1693 0,77 1 E->W i 1312 262.3 262.3 339 1.00 339 1693 0.77 Wall B-3 1 W->E 1 1816 259.4 259.4 339 1.00 339 2370 0.77 1 E->W 1 1836 262.3 262.3 339 1.00 339 2370 0.77 Line C Lnc, Levl 2 W->E Al 3286 - 547.6 638 1.00 S 638 3828 0.86 2 E->W 1 3327 = 554,5 638 1.00 S$ 638 3828 0.87 Line D Level 2 LnD, Lev2 1 Both 1 1281 7 122.0 339 1.00 S 339 3554 0.36 Level 1 LnD, Levl 1 W->E 7 2155 - 269.4 339 1.00 S$ 339 2708 0.80 A: E->W 1 2151 — 268.9 339 1.00 S 339 2708 0.79 Legend: W Grp - Wall group as listed in Materials table; For Dir - Direction of wind force along shearline; Ld. case - Critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T = Transverse, L = Longitudinal, all other results are for this load case; V - Factored shear force applied to entire line and amount taken by each wall; vmax - Base shear V/FHS/Co = Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-6, and IBC eqn. 23-4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS* - Design shear force = factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total” - Combined unit shear capacity inc. perforation factor; V- Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp/FHS/Vcap = design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design. Vmax shown is V/FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 12 of 22 WoodWorks® Shearwalls LATERAL ANALYSIS Jun. 24, 2010 11:02:23 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Building Area Story Shear [Ibs] Reliability Factor p Mass [Ibs] [sq.ft] E-W N-S E-W N-S Level 2 11541 424 2279 2279 = - Level 1 23715 969 2458 2458 i = Structure 35256 - 4737 4737 1.00 1.00 Notes: Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.87; Ev = 0.175 D unfactored; 0.122 D factored; total dead load factor: 0.6 - 0.122 = 0.478 tension, 1.0 + 0.122 = 1.122 compression. SHEAR RESULTS North-South WwW For H/W Fact. Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax VIFHS Int Ext Co C_ Total V [Ibs] Resp. Line 1 Level 2 Lnl, Lev2 1 | Both 1.0 1.0 791 - 41.1 242 1.00 S§ 242 4655 0.17 Level 1 Lnl, Levl 1 Both 1.0 1.0 1122 - 56.1 242 1.00 S§ 242 4836 0.23 Line 3 Level 2 Ln3, Lev2 1 Both 1.0 1.0 805 - 201.1 242 1.00 S§ 242 967 0.83 Level 1 Ln3, Levl 3 Both 1.0 1.0 1359 = 118.2 353 1.00 S $53 4064 0.33 Wall 3-2 3 | Both 1.0 1.0 887 118.2 118.2 353. 1.00 353 2651 0.33 Wall 3-1 3 Both 1.0 1.0 473 118.2 118.2 353. 1.00 353 1414 0.33 Line 4 Ln4, Levl 3 Both 1.0 1.0 441 63.0 63.0 353 1.00 § 353 2474 0.18 Line 5 Ln5, Levl 2 Both 1.0 1.0 394 98.4 98.4 456 1.00 § 456 1823 0.22 East-West WwW For H/W Fact. Shear Force [pif] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax V/FHS Int Ext Co C_ Total V [Ibs] Resp. Line A Level 1 LnA, Levl i Both 1.0 .87 122 16.3 16.3 212 1.00 S 212 1708 0.08 Line B Level 2 LnB, Lev2 1 Both LO 10 817 - 60.5 242 1.00 S 242 3264 0.25 Level 1 LnB, Levl 1 Both 1.0 63 1572 = 89.8 151 1.00 S 151 3823 0.59 Wall B-2 : Both 1.0 63 494 89.8 89.8 151 1.00 151 922 0.59 Wall B-1 al Both 1.0 1.0 449 89.8 89.8 242 1.00 242 1209 0.37 Wall B-3 1 Both 1.0 1.,.0 629 89.8 89.8 242 1.00 242 1693 0.37 Line C Lnc, Levl 2 Both 1.0 275 698 - 116.3 342 1.00 S 342 2051 0.34 Line D Level 2 LnD, Lev2 1 Both 1.0 1.0 779 = T4e2 242 1.00 S 242 2539 0.31 Level 1 LnD, Levl 1 | Both 1.0 1.0 924 - 115.5 242 1.00 § 242 1934 0.48 Legend: W Grp - Wall group as listed in Materials table; For Dir - force direction, always "both" ; HW factor - Factor due to shearwall height-to-width ratio for interior and exterior wall sheathing; V - Factored shear force applied to entire line and amount taken by each wall; vmax - Base shear V/FHS/Co = Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4. 3-6, and IBC eqn. 23-4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS* - Design shear force = factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total® - Combined unit shear capacity inc. perforation factor and H/W factor; V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp/FHS/Vcap = design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design. Vmax shown is V/FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 13 of 22 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN SOLARIUM LATERAL.wsw WoodWorks® Shearwalls 8.21 June 24, 2010 11:06:42 Level 1 of 1 22'6" 20.0 ~ 48.9 48.9 ~ 20.0 20° 17'6" —s =F: 2 =< — ome atl t74 ea G 2 15' —— Sa “ <neneniseneianenel B-1 <2 |} ______ | % 1680 % Oo Xe) ee 3 e aS finns No nr cirenecmanccapeD! 6" |+—______—_—_——_a>- | —— SE ce ——— cee |}—____ > > |/_-—__—_—____>- Be 10! -———_______>- t t —_ -——_——_—__———_> S S ——_————_ ————_ 5 os C] SR ee = |= 12 <= 1 q ———_|_— 76" ent oO oO 6 J 3 Cs) _—_____ | (e) Oo — | —» 2— | > Sea |-________}j=. os pe iy J—_________ rs _——— g g SS fe % © —_————_—_—_ |}—______——j= wee }—_____—_—_> a > 4 A-1 i > wo ~q cece ce = wa ere eee nee: 1 J 0' —- C&C 141/174 ——-h -2' 6" -5' 20.0 ~ 48.9 48.9 ~ 20.0 -7'6" -2'6" 0’ 2'6" 5' 7'6" 10' 12'6" 15' 17'6" 20' 22'6" 25' — _ Factored shearline force (Ibs) ttt! Unfactored applied shear load (pif) a Factored holddown force (Ibs) @H®) Unfactored dead load (plf,lbs) ©C Compression force exists ©-© _ Uplift wind load (plf,lbs) a Vertical element required —| Applied point load or discontinuous shearline force (lbs) Loads Shown: W; Forces: W + 1.0D. 14 of 22 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 8.21 SOLARIUM LATERAL Project Information COMPANY AND PROJECT INFORMATION Jun. 24, 2010 11:25:25 Company Project HODGE ENGINEERING 85 MPH 2615 JAHN AVE NE SUITE E-5 EXPOSURE B GIG HARBOR, WA 98335 SEISMIC CATEGORY D (253) 857-7055 DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2006 ASCE 7-05 All heights ASCE 7-05 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C&C Panels 0.70 Seismic Wind Seismic 1.40 1.60 1.00 Wind 1.00 1.00 Nail Withdrawal Modification Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F <=19% <=19% 4.00 7 Maximum Height-to-width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - = ai = Ignore non-wood-panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads Never Never Drag struts Applied loads Shearwall Relative Rigidity: Designed capacity using flexible distribution Design Shearwall Force/Length: Same for all walls Case 2 rigid diaphragm load distribution: 75% loads, torsional moment SITE INFORMATION IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Wind Seismic ASCE 7-05 general analytic method for all bldgs ASCE 7-05 equivalent lateral force procedure Design Wind Speed 85mph Structure Type Regular Exposure Exposure B Design Category D Enclosure Enclosed Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length $1: 0.477g Ss: 1.308g - = = Fundamental Period E-W N-S Site Location: - T Used 0.095s 0.095s = Approximate Ta 0.095s 0.095s - Maximum T 0.114s 0.114s Response Factor R 6.50 6.50 Fa: 1.00 Fy: 1.52 15 of 22 WoodWorks® Shearwalls SOLARIUM LATERAL = Jun. 24, 2010 11:25:25 STORY INFORMATION Structural Data Story Floor/Ceiling Wall Elev [ft] Depth [in] Height [ft] Ceiling 11.00 0.0 Level 1 3.00 10.0 8.00 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft] Face Type Slope Overhang [ft] Block 1 1 Story N-S Ridge Location X,Y = 0.00 0.00 North Gable 90.0 1.00 Extent X,Y = 20.00 15.00 South Gable 90.0 1.00 Ridge X Location, Offset 10.00 0.00 East Side 30.0 1.00 Ridge Elevation, Height 16.50 6.00 West Side 30.0 1.00 16 of 22 WoodWorks® Shearwalls SOLARIUM LATERAL Jun. 24, 2010 11:25:25 MATERIALS by WALL GROUP Wall Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply Grp __ Surf Material Thick _Orient | Size Type Edg _Fid | Blkg Species G Spc | Notes 1 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem-Fir 0.43 16 Ly 3 Legend: Grp - Wall Design Group; Surf - Exterior or interior surface of exterior wall; Spcg - Edge or field nail spacing; Bikg - Blocked; G - Specific gravity; Spc - Wall stud spacing Notes: 1. Capacity has been reduced according to IBC specific gravity adjustment. 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. 17 of 22 WoodWorks® Shearwalls SOLARIUM LATERAL Jun. 24, 2010 11:25:25 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) X [ft] Start End [ft] Wind Seismic _| [ft] Line 1 Level 1 Line 1 Seg 1 0.00 0.00 15.00 15.00 3.00 3.00 8.00 Wall 1-1 Seg 1 0.00 0.00 15.00 15.00 3.00 3.00 = Opening 1 = = 0.00 12.00 12.00 = = 8.00 Line 2 Level 1 Line 2 Seg A 20.00 0.00 15.00 15.00 3.00 3.00 8.00 Wall 2-1 Seg 1 20.00 0.00 15.00 15.00 3.00 3.00 = Opening 1 = = 0.00 12.00 12.00 = = 8.00 East-west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) Y [ft] Start End [ft] Wind Seismic | [ft] Line A Level 1 Line A NSW 0.00 0.00 20.00 20.00 0.00 0.00 8.00 Wall A-1 NSW 0.00 0.00 20.00 20.00 20.00 20.00 = Line B Level 1 Line B Seg I 15.00 0.00 20.00 20.00 6.00 6.00 8.00 Wall B-1 Seg 1 15.00 0.00 20.00 20.00 6.00 6.00 = Opening 1 - - 3:00 17.00 14.00 - - 8.00 Legend: Type - Seg = segmented, prf = perforated, NSW = non-shearwall; Location - dimension perp. to wall; FHS - length of full-height sheathing; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 18 of 22 WoodWorks® Shearwalls SOLARIUM LATERAL = Jun. 24, 2010 11:25:25 Flexible Diaphragm Wind Design SHEAR RESULTS North-South Ww For Shear Force [plf] Allowable Shear [pif] Crit. Shearlines Gp Dir Ld. Case V [lbs] vmax VIFHS Int Ext Co C_ Total V [Ibs] Resp. Line 1 Level 1 Lnl, Levl 1 | Both 1 689 229.6 229.6 339 1.00 § 339 1016 0.68 Line 2 Ln2, Levl 1 | Both 1 689 229.6 229.6 339 1.00 § 339 1016 0.68 East-West WwW For Shear Force [plf] Allowable Shear [pif] Crit. Shearlines Gp Dir Ld. Case V [Ibs] vmax V/FHS Int Ext Co C__ Total V [Ibs] Resp. Line B Level 1 LnB, Levl 1 Both i 1680 279.9 279.9 339 1.00 S 339 2031 0.83 Legend: W Grp - Wall group as listed in Materials table; For Dir - Direction of wind force along shearline; Ld. case - Critical load case: ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T = Transverse, L = Longitudinal, all other results are for this load case; V - Factored shear force applied to entire line and amount taken by each wall; vmax - Base shear V/FHS/Co = Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS egn. 4.3-6, and IBC eqn. 23-4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS* - Design shear force = factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co*- Perforation factor; C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor; V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp/FHS/Vcap = design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design. Vmax shown is V/FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 19 of 22 WoodWorks® Shearwalls SOLARIUM LATERAL = Jun. 24, 2010 11:25:25 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Building Area Story Shear [Ibs] Reliability Factor p Mass [Ibs] [sq.ft] E-W N-S E-W N-S Level 1 8852 300 1187 1187 = = Structure 8852 = 1187 1187 1.330 1.30 Notes: Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.87; Ev = 0.174 D unfactored; 0.122 D factored; total dead load factor: 0.6 - 0.122 = 0.478 tension, 1.0 + 0.122 = 1.122 compression. SHEAR RESULTS North-South Ww For H/W Fact. Shear Force [plf] Allowable Shear [pif] Crit. Shearlines Gp Dir Int Ext V [Ibs] vmax V/FHS Int Ext Co C_ Total V [Ibs] Resp. Line 1 Level 1 Lnl, Levl 1 | Both 1.0 .75 540 180.1 180.1 181 1.00 § 181 544 0.99 Line 2 Ln2, Levl 1 | Both 1.0. .75 540 180.1 180.1 181 1.00 s 181 544 0.99 East-West WwW For H/W Fact. Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [Ibs] vmax V/IFHS Int Ext Co C_ Total V [Ibs] Resp. Line B Level 1 LnB, Levl 1 Both 1.0 «18 1081 180.1 180.1 181 1.00 S$ 181 1088 0.99 Legend: W Grp - Wall group as listed in Materials table; For Dir - force direction, always "both" ; H/W factor - Factor due to shearwall height-to-width ratio for interior and exterior wall sheathing; V - Factored shear force applied to entire line and amount taken by each wall; vmax - Base shear V/FHS/Co = Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-6, and IBC eqn. 23-4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS* - Design shear force = factored shear force per unit full height sheathing, Int* - Unit shear capacity of interior sheathing; Ext* - Unit shear capacity of exterior sheathing Co* - Perforation factor; C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest; Total* - Combined unit shear capacity inc. perforation factor and H/W factor; V - Combined shear capacity of wall or total capacity of shearline ; Crit Resp* - Critical response = Vapp/FHS/Vcap = design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design. Vmax shown is V/FHS divided by perforation factor Co; it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 20 of 22 Hodge Engineering, Inc. Title: Job # 2615 Jahn Ave NW Dsgnr. fe) OG Suite E-5 Project Desc.: Gig Harbor, WA 98335 Project Notes : engineering&a®@ inc. 253-857-7055 a an John@HodgeEngineering.com Pole Footing Embedded in Soil Lic. # : KW-06007122 ae Description : QED Sunroom ENERCALC, INC. 1983-2008, Ver: 6.0.21, N:42801 ~ License Owner.: HODGE ENGINEERING INC General Information Code References: 2006 IBC 1805.7.2, 1997 UBC 1806.8.2.1 Pole Footing Shape Rectangular Footing Width............645 24.0 in —n Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive......... 0.0. ees 250.0 pet Max Passive ....... 0. cece e eee 1,500.0 psf Controlling Values Governing Load Combination: +0+0.70E+H Lateral Load 0.5880 k Moment §,292 k-ft Restraint @ Ground Surface Pressure at Depth Actual 792.89 psf Allowable 792.89 psf Surface Retraint Force 2,675.70 Ibs Minimum Required Depth 3280. fh ‘s Footing Base Area 4.0 f'2 Maximum Soil Pressure 0.0 ksf ASS ues (ACESS Spiae Applied Loads __ Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load OD: Dead Load 0.0 k 0.0 kt 0.0 k-ft 0.0 k Lr: Roof Live 0.0 k 0.0 k/ft 0.0 k-ft 0.0 k L: Live 0.0 k 0.0 kf 0.0 k-ft 0.0 k $: Snow 0.0 k 0.0 kt 0.0 k-ft 0.0 k W: Wind 0.0 k 0.0 Wf 0.0 k-ft 0.0 k E : Earthquake 0.840 k 0.0 Kft 0.0 k-ft 0.0 k H: Lateral Earth 0.0 k 0.0 Kft 0.0 k-ft 0.0 k Load distance above Base 9.0 ft TOP of Load above ground 0.0 ft BOTTOM of Load above ground 0.0 ft Ke bi esul [ Tee a rare a: "aa *-Epran GIGS Surface” = ar ~~ Requited ~ stouiina toate: Moments (8 ___ Depth (0) +D+L+H 0.0 0.0 0.13 +D+Lr+H 0.0 0.0 0.13 +0+0.70E+H 0.6 §.3 3.25 +0+0.750Lr+0,750L+0.5250E+H 0.4 4.0 3.00 +D+0.750L+0.750S+0.5250E+H 0.4 40 3.00 +0.60D+0.70E+H 0.6 5.3 3.25 21 of 22 fe Hodge use only > H o> dge Date of Request Support # engineering inc. Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253-857-7599 Client Request for Engineering Support Client Information *Company: QED *Phone: *Contact: Fax: *Hodge Engineering Proj #: 10.290 Mobile: Architect / Plan # Email Address: *Site Address: Items with (*) are required. Project Information Description of Problem: Mailing Address: Form of Payment [ |Credit Card - Letter by Fax and/or Hard Copy By Mail [_ Pick Up - C.0.D. Billing Address: | authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): 2601 Jahn Ave NW Suite A1 Gig Harbor, WA 98335 Tel: 253-857-7055 Fax: 253-857-7599 www.hodgeengineering.com City of Port Townsend TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements Fo a CRT +») YARD SETBACKS 50’ = barns and agricultural buildings, and 100’ if abutting a R-II, R-III, or R-IV zoning district 100° = buildings barns and agricultural no setback for multifamily structures located within 200 feet of an abutting mixed use zoning district DISTRICT R-I R-II R-IV MAXIMUM HOUSING 4 dwelling units (Multiple 8 dwelling-units-(Muitiple 16 units per 40,000 sf 24 units per 40,000 sf DENSITY (units per dwelling units on a single lot | dwelling units on a single lot of lot area of lot area 40,000 square foot area) must be contained within a must be contained within a single structure, except: a single structure, except: a permitted accessory dwelling | permitted accessory dwelling unit (ADU) may be unit (ADU) may be established in a separate established in a separate building if allowed by building if allowed by 17.16.020 PTMC) 17.16.020 PTMC) (10,000 sf of lot area per unit) | (5,000 sf of lot area per unit) MINIMUM AVERAGE 10 units where a parcel 15 units HOUSING DENSITY and/or contiguous parcels (units per 40,000 square under single ownership foot area) are 12,000 square-feet in size or greater MAXIMUM NUMBER 4 (Note: limited structures 4 (Note: limited structures No limit No limit OF DWELLING UNITS with more than 4 dwellings with more than 4 dwellings IN ANY ONE per structure may be permitted per structure may be STRUCTURE through the PUD process, see | permitted through the PUD Chapter 17.32 PTMC.) process, see Chapter 17.32 PTMC.) MINIMUM LOT SIZE 10,000 sf = single-family 5,000 sf = single-family 3,000 sq ft = single-family detached detached detached; 5,000 sf = single-family attached (duplex); 7,500 sf = single-family attached (triplex); and 10,000 sf= single-family attached (fourplex) and multi- family’ MINIMUM LOT 50’ 50’ 30’ except: 100’= WIDTH multifamily MINIMUM FRONT 20’ except: 10’ except 20 feet for 20’ except: 20’ except; YARD SETBACKS 50’= barns and agricultural garages with vehicle access 10’ w/side or rear 10’ w/side or rear buildings facing a street right-of-way parking/garages; garages parking; no setback for and 50’=barns and with vehicle access facing multifamily structures agricultural buildings a street right-of-way must located within 200 feet be setback 20’; no setback | of an abutting mixed use for multifamily structures zoning district located within 200 feet of an abutting mixed use zoning district MINIMUM REAR 20’ except: 10’ except: 10’ except: 15’ except: 20’ if directly abutting an R-I or R-II district; no setback for multifamily structures located within 200 feet of an abutting mixed use zoning district See Back of This Page For More "In order to achieve the minimum density, subdivision of parcels 12,000 square feet or greater shall not allow individual lots larger than 4,000 square-feet unless said lots are reserved for multi- -family dwellings. P:\DSD\Forms\Building Forms\Information-Table 17.16.030 Res Zoning Districts.doc Page 1 of 2. 05/15/09 City of Port Townsend TABLE 17.16.030 Residential Zoning Districts - Bulk, Dimensional and Density Requirements DISTRICT R-I R-II R-II R-IV MINIMUM SIDE 5° except: 5” except: 5’ except: 15” except: YARD SETBACKS 10’= abutting a street r-o-w; 10’= abutting a street r-o-w; 10’= along a street r-o-w; 20’ if directly abutting 20 feet for garages with 20 feet for garages with 20 feet for garages with an R-1 or vehicle access facing a street | vehicle access facing a street vehicle access facing a R-II district; no setback right-of-way and 50’ barns right-of-way and 100’= street right-of-way and no for multifamily and agricultural buildings and barns and agricultural setback for multifamily structures located within 100’ if abutting a R-II, R-III, buildings structures located within 200 feet of an abutting or R-IV zoning district 200 feet of an abutting mixed use zoning district mixed use zoning district MAXIMUM 30’ 30’ 3. 35” BUILDING HEIGHT MAXIMUM LOT 25% 35% except 40% where an 45% 50% COVERAGE ADU is included on the lot MAXIMUM FENCE Front=4’; Side=8’; Side Front=4’; Side=8’; Side Front=4’; Side=8’; Side Front=4’;Side=8’; HEIGHT* abutting a public right-of-way abutting a public right-of- abutting a public right-of- Side abutting a public =4’; rear=8’ way = 4’; rear=8’ way =4’; rear=8’ right-of-way =4’; rear=8’ e NOTE: Maximum fence heights apply within any required front, side, or rear setback area or along the edge of any required yard; refer to Chapter 17.68 PTMC, Fences, Walls, Arbors, and Hedges for specific requirements. (Ord. 2967 9 4.2.2008; Ord. 2939 > 1,2, 2007; Ord. 2913 > 2, 2005; Ord. 2925 a 4, 2003; Ord. 2782 > 4, 2001; Ord. 2716 9 4.3, 1999; Ord. 2700 9 11, 1999; Ord. 2571 > 2, 1997). P:\DSD\Forms\Building Forms\Information-Table 17.16.030 Res Zoning Districts.doc Page 2 of 2 05/15/09 PR O J E C T DA T A C + ; IM P E R V I O U S SU R F A C E AR E A PR O J E C T NA M E 29 T H ST R E E T HO U S E AN D AD U A i OA Z [ 9C O N V O R S RO O F P R I N T OR AR E A ep e e ib i d By ee Li e pp l e xk k ho l e s HO U S E RO O F 12 1 8 SF TA X PA R C E L 95 7 9 0 1 9 8 1 LO T A B L K ] 3 , HA S T I N G S 3R D AD D I T I O N AD U RO O F 81 5 SF \ OW N E R DU K E RH O D E S , 63 0 CA S S ST , PO R T TO W N S E N D , WA 98 3 6 8 36 0 . 3 0 1 . 2 8 0 2 TO T A L 20 3 3 SF BU I L D E R QE D BU I L D E R S LO T AR E A S6 0 0 SE i DE S I G N E R RI C K ER I C K S O N DE S I G N L. L . C . , 34 2 2 CO P P E R ST . PO R T TO W N S E N D WA 98 3 6 8 36 0 . 6 4 3 . 1 6 1 7 CO V E R A G E 31 % X\ . 48 . 0 " De n t e : we 2 SU R V E Y MA R K E R =m um =a == =o ae =a SU R V E Y MA R K E R , eS 0. 0 " | 3 4 1 n i Ed De ee A ee eS a fm m mf mm m mm el Ri m m e r S| Pe m a me m e n en w aw a ou n am e er i c Aa , Ne o w e e a a e a e a e + eg ' ! 7 Ww 1 i pe e ’ f i * I t 1 : ¥ | 10 ' - 0 " o k 5 a ¢ VW ) : J HO U S E 12 3 0 SF 3 a: F SL A B EL E V . 9. 0 16 So ea \ 13 1 ay \ A aS | LX . gs <s | +2 fe ) ag Ss | Fe ° a se e n OO I8 C Q ) - — = = = = 4 h - = ee ee ee + / ni t =, . ) La ] Po EN | ! LY = ' i 10 ' - o " ! Da l > Cy ( Pa 17 Mi i a a ~ LE a. 3 er a a De aa ee e re t e ce a ae s f. ! oS Ls 1 AD U 67 2 BF - | qq : SL A B EL B V . 6. 0 " . : [) E C d | V E & ~f : 7 ! j H oe A HO U S E FT G EL E V . 30 . 0 " H eo ? ii l 36 - 0 " i \ JU N BO M9 e— 7 1 ! 1 : 1 i ' : CI T Y OF PO R T TO W N S E N D ™ A ao qs d 1 1 ra " bs Se i = | 7b > 4 / 5 t 1 = 530" = = oad N © yas M 42 . 0 11 . 0 " 48 SU R V E Y MA R K E R a am aw es ae aa an an an a =m ae aa an an Ll Ra an au aa am = an we LA 10 0 . 0 0 ' * c a d W 4 8 - C F I L E C O P Y Deve;,opment Services DSp ial Ht | 250 Madison Street, Suite 3. t Lita 1 Port Townsend WA 98368 | i Phone: 360-379-5095 [oe Fax: 360-344-4619 CITY OF PORT TOWNSEND www.cityofpt.us it Application Project Address: Legal Description (or Po Office Use Only Neat aie Addition: - Pro £7 Permit # BLD@g40— 134 Zoning: Ail Block:_] 2 Associated ig _ Z£& MAPLO ~ Parcel # 9 9q/-F OB setts) ee Project Description: : roject Description GK oe, DK, , shebwatensee 7 / oad » Applications by mail must include a check for initial plan review fee of $150 for projects valued over $15,000. See Page 2 for details on plan submittal requirements. Property Owner/Applicant, = Name: Duke re ales RL) caoles Tne v Address: ESO Case ef City/Suzip. CT by FETEX 360 30/ APOR Phone: Email: upc | hoa oes © hana! | Lender Information: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: Sok Evnam CL Project Valuation: $ /7O OOD Contact/Representative: Name: zh onde) Address: City/SU/Zip: Phone: Email: Building Information (square feet): 1" floor /O9Fa Garage:6 7A 2" floor Deck(s): 3” floor Porch (es): Basement: is it finished? Yes No Carport: Other: Manufactured Home [) ADU New Addition{] | Remodel/Repair 0 Heat Type: Electric x Heat Pump Contractor: O Same as Owner Name: CE Pp: Ay Jott << 7 Address: Smwmo at a howe City/St/Zip: Phone: Email: State License # DED BU ) 43D] Exp: yl 0) City Business License #: Total Lot Coverage (Building Footprint):* Square feet: GO OOD % 27 To Impervious Surface:* » Lets: Square feet: L716 q *Total existing & proposed What year was the structure built? If work includes demolition, see Page 2. Any known wetlands on the property? Y (N) Any steep slopes (>15%)? Y | hereby certify that the information provided is correct, that | am either the owner or authorized to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name: /7// a 0L2ALS Signature: Leite If wah Date: Jang 24 26070 Page 1 of 2 - 5/14/2009 RESIDENTIAL BUILDING PERMIT APrLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. 0 Residential permit application. 0 Washington State Energy & Ventilation Code forms 0 Two (2) sets of plans with North arrow and scaled, no smaller than %” = 1 foot: 0 A site plan showing: 4 0. Legal description and parcel number (or tax number), Property lines and dimensions Setbacks from all sides of the proposed structure to the property lines in accordance with a pinned boundary line survey On-site parking and driveway with dimensions If creating new impervious surfaces, indicate measures utilized to retain stormwater on-site Street names and any easements or vacations Location and diameter of existing trees Utility lines If applicable, existing or proposed septic system location Delineated critical areas boundaries and buffers 0 Foundation plan: Vw 1 Footings and foundation walls 2. Post and beam sizes and spans 3. Floor joist size and layout 4. Holdowns 5. Foundation venting 0 Floor plan: Room use and dimensions Braced wall panel locations Smoke detector locations Attic access Plumbing and mechanical fixtures Occupancy separation between dwelling and garage (if applicable) Window, skylight, and door locations, including escape windows and safety glazing 0 Wall section: 4 0. Footing size, reinforcement, depth below grade Foundation wall, height, width, reinforcement, anchor bolts, and washers Floor joist size and spacing Wall stud size and spacing Header size and spans Wail sheathing, weather resistant barrier, and siding material Sheet rock and insulation Rafters, ceiling joists, trusses, with blocking and positive connections Ceiling height Roof sheathing, roofing material, roof pitch, attic ventilation 0 Exterior elevations (all four) with existing slope of the land in relation to all proposed structures 0 If architecturally designed, one set of plans must have an original signature 0 If engineered, one set of plans must have one original signature O For new dwelling construction, Street & Utility or Minor Improvement application if you are proposing partial or full demolition of a structure that is at least 50 years old, per Ordinance 2969 Historic Preservation Committee (HPC) review is required. If within the National Historic Landmark district: $58.00 for full committee review. If outside the National Historic Landmark district and not on the Historic Register: no fee for HPC Administrative review. Complete HPC Form. Partial demolition includes exterior demolition for additions and remodels. Page 2 of 2 - 5/14/2009 it fa.) im f {] | , jo yf WW u 1 Parcel Details we Page 2 of 2 http://www.co.jefferson.wa.us/assessors/parcel/parceldetail.asp?PARCEL NO=991403601 6/30/2010 City of Port Townsend Development Services Department 250Madison Street, Suite 3 Port Townsend, WA. 98368 (360)-379-5095: Fax: (360)344-469 Washington State Indoor Air Quality 2006 Residential Construction Checklist for Zone 1 This form is to be completed in addition to prescriptive compliance form or component performance compliance calculations. Please answer the following questions: VENTILATION REQUIREMENTS FOR INDOOR AIR QUALITY: What kind of ventilation will be used throughout the house: ™& Exhaust Option O HVAC Integrated Option If you chose “Exhaust Option,” complete the following: 4) e Where is your whole house fan located (what room, etc.)? Md. P7RRN Bal A e What size is the whole house exhaust fan? See table below: ' V ‘219 der a Get Floor Bedrooms Area, ft2 | 2 or less 3 4 >) 6 ] 8 Min Max Min Max Min Max Min Max Min Max Min Max Min Max < 500 Or gD 65 98 80 120 95) 1485 Os 405 1 ib 2D))) 188 140 210 501 -1000 pps 8: 70 105 85. 328 1009506 91S 738 SO) 195 145. 218 1001-1500 60 90 Us eh be: 90 135 105°) 1582 2 120 = 1862) 7 135: :)-203 1503) :225 1501-2000 65 98 80 120 95 143 1103 163) 33125204882 7 140) 210 15507233 2001-2500 TOs eiOS 85-128 100 150 B52) 732 T3005, 145) 1 208 160 240 2501-3000 LoS ONG, 90: 135 105 158 1203) $802 S135) 2203s) 6 150 225 165 248 3001-3500 30:5.) 220 95°), 143 110 165 125.5 PSS aOR. 20. 155)) 235 £705 255 3501-4000 89.4: 128 100 150 Ey ashe ee 130% 195.7 14502 218 1160): 240 L75)2603 4001-5000 95 143 110 165 125 188 140: DIO 155502337): 70): 255 185 278 5001-6000 105 158 120 180 135/203 150% '225:5° 165-. 2248. 180) ; 270 193: 9295 6001-7000 115 = 173 130 195 145 218 NGO!) 24024753 2263.7 190) 3) 285 205 308 7001-8000 125 188 140 210 155 2 233 1703 255.9 51856-2787) 2001; 300 oa Poy AE! 8001-9000 135 203 P5O1225 165 248 WSO) 270) = 195.7) 293") 210) SiS 225; 1338 >9000 145 218 160 240 175 263 1907 285) 220531 308522011) a0 23542509 *For Residences that exceed 8 bedrooms, increase the minimum requirement listed for 8 bedrooms by an additional 15 CFM per bedroom. The maximum CFM is equal to 1.5 times the minimum. e Fresh Air Inlets are required for this option in each habitable room (includes all bedrooms, kitchen, etc., not bathrooms or utility rooms). What type of fresh air inlet will be installed? 0 Window Port O Wail Port See next page [WU igh — | TYPE OF HEATING: e Electric: O Wall Heater Baseboard Oi Electric Forced Air 0 Boiler e Non-Electric: C) Propane 0) Oil Heat O Heat Pump QO) Boiler VAPOR RETARDERS: Vapor retarders shall be installed toward the warm surface as represented below. Select one option for floors, walls, and appropriate ceilings: e Floors: O Plywood with exterior glue OPoly plastic (greater than or equal to 4 millimeter thick) OBacked batts e Walls: OPoly plastic (greater than or equal to 4 millimeter thick) OFace-stapled, backed batts C)Low-perm paint © Ceilings: OWNot required where ventilation space averages greater than or equal to 12 inches above insulation CiFace-stapled, backed batts OPoly plastic (greater than or equal to 4 millimeter thick) O)Low-perm paint HEAT PUMP EFFICIENCY: As listed in the ARI directory, heat pump efficiency shall be met as follows: OSplit system, air source heat pump: HSPF greater than or equal to 6.8; COP greater than or equal to 3.0 OSingle package, air source heat pump: HSPF greater than or equal to 6.6; COP greater than or equal to 3.0 (1 Water source heat pump: COP greater than or equal to 3.8 OiGround source heat pump: COP greater than or equal to 3.0 CENTRAL COMBUSTION HEATING SYSTEM AFUE: As listed in the GAMA Directory, the central combustion heating system AFUE rating shall be: OGreater than or equal to .78 (Med. Prescriptive Options & Chap 5 Calculation) OGreater than or equal to .74 (low Efficiency Options) OGreater than or equal to .88 (High Efficiency Options) OOther (as per Systems Analysis Qualification) Uil T TOW ) SEND City of Port Townsend Development Services Department Waterman & Katz Building 181 Quincy Street, Suite 301 Port Townsend, WA 98368 (360) 379-3208 Fax: (360) 385-7675 2006 Washington State Ventilation & Indoor Air Quality Code SOURCE SPECIFIC VENTILATION (302.2.1) Required in each kitchen, bathroom, water closet, laundry room, indoor swimming pool, space, and other rooms where excess water vapor or cooking odor is produced. See Table 3.1 for capacity requirements. SOURCE SPECIFIC VENTILATION DUCTS (302.2.3) Shall terminate outside the building. Exhaust ducts in systems designed to operate intermittently shall be equipped with back-draft dampers. All exhaust ducts in unconditioned spaces shall be insulated to a minimum of R-4. Terminal elements shall have at least the equivalent free area of the duct work. Terminal elements for exhaust fan systems shall be screened or otherwise protected from entry by leaves or other material. WHOLE HOUSE VENTILATION SYSTEM REQUIREMENTS (302.3) Each dwelling unit shall be equipped with a whole house ventilation system capable of providing the volume of air specified in Table 3-2 under normal operating conditions. Controls (302.3.2) shall be readily accessible and capable of operating the system without energizing other energy-consuming appliances. Intermittently operated systems shall have the capability for continuous operation, and have a manual and automatic control such.as an automatic control timer. At the final inspection the timer shall be set to operate the whole house fan for at least 8 hours per day. Fan Noise (302.3.3) for whole house fans located 4 feet or less from the interior grille shall have a sone rating of 1.5 or less measured at 0.10 inches water gauge. Remotely mounted fns shall be isolated from the structural elements of the building and attached duct work using insulated flexible duct or other approved material. Exception: systems integrated with forced-air heating systems or heat-recovery ventilation systems are exempt from sone ratings. Ducts (302.3.4) shall terminate outside the building. Exhaust ducts in intermittently operating systems shall be equipped with back-draft dampers. All exhaust ducts in unconditioned spaces and supply ducts in conditioned space shall be insulated to a minimum of R-4. OUTDOOR AIR (302.3.5) Outdoor Air Inlets (302.3.5.2) shall be screened or otherwise protected from entry by leaves or other material. They shall be located so as not to take air from the following areas: a. Closer than 10 feet from an appliance vent outlet, unless such vent outlet is 3 feet above the outdoor air inlet. Where it will pick up objectionable odors, fumes, or flammable vapors. A hazardous or unsanitary location. A room or space having any fuel-burning appliances therein. Closer than 10 feet from a vent opening of a plumbing drainage system unless the vent opening is at least 3 feet above the air inlet. f. Attic, crawl spaces, or garages. oP Pr Ss P:\DSD\Forms\Building Forms\Information-Ventilation.doc 04/16/2009 Page 1 of 1 City of Port Townsend STORMWATER UTILITY IMPERVIOUS SURFACE OWNER: Duke Rhoades - _pate: 7/20 PROPERTY ADDRESS: _|(ZS 2 qin S iteez— IMPERVIOUS SURFACES: 39 yA Z IS 5 square feet : \Bed_permits\f(BUILDING\Impervious Surface frm.doc 11/15/99 7 a me n e Wa t e r 1 in c h = 66 . 7 2 4 7 5 5 fe e t Wa s t e Wa t e r _— St o r m Wa t e r Receipt Number: 12-0 A3 BLD10-134 957901313 Additional Hours $50.00 $50.00 $0.00 BLD10-134 957901313 Additional Hours $50.00 $50.00 $0.00 Total: $100.00 “$ 100.00 Total: $100.00 Notes: 10-0801 10/13/2010 Building Permit Fee $1,072.15 BLD10-134 10-0801 10/13/2010 Energy Code Fee - New Single Family Unit $100.00 BLD10-134 10-0801 10/13/2010 Mechanical Permit Fee per Dwelling Unit - New $150.00 BLD10-134 10-0557 07/01/2010 PLAN REVIEW DEPOSIT 150 $150.00 BLD10-134 10-0801 10/13/2010 PLAN REVIEW REFUND 150 -$150.00 BLD10-134 10-0801 10/13/2010 Plan Review Fee $696.90 BLD10-134 10-0801 10/13/2010 Plumbing Permit Fee per Dwelling Unit - New R $150.00 BLD10-134 10-0801 10/13/2010 Record Retention Fee for Building Permit $10.00 BLD10-134 10-0801 10/13/2010 Site Address Fee $3.00 BLD10-134 10-0801 10/13/2010 State Building Code Council Fee $4.50 BLD10-134 10-0801 10/13/2010 Technology Fee for Building Permit $21.44 BLD10-134 genpmtrreceipts Page 1 of 1 Miscellaneous Receipt Maan Era. : Finance Department Port Townsend WA ‘ 360-385-2700 Cash QO Check DATE 4 RECEIVED FROM _\2.\\ on Dollars ($ e CN hen A ~ TI ast \ \ \ ‘a U) \) GBs) (11/02) City of Port Townsend Receipt Number: BLD10-134 957901313 PLAN REVIEW DEPOSIT 150 $150.00 $150.00 $0.00 Total: $150.00 CHECK __ 233 $150.00 Total: $150.00 genpmtrreceipts Page 1 of 1 Receipt Number: BLD10-134 957901313 Plan Review Fee $696.90 $696.90 $0.00 BLD10-134 957901313 Energy Code Fee - New Single Family | $100.00 $100.00 $0.00 BLD10-134 957901313 Mechanical Permit Fee per Dwelling U! $150.00 $150.00 $0.00 BLD10-134 957901313 Plumbing Permit Fee per Dwelling Uni $150.00 $150.00 $0.00 BLD10-134 957901313 PLAN REVIEW REFUND 150 -$150.00 -$150.00 $0.00 BLD10-134 957901313 Building Permit Fee $1,072.15 $1,072.15 $0.00 BLD10-134 957901313 State Building Code Council Fee $4.50 $4.50 $0.00 BLD10-134 957901313 Technology Fee for Building Permit $21.44 $21.44 $0.00 BLD10-134 957901313 Record Retention Fee for Building Per $10.00 $10.00 $0.00 BLD10-134 957901313 Site Address Fee $3.00 $3.00 $0.00 Total: $2,057.99 10-0557 07/01/2010 PLAN REVIEW DEPOSIT 150 $150.00 BLD10-134 CHECK 43304 $ 2,057.99 Total: $2,057.99 genpmtrreceipts Page 1 of 1 WALLS: HARDI LAP SIDING O/ 30LB BP. O/ 1/2" CDX SHEATING 2X6 @ 24" OC INT FRAMING R25 BIBS INSULATION O/ 4/2' GYP BD W/ VB PAINT 2X6 PT PLATE W/ 1/2" X10" AB W/ 3" X 3/16" SQUARE WASHERS 0/ CONT. SILL SEAL @ 48" OC- AND 12" FROM END OF PLATE OR BREAK te arene’ FOUNDATION WALL W/ #4 RB 18"VERT AND 1-#4 @ TOP CONT. DAMPROOF MEMBRANE FROM FTG. TO FIN. GRADE. WASHED STONE TO 6" BELOW SILT CLOTH NOT LESS THEN 1’ OUT FROM FTG. 4" SMOOTH PERFORATED DRAINPIPE PITCH 1/8"/ FT SILT CLOTH WRAPPED, HOLES DOWN. 6 MIL BLACK VB W/16" W X 8 D" FOOTING 2-#4 RB CONTINUOUS (OVERLAP CONNECTIONS 18" MIN) [3 12 " |, VAIN 45 NMR @- —— x |. FILE COPY SRL MECEIVEN oy JUL 19 2010 CITY OF PORT TOWNSEND 1-6" DSD FOUNDATION @ LIVING / ENTRY / 2 \ Scale: 1" = 1'-o" \$12/ CR I P P L E WA L L S : HA R D I PA N E L SI D I N G O/ 30 L B BP . O/ 1/ 2 " CD X SH E A T I N G 2X 4 . @ 16 " OC FR A M I N G 2X 6 PT PL A T E W/ 1/ 2 " X1 0 " AB W/ 3" X 3/ 1 6 " SQ U A R E WA S H E R S 0O / CO N T . SI L L SE A L @ 48 " OC - AN D 12 " FR O M EN D OF PL A T E OR BR E A K 2' x 6 " MA S O N R Y FO U N D A T I O N WA L L W/ #4 RB 18 " V E R T AN D 1- # 4 @ TO P CO N T . DA M P R O O F ME M B R A N E FR O M FT G . TO FI N . GR A D E . WA S H E D ST O N E TO 6" BE L O W SI L T CL O T H NO T LE S S TH E N 1° OU T FR O M FT G . 4" SM O O T H PE R F O R A T E D DR A I N P I P E PI T C H 1/ 8 " / FT SI L T CL O T H WR A P P E D , HO L E S DO W N . 6 MI L BL A C K VB W/ 1 6 " W X 8 D" FO O T I N G 2- # 4 RB CO N T I N U O U S (O V E R L A P CO N N E C T I O N S 18 " MI N ) 3 1/2" os J 3". |- 1' - 6 " FO U N D A T I O N @ KI T C H E N / NO O K / 3 \ Sc a l e : 1" = 1' - o " \ $1 2 WA L L S : HA R D I LA P SI D I N G O/ 30 L B BP . O/ 1/ 2 " CD X SH E A T I N G 2X 6 @ 24 " OC IN T FR A M I N G R2 5 BI B S IN S U L A T I O N O/ 4/ 2 ' GY P BD W/ VB PA I N T IASON FL O O R SE C O N D : UP P E R - 1 3/ 4 " T& G PW O/ 2X 1 0 @1 6 " OC O/ 5/ 8 " GY P B D / 73 - 2 5 = HE A D E R OV E R WI N D O W S AN D DO O R S 3' OR LE S S - 2X 8 DF #1 3' T O s ' - 2- 2 X 8 DF # 1 5' T O 7' - 2- 2 X 1 0 DF #1 IN S U L A T E D VI N Y L Ww i n p o w — — _ — _ — — _ | : WA L L @ UP P E R FL O O R Sc a l e : 1" = 1' - o " —, li v i n g rm MA I N - 1 in i t ri t / . be d r o o m - 1 cr a w l s p a c e YA 30 " — Y 6m i l v b [~ ~ ee n aH ne IN T E R I O R WA L L @ SL A B / Sc a l e : 1" = 1' - o " os “4. RO O F SH O W N : 91 1 2 PI T C H CO M P O S I T I O N RO O F I N G O/ 30 LB BP O/ 1/ 2 " CD X O/ 2X 1 2 @ 24 " OC RA F T E R S . PR O V I D E SO L I D BL O C K I N G W/ HU R R I C A N E TI E AN D x CE I L I N G JO I S T IN S E C T SC R E E N @ BL O C K I N G 2 —_ — — 1" A I R SP A C E W/ BA F F L E TO RI D G E py “ a a 4, — 12 - 20 d — a ( NA I L S z 2X RA F T E R TA I L W/ EX P O S E D 3/ 4 " P \ CL E N C H E D SO F F I T f2 \ “ Zz Z — \ \ = Se ) = WS , _ —e ) Ss ) =) =) —) Po RA F T E R T A I L / 8 \ CO L L A R TI E CO N N E C T I O N / 7 > \ Sc a l e : 1" = 1' - 0 " \ S1 2 / Sc a l e : 1" = 1- 0 " \ S1 2 / ad H+ ] = | | | | 40 4 . 0 SK Y L I G H T \ g/ IN | ‘b e | g | — | = | og 5 eA i ~ —— 4 yy e pe e c e - - + | | Y 1 ! 5: 1 2 3: 1 2 — ‘ | | RO O F PL A N - 1 | Sc a l e : 3/ 1 6 " =1 ' - 0 " \ As / x at ' - 7 " 6' 4 0 " UPPER FLOOR PLAN /2 ez) Scale: 1/4" = 1'-o" \ A2 7 MAIN FLOOR PLAN /(1\ 6 a Le ae ie Wwe<tT. nozt ¥ Section R401.3 (IRC) Lots shall be graded to drain surface Section R321 - Site Address water away from foundation walls. The Approved numbers or addresses shall be rade shall fall a mini f6 inch provided for all new buildings in such a a Teg se position as to be plainly visible and legible within the first 10 feet. from the street or road fronting the property 42!-0 16'-0" 12'-0" 10'-0 a ¥ 16-0" a” ¥ ie xe = Dos | ri : F C a ee wot ss : Wis Wi2 Ss w22 26" x 5'0" 2'6" x 5'0" i {wia) fs) {wia) 2:0" x S'6" fwea) rs ti + SS ~ £- =: J So & M _1307.1 Appliance Installation we SOLARIUM jw) WI] 2s" Appliances shall conform to the a Scare [TILE/ VAULTED , conditions of their manufacturer's in mg - m installation requirements. ZRKI2 HDR (w26) " | * C00 Te i oeF#l 20x56" came BDRM=1 x 4 omg ¥c BAO OEM). ot = | iccmen / f ' / | LINEOFLANDING _ - ; , x. ABOVE Sg inten i ; a << | an fete) NOOK 1 PREFAB LP FIREPLACE els @sD ‘a [TILE/ VAULTED] 5-9" 6-3" bo 3'-0" 40" - [553] LIVING DN + exe It ji | [wood/ vaulted | @sD : 7 Te UILT-IN SHELVES — fo. «A 4 ‘ fl tt ae 9 ~6 3/8" 3 Ka Ht. ———-f — a + “ 38"_} i lwp |4 0 50 CEM FANN TY | | {LINEN ot || FLAT FRAME UNDER _o_SHWR1 © | latic | seas STAIR f { f || Lee — 2) ¥ eeu i STORAGE UNDER VENTED WINbM ha = = * 4 im STAIR/ 5/8" GYPBD + [> ie pat Pa =e = a AZ POR] Bi ‘ Ey ee ee | ee a en Sey Cee ne cS (0 S/o Se OC i SSS pen laa ANDRAIL PER CODE te ee PR ar ee ge a ~ ee eee. te | | — ee es 0 VD A adi iad aa 5 beens FLR MATERIAL CHANGE a KITCHEN-1 —4 | \ =~ = y aT pate , + [TILE/vau%ed] ce 1 = : seals . UFR Enecs aol t 0" x 69" ° ke —— K | D5 | Ar i / a FOYER | | Fi (UI ia ITN AMAA \ ! ! oot \. ——— = . == \ maces Wp3 " L . 2) at — | vii Tr STUDY Dos [ wood/ fiat | flat | i 1'-4." 7'-3" H al ‘0 ea Ivey it H eticecs Gentine es 1 i fy Ht [e} _ eal “FILE COPY 8'-6" 8'-6" 10'-0" Scale: 1/4" = 1'-o" \Az/ Fi l e na m e : RH O D E S 29 t h HO U S E . v w x Da t e : Ju n 30 , 20 1 0 CROSS SECTION B Scale: 3/16" = 1'-o" R49 BLOWN-IN INSUL. 2X8 © 24" COLLAR TIE Le ee ss FLOOR SECOND: OOF SHOWN: 4022 PITCH COMPOSITE ROOFING O/ 30 LB BP 0/1/2" CDX O/ 2X12 @ 24" OC RAFTERS VENT ATTIC W/ GABLE Enis ROVIDE SOLID Saree wi HURRICANE TIE INSECT SCREEN @ 8 stock ING "AIR SPACE W/ BAFFLE TO RIDGE CEMENT BOARD SIDING O/ 30LB BP. 2X6 @ 24 bc apy FRAMING Rat Batt INSULATION O/ 472! GYP BD W/VB PAINT 2' H. x8" W. MASONRY FOUNDATION WALL W/ #4 RB a icin #4 @ WITHIN TOP 7* SMOOTH PERFORATED DRAINPIPE PITCH 1/8°/ FT SILT CLOTH ! [ tc Tac Pw wores" adhe aad oc 4 \ | wi Lt sk | * a 4 acieeal 2 im Ta [-4 w | \~ a 1 a rz | 3 — ; 5 ~ Bi ‘o ees BO ae | ! ra | ~~ LOOR SECOND: ; ae Ps a ee PW 0/ 9.5" BCI @16" OC 47 I 1) faa) | | s 4 _ 4 a ° a SLAB W/ #3 RB @ 36" OC W/ R10" RIGID INSULATION BEYOND — i) ¥ WRAPPED, HOLES DOWN. 6" W X 8 D" FOOTING 2-#4 RB CONTINUOUS (OVERLAP a [oie i i— ima ¥ 42'-0" 16'-o" 12'-0" 10'-o" - = FA Se a ' a 1 Me = : ‘aaa == tS ae a 1 a a AAS DS AS EPS RA | Hl | I eres id Li hil ad (4! aie Hil IN! LN 3 ae Lh ‘5 iP | ave ttl | ae 2 LN | 5; one Jimamarnr Eman || PT | Ta ig SE LAAN x | 4" REINFORCED SLAB (Be ee ees ee rer | IVY O/ 6 MIL BLACK VB O/ R10 RIDIG F (Ae. | | INSULATION AND RADIANT TUBES O/ | i | | | it! 2" MIN. COMPACTED SAND W/24"W__. | a Pe f=) | | | " INTERIOR FOOTING 2-#4 | ~ te. ~ | OVER P CONNECTIONS 18MIN) || | | . | SULATA UNDER AND PERI. | | i" real . : INSULATION Rag h | | wages ON | Ht | iQ 9 . ie Ff a = oe | 4 = : | tet x rt | 2 Ly 9st 6c@16' oc +, : iT | tH | ila \ |! | Ne al i |! Mi IVT p> LEY INSULATED 1/2" PW 0/ 2X6@16" 5 | ne 4 | ag a OC WALL GN FOOTING rid | , | A : | | Peed | ; ee |x ! y ATH I] 7 siloworsrecrewoc \ || | RAISED +18" FLR AREA JH ° iD J i}i & rit Jy : = ete NI! /2" PW O/ 2X4. @16 OC CRIPPLE Sl el fe it | | WALL O/ L__— 1. J | ' | 6"X 24" CONC. WALL W/ #4. RB @ » Rave | 18" OC EW. | rity oie Segoe ea nd Bap ‘Ud | : \7 BNE | [ D ea to | = tL ee I | + [ » oh . = | % \ y |. ‘ a —~* < ee. = ~-4 + { + a ee ee ee es Fie! |. ed COVERED PORCH G i}! 2Xx6@ieocPr (ass FP Ke) “hesed - a] xX x ] .j. —SESERESSRS 2 SPiris ioe aoc eres eases a os ae Ly ie “Ks Lhee cease aie eM g'-6" FOUNDATION PLAN /“1\ Scale: 1/4" = 7'-o " A2 @ CROSS SECTION A Scale: 1/4" = 1'-o" REAR PERSPECTIVE 2X12 @ 24" Scale: 3/32" = 1'-o" it i || SOLARIUM RooF | de [Be |< " = = +s “ok 2X8 COLLA 2X 6 @ 24 " RA F T E R S 2X 8 CE I L I N G JO I S T S aX6 PT PLATE W/1/2"X 10" AB W/ 3" X 3/16" SQUARE WASHERS 0/ CONT. | SILL SEAL @ 48" OC- AND 12° FROM END OF PLATE OR BREAK [ion > <10112 ; mu 2X6 @ 24" RAFTERS <sin| — 2X8 CEILING JOISTS as} I if ROOF PLAN (1 Scale: 1/8" = 1'-0" \ As / Fi l e na m e : RH O D E S 29 t h HO U S E . v w x Da t e : Ju n 30 , 20 1 0 THIS ENGINEERING |S FOR: SAL ATOR SOE 23TH ST oe Boe STUD AND PLATE SILL PLATE ATTACHMENT . = Zz ns APARATED | jan size g | BLOCKING | RIM IO'SY OR | ATTACHMENT = re 8 $ LABEL SHEATHING (1) SPACE @ SIZE@ CONNECTION CAPACITY (PLF) za ted 2) (4) (14) (15) enges (a) (5) | ADJOINING | 75 top pLaTe SEISMIC/WIND ul. 9 S ® . (21) EDGES nai ANCHOR BOLT SILL PLATE "9 <0r / hh (3616) on WOOD BELOW TO CONCRETE NCHOR SIZE @ i x4 Sa nd | Oy (5 EMBED MIN 3'3" (5 EMBED MIN 3'3" (@) | GELOW 80) | Gpmion | FOUNDATION Ge x 2 rd § Ly | 17 NTO Min 24x24" 17 INTO MIN 24"%24" 8s 2&2 \ D ) FOOTING \ D / FOOTING fun Ae sine | 84@6"0.. 2x 16d @ 4” 0.¢. | 164 @ 6" 0.0. 5/8"@ 48"0.C] 48" 0.c. 2x 240/335 - - 2 = 5 & S Swe sk 7/16" OSB | g4@ 4" O.. 2x LTP4 @ 32" | 16d @ 4" 0.C. b/8"@ 32"0.C| 32" 0. 2x 350/440 s Aaone Ss ONE SIDE 0.C. e - 7/16" OSB a LTP4 @12" |(2) ROWS 16d 5/8" @ 12" 0.C 12" 0.C. 2 _—— | | cup ONE SIDE. | 84@3"0-. al oc. | eeoc. paren ort sao 3x a 0) ee 7/16" OSB ie a (2) ROWS 16d | 5/8" @ 8" 0.C. 8" O.C. 2x } Shear wall nailing and holdowns are fu | ONnEsiDE | 580706. HK PTPRG ROC) @ar0c. f/8@1E"OCl 16°0C. 3x = G . . 7716" OR ° to be inspected and approved prior 5/8"GWB ONE| 8d @7" o.c. 2x 16d @ 4" 0.c. | 16d @8"0.c. |5/8" @ 60" o.c, 60" o.c. 2x 75/145 4 — — to cover. SIDE - STHDI4RJ STHDI4RJ STHDIARJ STHDIARJ = : 08 ate — gf | js — SIDES 8d @ 3" 0.C. 3x LTP4 @ 6" O.C.| & LTP5 @ 12" 5/8" @ 12" 0.C. 12" 0.C. 3x 900/1460 0.C. G rs |e |=: Siomit ; SHEARWALL NOTES: t (1) INSTALL PANELS HORIZONTALLY OR VERTICALLY - DO NOT BREAK AT RIM UNLESS STRUCTURAL RIM JOIST. e)) | (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. = fi (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. 4 | (4) PROVIDE SHEARWALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE \ot/ WINDOWS- PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR YY DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. Y : (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. ; (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12" 0.C. UNLESS NOTED Section R310, 2006 IRC OTHERWISE i Provide all sleeping areas with egress. LOL / : Opening shall have a minimum of 5.7 sq. ft. (7) BASED ON 0.131" x 1-1/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131" x = Grade floor openings may be 5 sq. ft. 2-1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR ROOF : minimum height of opening, 24" STHD l4RJ STHD l4RJ THD I4RJ BLOCKING TO TOP PLATE. e)) minimum width of opening , 20" (8) 16d @ 4" 0.C. TYP. UNLESS NOTED OTHERWISE BDRM-1 STUD aR) (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER Cc - fr it tas DI4R DETAILS. 9 ne i} 22S [Ae : Ex] poor | (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS ¥," x3" x 3", EMBED ANCHORS A MINIMUM OF O | a , ‘ > 7" INTO THE CONCRETE. I 2-KE (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT-DIPPED p / / GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL ZF — / f CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. y @ /\ V/, / / (12) WHEN USING 3X PLATES FRAMING SHALL BE NAILED USING 4" X .148" 20d BOX NAILS. Loni / . (13) 1549" PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE 74," OSB SHEATHING PROVIDED THAT ALL STUD o— ee ae ea | , SPACING is 16" 0.C. MAX WA 7 | is 16" 0.C. . yf , | | o.7 (14) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF RECORD KV) \\ 7 © i} | STUDIZRJ FOR ALTERNATE NAILING REQUIREMENTS. f—* : S.A. | , (15) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X | a STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 3” LONG NAILS SPACED CONSISTENTLY Seals and Weather-stripping: (Air Seal) N O O K | Openings shall be sealed, caulked, gasketed, or WITH PLATE NAILING. » 2 8 weather-stripped to limit air leakage. Exterior - 16) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE _p S£y5es ! joints around windows and door frames, opennngs L IVI N G/ D | N | N G 1 preteen BOLTS. (INSPECTION MAY BE REQUIRED) s 5 an 2 5 5 5 3 5 3 i i Ld Fee eis having ee (17) DOUBLE 2X PLATES MAY BE USED IN LIEU OF A SINGLE 3X PLATE PROVIDED HOT DIPPED (2) 8d NAILING @ 6" ON Fe a §esesss i. eee CENTER IS STAGGERED BETWEEN THE TWO PLATES. TOP MUD SILL MAY BE HEM-FIR. 253 O £28 eass fa 1 | ] (18) WHERE NOTED 2X SILL PLATES MAY BE USED FOR SW3, SW4, AND SW6 WALLS INSTEAD OF 3X. SHEAR LOAD TO sas ” es aes rd eS 4 ee ware Bi | THE CONTINUOUS MUD SILL IS LESS THAN 350 PLF. SHEARLOAD TO THE WALLS IS GREATER THAN TO THE MUD SILL. a5 3 Zs cd sEcees Lor) Keeeenl N-A-|4 (19) TWO NAG MAY BE USED EQUAL SPACED TO REPLACE 5/8" ANCHOR BOLTS 553 = Seco ao ees | (20) USE 5/8" GWB FOR SW5 WHERE SPECIFIED BY DESIGNER. Qa BESseEecs Joeman fee =o GSs5et@ose>>d ene ae | | | (21)SHEARWALL DESIGNATED WITH AN ASTERISK (*) MAY BE SHEATHED WITH 7/46 SMART PANEL OR 5/16 HARDIE s¢2 © 308° g2s 52 si i © SF = Q cece 2 ON Gg <icaaineomiantianeee 4 PANEL qo fH qaoeovroadyz — |} SA — i—} 4, | RANGE/FAN HOLD DOWN SCHEDULE — “Af | , — i ‘2 1 | SIMPSON PRODUCT MODEL FASTENERS ert ~ Se NUMBER (1,2,3) ANCHOR BOLTS ' - | | CAPAITY# NAILS SCREWS x ———h ‘ i Baie -"¢ an 5.3 - Stair Treads and Risers 4 (6)-SDS 4%"x 244" TO (2) STUDS = } ( eae =f i eames - : | ——— HDU2 . 2215# N/A ia 2 54" ATR W/8" EPOXY EMBED m The max. Riser height shall be 7-3/4". _ daySDs pai = a he a The greatest riser height shall not exceed woh) HDUS5 - 4065# N/A STUDS MIN, (2) | 56" ATR W/8" EPOXY EMBED = . {__. —=——— 4 the smaliest by more tnan 3/8 inch. — HDUS8 - HF MEMBER 5655# N/A (20)-SDS %4"x 2%" TO (3) SSTB28 OR SB 7/8"x24 [e) T [The min. Tread depth shall be 10". SIN Ki] Nene |_HDUS - DF MEMBER 7870# STUDS MIN, UNO | aa / f | HDU14 - 10745# N/A as cain el TO 6X6 PER PLAN = a be ee emt — ee —— = 4 a . ee , a 7) _ (R311.5, Handrails. Handrails shallbe Ov STHD8/STHDS8RJ-2210# | (2) STUDS W/ (24) 16d N/A N/A b= Zz 2 wl a. provided on at least one side of each q y, | 4 . Qa z ra _¢——_—_——_ a —=—__Fj — _. sie is as Gi i continuous run of treads or stairs with four STHD14/STHD14RJ - 5025# (2) STUDS W/ (38) 16d N/A N/A 7} Ww < 5 Q F or more risers. Handrails shall not be less r 18" END LENGTH + CLEAR ©} ©’ | Qe} ad < jas than 34" and not more than 38" measured SPAN - (S14 - 2490# (30) 10d N/A N/A ioe sii F me i \up from the toe of step. y, KITCHEN-1 MSTC48B3 (2) STUDS W/ (38) 16d re = BA y a HOLD DOWN NOTES: oe B ok nn ~~ . ee UP , pDW/iN (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS i. a rm o KL SD CEM FAK KAUN \ (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE ) Ognizr |2 Ee (11> ' UP A | NN SIMPSON "Z-MAX", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. 8 S a ~|n |=O ®@ —t +" a i (3) SUBSTITUTION WITH NON-SIMPSON ANCHORS WITH ENGINEER'S APPROVAL. —| mt Ws Ws , see \ (4) STHD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) ro} = a |Q LSTETS) mI [o) =r \ | (5) HDU2 MAY BE USED IN PLACE OF STHD8/STHDSRJ P Slo |Z Oo O 1g -< ' Lu wee FOYER . (6) HDUS MAY BE USED IN PLACE OF STHD14/STHD14RJ sam lSoio ja dO se } 3G |i | t { { REF - — + + Lec - . i a . | J Ss Poe ‘ } \ _ |i \ | —, | POINT LOAD KEY 8 > - 4) Liew ‘ ; i P FOR ENGINEER USE ONLY MEMBER. Ri Oo 4 2 . SS : {_ | 4000 Sent , [TOTAL] 5, 2000-3000] 2= " an —f— : ! (O—STHDERI zi- |8 1h i ~ ! = 0 16 meee al L ~~+.4 STHDI4RJ STUDaRJ BEAM DESIGNATOR S10 |£ STHDERJ STHDERI | R BEA costes S15 Fd a | Sy bya a BEAM SIZE/TYPE] } Vi E = O _ 278 OPE Pal ra) , 3-1/8"x6" GLB | OFF \Ce (12 \ 3-1/2"x9-1/2" PSL 2 2 S fs, HD AR STHD8RU ed \b1/ ee) SHEARWALL DESIGNATOR © |S | SEE SHEARWALL SCHEDULE oid a N it STHDI4RJ a ea xo |x ! EN UP Le HOLDDOWN/STRAP r ' DESIGNATOR sbi cla 9 Gh I SEE HOLDOUNSTRAP SCHEDULE mw t STHDERU 7) _ : STHDIARJ —-O r if Ox STHDIARI ai orice. second = ; DETAIL CALL-OuT CE: Plans are approve excepting Zz SEE "D" SHEETS FOR (1 any errors or omissions. All work must o£ a I Oi) KORE SRC IENG PETAL pass inspection in conformance with| wi Lu \ \ot/ all applicable codes and regulations. Wl = L = a POST CALLOUTS|M 2 DS= DOUBLE STUD Co) —_ ui c HB TS= TRIPLE STUD CONTINUOUS @S= QUAD STUD PPROVED iam = oy semanas » JLZO LD SHEATHING B 4x4 POST Date: oe >}____ a exe oer Permit No: [SY By: — - Building Official CITY OF PORT TOWNSEND LATERAL ENGINEERING ONLY MAIN FLOOR LATERAL ENGINEERING SET SSR RED: omens Y FILECOPY & DO NOT SCALE(1/2"=1') Ri SHEATH ALL EXTERIOR WALLS AS /eu\ UNLESS NOTED OTHERWISE. nk nm. \ ~ \ \] \ BUILDER TO DETERMINE IF STHD OR STHD/RU IS APPROPRIATE. WD) & IV E iA) | bx ADJUST CRAWL SPACE VENTS TO BE 12" MINIMUM AWAY FROM HOLDOUNS | ~\| BUD Io ~13y || | {| | | VIN mn itl J ii Tres» [u | 7 | OPYRIGHT ©2010 f | | HODGE ENGINEERING, INC. 2 ————— | DO NOT ACCEPT FOR PERMIT | UNLESS AN ORIGINAL RED SEAL 4 THIS ENGINEERING IS FOR: SHEARWALL/ANHOR SCHED : 23TH ST ce B05 STUD AND PLATE SILL PLATE ATTACHMENT - s Zz AA APARATED | van size g | BLOCKING ee OR | ATTACHMENT = a S 5 A ‘ tape, _|SHEATHING (1)! “Space @ SIZE@ CONNECTION CAPACITY (PLF) z i < 2) (4) (14) (15) enees (4) (6) | ADJOINING | 75 0p pLaTE ISEISMIC/WIND wu. 7) YS (21) EDGES (7) (8) NAILINGTO ANCHOR BOLT! j.,c,5,7 | SILL PLATE a. g < NS j (3)(6)(16) TO CONCRETE SIZE @ 2a WOOD BELOW] ‘Bet ow (4, ANCHOR 6 8 (9) (10) OPTION | FOUNDATION $ < _ oO (12) (17) (20) (19) N 7/16" OSB —- = Ls as AN ONE SIDE. | 84@6"O.C. 2x 16d @ 4" 0.C, | 16d @ 6" 0.C. 5/8"@ 48"0.C] 48" 0.c. 2x 240/335 = 9 2 r E LS . SoS we sR ———— 7/16" OSB 1" LTP4 @ 32" i. ego . © FF oO Ss Ty /eao ONE SIDE | 84@4"0.C. 2x he 16d @ 4" 0.C. 5/8"@32"0.C] 32"0.c. 2x 350/440 x) [o) a = | r) | Is 7/16" OSB 0 LTP4@ 12" |(2) ROWS 16d6/8"@12"0.C] _12"0.¢. 2x oy /eue\ ONE side | 84@3"O.C. 3x o.. @6"0c. 5/8"@24°0Cl 24°06. 3x ae 0) 7/16" OSB . = (2) ROWS 16d | 5/8" @ 8" 0.C. 8" 0.C. 2x hoo ONE Sipe. | 84@2"0.C. 3x LTP4@8" 0.0)“ O oc Ba eis OC AP GE 2x 560/820 Cc 7716" OR - r- 5/8"GWB ONE] 8d @ 7" o.c. 2x 16d @ 4" o.c. | 16d @8"o.c. |5/8"@60"0.c) 60" ac. 2x 75/145 SIDE 7/16" 0SB 16d @ 4" 0.C, fase BOTH Sipes | 84@3"0.c. 3x LTP4 @ 6" 0.C.| & are 12"5/8"@412"0.C] 12"0.. 3x 900/1460 (1) INSTALL PANELS HORIZONTALLY OR VERTICALLY - DO NOT BREAK AT RIM UNLESS STRUCTURAL RIM JOIST. (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEARWALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS, (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12" 0.C. UNLESS NOTED g ' en g i n e e r i n OTHERWISE. (7) BASED ON 0.131" x 1-1/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.134" x 2-1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR ROOF BLOCKING TO TOP PLATE. (8) 16d @ 4" 0.C. TYP. UNLESS NOTED OTHERWISE (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS ?/," x3" x 3", EMBED ANCHORS A MINIMUM OF \ 7" INTO THE CONCRETE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT-DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL ZF — CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. 4 @} /\ W B D Re M- > (12) WHEN USING 3X PLATES FRAMING SHALL BE NAILED USING 4" X .148" 20d BOX NAILS. A—\ (13) 454" PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE 7%." OSB SHEATHING PROVIDED THAT ALL STUD NW OQ“ SPACING IS 16" 0.C. MAX. WA 7 (14) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF RECORD G KV) //\\\ FOR ALTERNATE NAILING REQUIREMENTS. SS } Pm (15) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X Sestion B31 3 - smoke Geet STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED CONSISTENTLY To be located in each sieep WITH PLATE NAILING. 2 8 (3 and putida vl — any area in ine (16) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE . ee Eg 3 523 P vicinity of the bedrooms. Interconn , st s ees Or a y oe tem hada O ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) S$ oy S583 8%8 volt with battery p. m, = (17) DOUBLE 2X PLATES MAY BE USED IN LIEU OF A SINGLE 3X PLATE PROVIDED HOT DIPPED (2) 8d NAILING @ 6" ON se a gseeses nd ih CENTER IS STAGGERED BETWEEN THE TWO PLATES. TOP MUD SILL MAY BE HEM-FIR. 263 QO £285ase (18) WHERE NOTED 2X SILL PLATES MAY BE USED FOR SW3, SW4, AND SW6 WALLS INSTEAD OF 3X. SHEAR LOAD TO sas ” & age £3ae | © THE CONTINUOUS MUD SILL IS LESS THAN 350 PLF. SHEARLOAD TO THE WALLS IS GREATER THAN TO THE MUD SILL. aie bm 2558S otge S.p. (19) TWO MAG MAY BE USED EQUAL SPACED TO REPLACE 5/8" ANCHOR BOLTS 258 S S555 oe 8 (20) USE 5/8" GWB FOR SW5 WHERE SPECIFIED BY DESIGNER. gas sesees sce (21)SHEARWALL DESIGNATED WITH AN ASTERISK (*) MAY BE SHEATHED WITH 7/16 SMART PANEL OR 5/16 HARDIE 5E2 O p55 ges &¢ 4 PANEL qou C G&SE2S338s55 (1 = DN HOLD DOWN SCHEDULE , \d1/ SIMPSON PRODUCT MODEL FASTENERS | sneer aemmsopes =--| NUMBER (1,2,3) ANCHOR BOLTS al| IE CAPACITY# NAILS SCREWS <x la \ | rs ns | Os ee ee -——-}} HDU2 - 2215# N/A (6)}-SDS %4"x 27" TO (2) STUDS] 5,» aTR W/g" EPOXY EMBED = | HDUS - 40654 N/A tayROS 24 ry TO(2) | 5%" ATR W/8" EPOXY EMBED re \ $= — ~ —|— — — 44 HDUS - HF MEMBER 56554 N/A (20}SDS 44"x 244" TO (3) SSTB28 OR SB 7/8"x24 rol L I HDUS - DF MEMBER 7870# STUDS MIN. UNO [os] I ! Ji HDU14 - 107454 N/A (36}SDS “x27 TO 6X6 PER PLAN = w (6 a 4 STHD8/STHD8RJ - 2210# (2) STUDS W/ (24) 16d N/A N/A E 2 mas . ry z \or/ = Look a | STHD14/STHD14RJ-5025# | (2) STUDS W/ (38) 16d N/A N/A = 0 < 5 E aS 18" END LENGTH + CLEAR O10’ | O| aml <x BA-2. SPAN - (S14 - 24904 (36) 4d nya en | MSTC48B3 (2) STUDS W/ (38) 16d mZ > Lu Bi a ———-} HOLD DOWN NOTES: s 7 —'. (4) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS ” Di] Lu tt So ee 0 es ee Sl (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE 9 Onzr |2 Ee P : SIMPSON "Z-MAX", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. 8 ai a. ~lo |=o rT i (3) SUBSTITUTION WITH NON-SIMPSON ANCHORS WITH ENGINEER'S APPROVAL. > alg | o S Ys Lt es Oe | (4) STHD14RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) & 20. |Q S/O a S meme =a em aR ae. P (5) HDU2 MAY BE USED IN PLACE OF STHD8/STHD8RJ PR S o |Z | 00 oH ceca al | Vi] = (6) HDU8 MAY BE USED IN PLACE OF STHD14/STHD14RJ Aao|Soim jak a ; ee rr 8" |__——-1-—J [eq = |__ Lu ——— L EGEND Lut co pm WIC-1 = S _——— POINT LOAD KEY Oe |2 eee eee FOR ENGINEER USE ONLY MEMBER R1 | a | PROTA PBEAR 10007-35557 Zi— 15] sont a as |3;O | | BEAM DESIGNATOR JO |e _| FOR PLAN REVIEW USE ONLY wa} N ai \ = — | | wi) | BEAM SIZE/TYPE] - Pd : 3 ee al | (2 + + - -|/3"x6" z f ‘ Lu z 3-1/2"x9-1/2" PSL y =| fo} ; Tp) SHEARWALL DESIGNATOR ue a > a> <a ~}o |e \d1/ OLDDOUN/STRAP P Ir DESIGNATOR Stab cla 9 tu SEE HOLDOUN/STRAP SCHEDULE Ir STHDERI 7) _ be g : UPFER FLOOR LATERAL ENGINEERING DETAIL CALL-ouT Zz SEE "D" SHEETS FoR /1 o fa) CORRESPONDING DETAIL TT] i Lu DO NOT $CALE(1/2"=1) LOL) Zz nip SHEATH ALL EXTERIOR WALLS AS Joa UNLESS NOTED OTHERWISE. S567 SALLOITSI Wm BS: DOUBLE STD 3 ui # TS: TRIPLE STUD Lu o| QS= QUAD STUD 4x4 POST [ppecee oxo POST LATERAL ENGINEERING ONLY GRAVITY LOAD ENGINEERING (BEAMS, FOUNDATION, ETC.) BY OTHERS COPYRIGHT ©2010 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL SITE PLAN STRUCTURE LOCATION, AND SITE WORK ARE THE RESPONSIBILITY OF THE BUILDER AND CIVIL OR GEOTECHNICAL ENGINEER (1) FACE OF FOOTING (2) TOP OF SLOPE (3) H/3 BUT NEED NOT EXCEED 40! MAX (4) TOE OF SLOPE (5) 42 BUT NEED NOT EXCEED Ib' MAX (1) PT. POST PER PLAN SUITABLE FOR CONCRETE CONTACT (2) 4" CONCRETE SLAB OVER GRADE (3) POST MIN 6" FROM BOTTOM (4) 4 HOOP REBAR 6" FROM SLAB AND 6" ABOVE BOTTOM OF POST dd) STAGGER SHEATHING 1/8" GAP REQUIRED BETWEEN SHEETS Q) Bd NAILS @ 6" OC. AT "BIRD BLOCKING" SHEATHING BREAK (3) EXTEND WALL SHEATHING TO TOP OF DOUBLE TOP PLATE (G) FACE OF STRUCTURE z _— r Jb = (4) () (2) #4 REBAR TO HANG . HURRICANE TE TYPICAL 6 NOT USE D wy a; oo HOOPS FROM EACH TRUSS/RAFTER TO tt me ie oe TOP PLATE INTERSECTION co Q Disa lo MFR TRUSSES @ 24" OC. W/ ao mie PLAN ROOF SHEATHING “ERE 7 ol ae i NAIL W/ 8d ® 6" OC. FOR ; | PANEL EDGES AND 12 OC. —— ee IN FIELD IRC FIG. R403 i \ any 5 (1 FOUNDATION CLEARANCE FROM SLOPES D1 POST EMBED INTO CONCRETE Di TYPICAL ROOF SHEATHING \OL/ STRINGERS SPANNING OVER 6 STEPS MUST BE SUPPORTED W/4X6 BEAM ON 4x4 POSTS. POST TO 18" CONCRETE FOOTING OR STUDWALL FLOOR JOIST OR LANDING 2x4 LEDGER W(2) lOd # 6" OC. (3) (3) 2X12 STRINGERS 5-1/2" MINIMUM MATERIAL @ DIAGONAL BETWEEN RISE AND RUN UPPER FLIGHT OF STAIRS SUPPORTED ON 3/4 T&G Bd NAILED @ 6" OC @ PANEL EDGES 12" OC. FIELD 2X4 THRUST BLOCK W/lOd @ 6" OC. NAIL TO LANDING JOIST OE, " T&G SUBFLOOR (8) 2x8 LANDING JOISTS lOd # 6" OC. RIM TO TOP PLATE A34 FRAMING ANCHORS @ STRINGER TO JOIST OR LSCZ CONNECTOR @ NOTCH STRINGER TO REST ON LEDGER 2X TREADS W/(3) lod EACH STRINGER ft; STAIR LANDING CONNECTION Oy, 12 (1) DOUBLE TOP PLATE (2) 2x BLOCKING TO MATCH STUD DEPTH CONTINUOUS CS14 STRAP EXTEND 32" PAST OPENING OR TO END OF WALL @ 4X4 POST UNO. PT. POSTS IF LESS THAN 3" FROM SOIL 4' TALL POST CONNECTION: GUSSET ONE SIDE ONLY WIDTH OF POST W/ (510d 3) 4'-8' POST CONNECTION: GUSSET BOTH SIDES W/(IO) lOd NAILS. 45 DEGREE 2x4 LATERAL BRACE W4)léd GUSSET ® GIRDER SPLICE. FULL DEPTH GUSSET EACH SIDE (lO.10d. MIN 4X6 POST (5) 3/4"T4G SUBFLOOR 8d NAIL AND GLUE TO JOISTS. 6" OC, @ PANEL EDGES 12" OC. FIELD NAILING BLOCK ALL BEARING (6) SIMPSON EPB POST BASE @) DO NOT CUT INTO 45 DEGREE SHEAR CONE OF UNDISTURBED SOIL (1)30 FELT EA. COURSE lo" OSB SHEATHING UNO. MANUFACTURED TRUSSES (OR 2X RAFTERS ¢ CLG. J8T$.) BLOUN-IN INSUL (PER ARCH) 1/2" GUB CEILING Gl. GUTTER ON 5/4x8 FASCIA (PER PLAN) (3) SIDING (PER ARCH) I5* BLDG PAPER (OR TYVEK) Wl6" SHEATHING (PER PLAN) 2X6 HF #2 STUDS @ I6"O.C. BATT INSUL (PER ARCH) 1/2" GWB WALLS STRUCTURAL 2X RIM OR 1-3/4" LYL FLOOR FINISH 3/4" T&G SUB FLOOR W/lOd NAILS (6) FLOOR JOIST (PER PLAN) BATT INSUL. (PER ARCH) (OVER UNHEATED SPACES) 1/2" GWB CEILING 2x BOTTOM PLATE ATTACHMENT TO (1) cut TOP PLATE OR DROP BEAM DO NOT CUT BEAM (2) DOUBLE TOP PLATE (3) SIMPSON STI8 STRAP TIE W/(14) 1Od OR DROP BEAM W/ CONTINUOS TOP PLATE (4) (@) led NAILS (6) (2) ld NAILS @ 16" OC. (6) BEAM PER PLAN @) 2X CRIPPLES PLYWOOD FILLER (AS REQUIRED) (Q) HEADER PER PLAN (9 (2) ted NAILS @ DOUBLE 2x CRIPPLE STUDS MIN. FOR >6' OPENING UNO (2 STRUCTURAL RIM PER SHEAR WALL SCHEDULE \ov/ OSB SHEATHING W/ LONG DIMENSION PARALLEL TO STUDS 8d NAILS @ 6'OC. AT EDGES AND 8d NAILS @ 12" OC. IN FIELD UNO. ON SHEAR WALL SCHEDULE (3) STRUCTURAL RIM ATTACHMENT TO TOP PLATE PER SHEAR WALL SCHEDULE MUD SILL TO STUD WALL (2) léd THRU NAIL TYP (3) léd THRU NAIL FOR SW3 ¢ * * C1) 2x SOLE PLATE To RIM Wied @ 6" OC. UNO. * (2) 3/4 T&G TO RIM: 8d @ 6" OC. (3) 2x OR MFR FLOOR JOIST RIM TO TOP PLATE W/léd @ 4" OC. UNO. * (5) JOIST TO TOP PLATE (3) Bd TOENAILED ©) SHEATHING TO STUD SEE SHEAR WALL SCHEDULE cE 2 Ua fg S255 Heil Tea ge g ' en g i n e e r i n 2) \ —_ | (2) kina STUD 64 SHEAR WALLS DBL 2X TOP PLATE ¢ TOP ere aera | j ee || (Il) 2x6 PT Mup SILL wiTH eaeboe ereree (5) WINDOW HEADER PER PLAN ANCHOR BOLTS PER 2x ALIGN STUD W/ SHEAR WALL TABLE FLOOR JOIST (MIN OF 2 PER PLATE¢ W/IN ‘ MULTIPLE STUDS FOR a a er MIN 5 @ POINT LOAD FROM ABOVE | (2 sauasy BLOCKS | es (12) CRAWL SPACE REQUIRED INDER ALL D RIM BOARD TO FLOOR a (13) SLAB ON GRADE OPTION JOIST W/3) led (2) LTP4 PER SHEARWALL NN. + SEE SHEARWALL TABLE TABLE 3 6 \\ec ruse soso FOR ADDITONAL NAILING | /3» RACK STRAPPING D1 TYPICAL POST TO FLOOR GIRDER CONNECTION TYPICAL WALL SECTION AND SHEARWALL NAILING D1 TYPICAL FLOOR TO FLOOR CONNECTION \or/ STRAP TO JOIST CONNECTION (1) 3/4" Téa PLYWOOD SUBFLOOR (2) NAILING PER PLAN (3) DOUBLE JOIST OR BEAM PER PLAN (4) FLooR Joist (5) DBL 2x6 sTup (©) csi4 STRAP 36" MIN UNLESS NOTED OTHERWISE ON PLAN 1) 6" MIN ACR Pb Ws EEE EB a OT ® ~® —) INSIDE OUTSIDE CORNER TABLE R10235 FIGR602105 On GS b6 OUTSIDE CORNER DETAIL One cd) GYPSUM WALL BOARD INSTALLED Wd COOLER NAILS @ 8" OC. OR TYPE SMU SCREWS @ 16" OC. (2) led NAIL @ 12" OC. (UNO.) (3) 8d NAIL @ 12"0.C. ON ALL FRAMING MEMEBERS NOT AT PANEL EDGES (UNO) (4) ORIENTATION OF CORNER STUD MAY VARY (5) 8d NAIL @ 6" OC. ALL FRAMING MEMBERS AT PANEL EDGES ¢ 12" OC. ON ALLFRAMING MEMBERS NOT AT PANEL EDGES @ éd NAIL @ 6" OC. (ALL PANEL EDGESXUNO) IRC MIZ012 PLAN VIEW (1) WATER HEATER 2) WATER HEATER SEISMIC STRAPS LOCATED 1/3 AWAY FROM TANK CAP AND BASE. GB) LAG BOLT PER SEISMIC STRAP MFR ANCHOR INTO 2x STUD 4 PLACES (4) DRYWALL PER PLAN (5) 2x STUDWALL (©) VENT FLUTE (1) ANCHOR BASE TO WALL = \ \ 2" pay) (1) WALL FRAMING (2) MSTGO OR (2) CS14 BETWEEN PONY WALLé WALL ABOVE WHEN FOUNDATION HOLD DOWN SPECIFIED (3) WHERE FOOTING SECTION "A" 1S MORE THAN 8' PROVIDE 4! CSI6 EACH SIDE OF SPLICE W/8-led COMMON NAILS (4) TOP PLATE SPLICE LINE (5) (2) 2x PLATE (©) HOLD DOUN PER PLAN PONY WALL SHEATHING ¢ SHEAR NAILING TO MATCH WALL ABOVE 6' MAX 14" MIN PONY WALL - PONY WALL>6' REQ ENGINEERING FOR ADDITIONAL STORY 3S) HDU HOLD DOWN OPT IN LIEU OF STRAPS SHEARWALL AT BEAM INSIDE/OUTSIDE CORNER (TYP) ey D STEP FOOTING ¢ FONT WALL FRAMING D1 ae2 ye sf w Sf8523 c$ oot BSEERr 2 ec Scoce8es Sa & ssfasse o§—~ O e2s5age cs o— oc ® see YW 2agzlsse SES pa 255555852 Sug Sawsaso gS 262 D girecgeee die 2 Gbpgeills £23 © SSgcesees fio Q FEsssegss S + rr ra] 9 = ”) = Z| Mit Z =|" |e WW} — |O —j| Lu miko) Q O1O’ {QO} anal <x IN > Lu o& [ag [o) Zt z Li i q |eSiz Ss 210 |=O Z5IN\- 65 ATi Z | 0 v”) ih O15” Sowa ARom|Sal\a jaa [-4 3 FO a = Q 5 30 2A Zz Bl am Gio |g © ala |e i aN ja ‘iu ry = > < oO fa) Lu Zz als |S We |s qN ja © oO |& : = = 7) __ Oo P z i co fad a Ww Lu lu o 2 5 S ui] OF TT = (ay OY, COPYRIGHT ©2010 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT lacs AN ORIGINAL RED SEAL 4. GENERAL STRUCTURAL NOTES 4. CONCRETE 8 a SPECIES AND GRADE (BASE DESIGN VALUE) FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS 3 r 2 $ ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A 4. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR-LARCH" NO. 2 (Fb=900 PSI, Fv=180 a ar ae W's 9 I ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED PSI) OR "HEM-FIR" NO. 4. (Fb=975 PSI, Fv=450 PSI) az 3 ee CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. 2. 6X POSTS AND COLUMNS. "DOUG FIR-LARCH'" NO. 4 (Fc=1000 PSI) RAFTER OR TRUSS TO TOP PLATE TOENAIL & CONNECTOR (3) 8d & H4(U.N.O,) @ 24" 0. # = 3 ui @ ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM-FIR" NO. 2 CEILING JOIST TO TOP PLATE TOE NAIL (3) 8d z3 ri S x VE CONSTRUCTION, AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. WOOD SHALL NOT BE USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY 4. INTERIOR NON-BEARING STUD WALLS. "HEM-FIR" NO. 2 STUD GRADE Ex2t5 s NOTED OTHERWISE ON THE S-SHEETS (IBC 2304.12). 5. 2X & 3X T&G DECKING: "DOUG FIR-LARCH" COMMERCIAL (Fb=1650 PSI, E=1700 KSI) COIS RIST TES PARALMEL BALI PACE NAIL ans S&AGELS THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND SEILING JOIST: LAP OVER PARTITION et mete ° & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILTY ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO UO OF THE GENERAL CONTRACTOR TO TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION APPROVED METHODS AND MATERIALS. STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2) 16d NAILING AT 6" ON COLLAR TIE FACE NAIL (3) 16d = INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK, AND BRACING; CENTER STAGGERED. ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS | ORIN TE REPRE TOE NAIL (3) 8d 4 USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPENCIES FOUND AMONG THE CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE | AND ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4'0.C. sublianiaaiace OND NAIL avr DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND _— SHALL BE READY MIXED PER ASTM C-94. SPECIAL INSPECTION NOT REQUIRED FOR 3000 CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL _‘~ PSI CONCRETE. TOP PLATE TO TOP PLATE FACE NAIL (2) 16d @ 16" 0.C. CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 3" T&G CDX GLUED AND NAILED. TOP PLATE @ INTERSECTIONS FACE NAIL (4) 16d CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED NAILING SHALL BE 8d @ 6" 0.C. ALONG PANEL EDGES, AND 12" 0.C. IN FIELD. STAGGER END TALI ELAR FACE NAIL (8) 16d eo) PRIOR TO CONSTRUCTION. THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. = LAPS. ROOF SHEATHING SHALL BE 3" CDX OR 35" OSB NAILED WITH 8d@6" 0.C. ALONG PANEL ; C THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, REBAR __ EDGES AND 12" 0.C. IN THE FIELD. STAGGER END LAPS. i imseelicins (een ae a CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND HEADER TO HEADER FACE NAIL 46d @ 16" 0.C. EACH EDGE IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO Sa ONS MR ne ORD ANCE WITH APPROVED SHOP AND ee eee =ND NAIL ere M MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5". Y PROCEDURES INSTALLATION DRAWINGS. STUD TO SOLE PLATE TOE NAIL & END NAIL (3) 8d & (2)16d qd STANDARDS ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR Taemuen MAMLIRAD WUE bial A haart TOE NAIL & FACE NAIL 16d @ 16" 0.C. & (3)16d @ 16" 0.C. Cc PRE-APPROVED EQUAL. ALL MANUFATCTURERS RECOMMENDATIONS SHALL BE FOLLOWED. GERI SL a ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2006 INTERNATIONAL aiRuGR TOE NAIL (3) 8d ™ RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR WATER: SHALL BE CLEAN AND POTABLE SPECIFIED TRUSJOIST BOISE CASCADE | LOUISIANA |ROSEBURG FOREST| GEORGIA BRIDGING TO JOIST TOE NAIL (2) 8d EACH END cc APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2006 INTERNATIONAL BUILDING CODE (IBC) MEMBER PACIFIC PRODUCTS PACIFIC aco — a — o MAX. W, MIN. (2 Mine a 2x TIMBERSTRAND 2x GANGLAM 2. DESIGN CRITERIA ITEM DESIGN f'c (PSI) eae ales —_ AGGREGATE | NOTES | (4) maTERIAL ox SCL Fb=1700 PSI Fb=2250 PSI BLOGG TS THE RAE TREVALL (3) 8d y SIZE (IN) (SACKS/YARD) , E=1300 KSI E=1500 KS! RIM JOIST TO JOIST FACE NAIL (3) 16d ZA —K Fv=400 PSI Fv=275 PSI ’ Ef NY VERTICAL LOADS FOUNDATIONS | 2500 @ 28 DAYS 0.45 -- 3/4 -- 5 RIM JOIST TO SILL OR TOP PLATE TOE NAIL 8d @ 6" OC. IBC TABLE 1607.1 ltr ester = — — 2 4-3/4" SCL : “fo-2900 PSI "y Te-2800 PS! . Fre2960 al * 7-290 PSI " Feain = CONTINUOUS HEADER TO STUD TOE NAIL (4)8d SLAB ON GRADE | 3000 @26 DAYS O46 100 =a 5 E=2000 KSI E=2000 KSI | E=2000KSI | E=2000KSI | E=2000kKSI SIICRUCORNER STUDS Sane NAIL ae MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS CONRETE FRAME | 2500 @ 28 DAYS 0.45 100 3/4 5 Fv=290 PSI Fy=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI = USE LIVE LOAD BUILT-UP BEAMS (PER LAYER) _| FACE NAIL(STAGGER TOP&BOTTOM) (2)16d @ 16" 0.C. PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, 3-1/2" PARALLAM |3-1/2" VERSALAM| 3-1/2" LP LVL | 3-1/2" RIGID-LAM |2-PLY G-P-LAM* ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS aayarse,. | Feraa0ors! | Fradnorst | Ri-aeeoirs! | Fiezenore - | rinsing rat ets ee =e = . ez sus EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL Fv=290 PSI Fva285 P51 | Fv=290PS1 | Fv=286Psi | Fy=285PSI JACK RAFTERS TO HIP TOE NAIL & FACE NAIL (4) 160 & (3)46d se ow SEtEeae ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) ce q gs oe g 8 : — 0 PSR SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. 5-1/4" PARALLAM |5-1/4" VERSALAM| 5-1/4" LP LVL | 5-1/4" RIGID-LAM |3-PLY G-P-LAM* LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF g s 3 a gas et 2, payaso. | Para coongie,. | mooes mar} penne” | cosouescs 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. SER mR 2555508 Fe EXTERIOR BALCONIES 60 PSF REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 40 FOR #4 BAR AND cena Fv=285 Psi | Fv=290PSi | Fv=285PSi | Fv=285 PSI CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND e629 e5e6 eeage FIRE ESCAPES 40 PSF SMALLER AND GRADE 60 FOR #5 AND LARGER. PLACE PER ACI 315 AND ACI 318. THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE see fsesee ss: GUARD RAILS AND HAND RAILS 200 PSF LAP SR LIRES BRAD ae Bry ANIC IE eo aeons espero) emake Patent 7"PARALLAM | 7"VERSALAM | 7"LPLVL | 7" RIGID-LAM |4-PLY G-P-LAM* LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% fia Q ZEEfeEsss ——r— — CORNER BARS AT ALL HORIZONTAL BARS IN FOOTING AND WALLS(1907). — Fo=2900PS|_ | Fb-3100PSI | Fb-2950PSI | Fb=2900PS! | Fb-3400 PSI OE THE St an IK “ AMETER am A Len cTH equ AL To at Leas THE LENGTH OF THE _ Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI THREA RTION. THE THR PERS NG EG VEIELE GARDEED —— err ereines Aap Pr nce ara GEERT ee Popes _ RIM BOARD OR ; LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR ROOMS OTHER THAN SLEEPING ROOMS 40 PSF : RIM JOIST APA / EWS: PEREORMANGE RATED RIM (PRR-S05) 2/2 MNAUM THIGANESS OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE SLEEPING ROOMS 30 PSF CONCRETE COVER OVER REINFORCEMENT * - CONNECT MULTI-PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS INSERTION AND TO PREVENT DAMAGE TO THE SCREW. CONCRETE CAST AGAINST EARTH = 3" , - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - sage 40 PSF EXPOSED TO WEATHER OR EARTH = 2" PRESERVATIVE TREATED WOOD REQUIREMENTS: METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" 3 TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION LATERAL FORCES (2304.11): WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE-ENGINEERED BY OTHERS. ROOF STEEL ITEMS JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING WIND: MACHINE BOLTS (M.B.): ASTM A-307, GRADE A se aistanag belle pelilipatonteP ace iaa ‘seiacth peti aiee et ashineant TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A NOTE ECE THANG INCHES COGK CAGEED GARTH, GILCa IN GCA PRODUCED UNDER THE SUFERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN IBC CONCRETE SHALL BE PRESERVATIVE-TREATED WOOD. CLEARANCE BETWEEN WOOD RESTATE ee ere Deak was le ea eee "METHOD 4-SIMPLIFIED PROCEDURE" PER ASCE 7-05. 5. CARPENTRY SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE REQUIRED IN IRC SECTION R802.10.1 INCLUDING PERMANENT LATERAL BRACING AND PRESERVATIVE-TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 CONNECTION DETAILS. SEISMIC: NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE INCHES FROM EXPOSED GROUND. | JOISTS: SHALL BE APA EWS PERFORMANCE RATED -JOISTS (PRI). -JOISTS SHALL BE FOLLOWING PROPERTIES: MANUFACTURED IN CONFORMANCE WITH APA PRI-400 CONFORMING TO APPROVED SEISMIC IMPORTANCE FACTOR, Ie = 1.00 PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) APPLICATION SPECIFIED MATERIAL TREATENT (4) cpa arabe SHOP AND INSTALLATION DRAWINGS. BUILDING OCCUPANCY CATEGORY PER ASCE 7-05 TAC. 1-4 = II | 8d 0.131 2-1/2 FOUNDATION SILL SITE CLASS PER TABLE 1613.5.2 = D ,_ PLATES, TOP PLATES &!5., ay 6y on GLULAM SBX GALV (G60) SEISMIC DESIGN CATEGORY = D 10d 0.148 3 & | — LEDGERS ON aie ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS aia =e 3-4/2 aerate a ACQ, CBA, CA GALV (6185) RESPONSE MODIFICATION FACTOR PER TABLE 1617.6.2 R=6.5 04 aes , z : KR RAKGR earn sei SPANS TABLE 3. SOIL : POSTS & LEDGERS 2x wax CEDAR “one GALV (G90 aiid. | GORE RAFTERS (30# L.L) TILE |COMP/SHAKE »OVIL ui ' ( ) NONE ( ) JOISTS (10# D.L.) nie nee ag (L/240 L.L.) (19# D.L.) (10# D.L.) 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* FASTENER TYPE .” -</DIAMETER TIN) | LENGTH UN) EQUIVALENT GPAGING (IN,) BEAMS AND COLUMNS! op ciulam NO.2DF cgi . anal ODF MAXI ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) 5 aolmNaniaie wae aa F ; = | (CEDAR) NONE GALV (G90) MEMBER [SPACING OC.) "Coa, conn | Nemec [SPACING o.c.| “/USNUM | ee PASSIVE RESISTANCE: 200 PCF (ASSUMED) = = er = — _ COEFFICIENT OF FRICTION: .35 (ASSUMED) 8d "DIPPED GALV.BOX" 0.134 2-4/2 6 4 3 PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: 2X6 16" 40’ 12-40" 2X6 16" 40'-0" 44'-44" * 24" 8'.9" 10'-5" 24" 8'-2" 9'-8" a> REHEARSE ALLS ED: FOR SESeIn aR ane Eee 8d "SHINY BOX” 0.113 2-4/2 4-4/2 3 2-4/2 ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD 12° we | 188° 12° wr | ar ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL 12 GA. STAPLES 0.1055 1-7/8* 6 5-1/2 4 SHALL BE SIMPSON Z-MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. 2x8 — — 16'-2" 2X8 16" 12'-7" 15'-0" FOLLOWING SPECIFICATONS NOTED BELOW. AREAS OVER-EXCAVATED SHALL BE BACKFILLED WITH CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. ihe = = = 14 GA. STAPLES 0.080 1-1/2* 6 4 3 SBX: DOT SODIUM BORATE 12" 18'-6" 22'-41" 12" 17-41" 21'-2" LEAN CONCRETE (F'c=2000 PSI) OR COMPACTED STRUCTURAL BACHFILL. "STRUCTURAL BACKFILL" ACUEALIALINE COPHER GUAT 2X10 46" 46-10" | 19:10" 2X10 46" 15'6" 48'-5" SHALL BE FILLED WITH APPROVED WELL-GRADED MATERIAL. MAXIMUM SIZE OF ROCK4". ORGANIC 15 GA. STAPLES 0.072 1-4/2* 5 3 2-1/2 RA Ps ND CA: COPPERAZOLE 24" 13'-10" 16'-2" 24" 12'-8" 15'-0" MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF I'S MAXIMUM 12" 22'6" 26-7" 42" 20'-9" 24'-8" DESITY AS DETERMINED BY ASTM D-1557. ects ek = $ 6 ‘ 8 srs os te} tele - ne 10d "HOT DIPPEDGALV. |g 445 3 F 3 , G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR = mi ——— 24 = = a WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL es BA eren MER ENON GAL NAVEEN Ae) eNEmeee arian stem) opeme ae OF ry SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (1802.1). UNLESS A SOILSINVESTIGATION 10d " SHINY BOX" 0.134 3 41/2 3 2-1/4 GREATER. LUMBER SPECIES _ ze “= IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF — — es ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED °O HAVE A STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED WOOD MEMBERS. PRESSURE-TREAT ALL WOOD IN CONTACT WITH CONCRETE OR POSTS, BEAMS, HEADERS, JOISTS AND RAFTERS NO. 2 DOUGLAS FIR Zz i BEARING CAPACITY (1804.2) AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION SILLS, PLATES, BLOCKING, ETC. NO. 2 HEM FIR oy THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN ACCORDANCE WITH TABLE 1613.5.2 PS1-95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM aa Fan Pa 2 eo. AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16), OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT S SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BESLOPED AWAY —_ FLOORS (20"0.C.) ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. STUDS OVER 10' HIGH NO. 2 HEM FIR = FROM THE BUILDING AT A SLOPE OF NOT LESS THAN 5 PERCENT FOR A MINIMUM OF 10 FEET (1803.3) = UNLESS NOTED OTHERWISE. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH POST AND BEAM DECKING P.T. #2 FIR EXPANSIVE SOILS SHALL BE REMOVED. sus GLUE-LAMINATED MEMBERS: PER ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION ype pnd dose cap cele eae ced td OSB SHEATHING PER PLAN MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR 24F-V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F-V8 DOUGLAS FIR FOR CANTILEVERED GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.8X10%6 PSI) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP. GLU-LAM BEAMS Fb2400, DRY ADH FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS (EXT. ADH @ EXT. CONDITIONS) CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUN PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SEIVE) DOES %PASSING U.S. NO. 200 SIEVE % PASSING U.S. NO. 400 SEIVE USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 3 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. PSL MATERIALS* Fb = 2900 E=2.0 Fv=290 LVL MATERIALS** Fb=2600 E=18 Fv=285 FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO = 2/3 MAX. ALL GLB BALANCED WEST SPECIES 24F-1.8E W.S. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST-BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS-14 UNLESS NOTED OTHERWISE. COPYRIGHT ©2010 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL