Loading...
HomeMy WebLinkAboutPermit File 2112 Minnesota Avenue `,. of CITY OF ANACORTES WASHINGTON gOoAt� BUILDING DEPARTMENT CERTIFICATE OF OCCUPANCY This is to certify that the(Description of Building or Structure): S ng a ai(3r y Des 1.4:Enue LocatedAt: 2212 Htnmesots i,r;iw rx STREET&NUMBER Owner: Daniels Constructed By: .i OWNER OR CONTRACTOR Bldg. Permit#: ''LD-200o_�0543 Date Issued: SEPt'afaber 200 Occ.Group: 1'-3 Use Zone: R2" Has Been Inspected And Occupancy Is Hereby Authorized. This 20th Day of July 20UI }/ i (ri + 2,ai it AUTNORIZIN EFFICIAL SEE REVERSE SIDE FOR SPECIAL REQUIREMENTS. :7 Final Inspection Checklist Il Site Address: 24 /2- Ain-0 {s p/a ,4 v-r Permit No.: ' CC Q get X` Date Issued: cT� �/� Zoning: Occ. Group: g3 Constr. Type: G9 Owners Name: Dan , eA Owners Mailing Address: State: Zip: Variances: No Yes Safety Glass: No Yes KZ Sewer Fee Paid: No Yes Hand Rails: No Yes Sewer Inspected: No Yes Guard Rails: No Yes V WSEC Compliance: No Yes Traps: No Yes t S Attic Access: No Yes j Wood-Stove: No Yes i/Smoke Detectors: Now Yes 1/' Water Pressure: No Yes T&P Drains: No Yes L- / House Numbers: No. Yes A'--' 7 Insulation Cert.: No\ Yes t/ Site Drainage: No Yes / Curb Cut: No Yes £- • Crawispace Insul: No Yes L�- Bedroom Windows: No Yes V Water Heater Strp: No Yes 1------- Vapor Barrier: No Yes iV' D.W. Air Gap: No Yes t- Water Meter Box: No Yes z./ Auto Garage Door: No Yes 2-------- Exterior Decks/Landings: No Yes j/ - Outside Caulking: No Yes j/ Garage/House Door: No Yes +7/ Inspected By: Fe / ^ / Crawl Space Access: No Yes 17 Date: /l %2 7 �E. f Exh. Duct/Dryer Vent Dampers: No Yes -'> -`" £Z'z .7/f 7a/ ,r - , (1- \ 1 )— ,AA I H-, n e >6\�`e if-v L . \J&vk- Oq.+'�`le� S \.oh S'3"(-1n, rcn4 -----a . --(-eg k e In, ?cc au-c$uo nl '-('o C e ° . S lop r 27 ~2 k�- t. 0. v"vn1 F ✓, Q - q ,4 s F S s I . a h GO ii I / I f 1 '' ,. .' .' . *yam ' fI dd 4J'i 1 i) i ,,, ,.. , "111` ,4, , ,74•4,./3 1 iP. __,,,qiii el: 4 f ♦ t111111111611111fr- iift ( )4 91 . ,,,, • ....r: 4 3 01. • C ;7_ �1` 1 j-, w , -r, .... liff j - 111 _� • 4. qi ;,; • r: � � * ",` _:",ice + , 1. I_—�' .I, • ' 4' -1 iill'. iir.; t.,,4•17:- ...ei4,,. . .„ .,., , ,, I) _ • ,+. 4,- 11, ,40,..fr.. . ,,,tp‘., ....- 418,t., -'''4.,„' .• ",,,..--", '''' ( i 1 tt.' hsi I il EL, W IL.k 3 1,, f C fc A I • , / .i r -it-) .4 . : ,,,. .„.. . . _ 4 ----x-,- ik, AS* _ k•..., -zy....'" ..."--..... „.. . ts• er— 4 „, •.- . _ ,,._2a--gt .•• . 1 ..,:i .... , , ,,,..., . . , , . ,/ , ., -x. ._,. I'' 1 .., J.,..., .r•.- . l-".A f ` ), f ,.1" s • N —�'rrh-r f.Y r• + � 'r!, �•t +• —4 • ir - -i~ Y . wi, . r �•.. It j.' It a°• �A�a�C.s'�r T ' ''6 ' �, r f�' ,%' { .. r IP /f ..;'.~ii...s .. _l.in' ' '` .•_ ; .. .. ,, J-_. '�. I' �•i,. . t Lid w lo : " ..... 144H.:11.' " -Ns\ -1411 : 3.. - ....t. ** ,. . ,,,s1>- - ` .. ;�_ (,z ice.: - - , +^ . .` , y' 8 � P �� Y �' f I..s.. 3e ¢ 1 .� .- r .4- a *4 f `mow,oto�•' 1, ` l ' .• Y IP . ,ram - w y, y. 'yi ' T /vs le,r0.41.1 s F `�. 1. "•. - ti - 4i - s ' '' Ilk ;� , , . �. -,,,r ., {7 s. K ' ilk r -_ '4 , 1 i• .4 - -4 lr " , s - II.*Of i 1,. f'• '! A Iiiirillir.. _.,. -,, . �1 - - 1h ► r �J c�- 4 '44 1, w� r s ti r 4, �i .yy . �. fry a - 1 ..- Y r `'� ,' 4 L PIPIP: t ., I 4111Nif.ik, - , y r 10* G r • / �' r 14 l I, C. 5 - s . ._.„ [ -.—__ 10 • �fi,► —� s •rs t7 • gip- `.. — fr.. ' - �. .��,• � -' * ..'r,"...__AV..r.i',. 7..'..4)1.•,•4....i''.. .01E,, 'ice..' - W ' 1 . . 1, . _4w .. .A „,.._. ' ,.. `' ,h z i� "--:::::..., -� h � '- � O � �� IC e r i. IF i� Q p.. SI)1 S131kNeVitilliElit4s1 x �� 33B_3639 �� � < FF�GE�3601 4t.674t � �,gr '��► O �g0019 1653 g F 3 3 336 yo ri' �' ;;x s V 6 1 atezials• ,r PGE P FOC foil° ingn' $C)5S•SP \N P962� d wzti'the 1� ON, ate f- t OVN.t vent- bee in$v1 M ebb .tillno'ig."7,4/r10417,0 idea° 7 y "1� y'3. tthe�O S IA 12 e certi tha 3 5 / " 4 " C ' ae111 Z1 'I c �, , j aue 2 lta R ors by p ague ° Cent Mann ez �0rtes, ;��y / e Ana �Ltile Vi. : to A rF iO3 A'lineSO V ��rC, Sg•. 2 t2200 ,aftaalna`ta p �C11IL', '� .)+ !')`�.,ia,ivrit 111,y '` � � rr=""v i Cu� „�'/' VPLUj :44 .3'40 J ,�}J aa� i-�y. M sue% ' Y �'/' "A�X dot A., Y ,� ,') ,e �n9 t "rrl /t �1�� � �jiiNLUt�.°' $..Mh ` r I,`ny rid �ti ;(M i 31APti ,..a. iiyt:AtrtA2 fr:tgaV��t� �ituq�� �� �lriA ���O r' ki' .,.en¢ FROM : RNRCORTES CHRMBEP OF COMMERCE PHONE NO. : 3602931595 Mar. 07 2007 04:4BPM P1 �J 2 / /G /6 J/,J rlltf - e Ron Smith Architect, Inc. P.S. 819 Commercial Avenue • Suite C • Anacortes,WA 98221 •USA (360) 293 -2585•FAX: (360)293-1595•e-mail:ronamith@fidalgo.net 06 March 2007 Don Measamer, Senior Plans Examiner Anacortes Planning and Community Development Department P.O. Box 547 Anacortes, WA 98221 Re: Daniels Residence West 10th Street and Minnesota Avenue (NW Corner) Anacortes,WA 98221 Project: RSA No. 0621 Dear Don: The following is in response to revisions made by the owner/contractor. 1. The new 48" window opening at the east wall of the NE Bedroom in the basement will require a Simpson ST6236 hold-down at the north side of the opening in addition to the PHD2 hold- downs previously installed. Nailing for SW-1 may remain as scheduled. 2. The new 28" door opening at the east wall in the NE corner of the crawl space will require a PHD2 at each end of the remaining shear wall (SW-1), Nailing for SW-1 may remain as scheduled. Let me know if you have and questions or need additional information. Sincerely, Ron Smith, Architect Project No. 0621 Daniels Residence Page 1 r off' 771 Q Q 3 u, ` 1 c0 Foundation Plan Notes ° ' ="."..'®`a.a. (�Q 9 ©ta % o O ..........:n.....s.aaew+ea {y., 9 r..d:ar...m..wr.,......i.«u,dw. g1154SC ® D �®..m.m4e..m....... �W a :....:..e..e..e.,.a....e. 3.wm � � row«« " .., .re ,v u_ srl :� . 1 o 0-0 e u..."a.arW.....a.ia.vn C<Y r 'lee y k m 32 ..bacEa.....ra.e..nwza..ix.— e i I = 1 [ m -.-- 1I— `a f :II Fovad.!'vn Wall BcnedIEe Co crele Fooling Schedule I j 11 '� _ -�� 1 1 ! ___[_L_ ---"--- 111,1b- fr ..,,a. .sa'.• . ecru a..woMK rr VW nw .:. ,"'_- =?tr I 1_ t_ .. ne 4, .ea.. a..a...wise R.. . ow .. w. . . - _ , Cr Hein. ...,... w...oa.<m.nen.. = aw ,r .m " n... - III II?1 LI 1 1 Lry le itik .,• -r ' jl I.I- j h < nan• .ec•.. tr..w... zwea.. r W. ' .I I :A i:, e „ I Z Cd ra^... .aa.. a.,..r"' .. ne.....rnis..e.............< ire F.- I ]•J 5 I-1 <I — VI isl . .A........ere.- 4".=" / - �_____ �____ - _. f . 1-li ' e<• war.«neon,s.®..r..- : .wn ,...e...1-r- .w:.....u--" p --_ ,. . ! 11 ', I DC Z ! . i a � Gamete adain'»9NHa Schesula !/ !7/ / it pp% Z 3 /. Q v .a VS Jae Wee' w/9/ Apr PSW ill w ! o e. mar en mn .OW pin R J i 1 / ..f tie aeV w.W Ole i / /V m w tr mar np! nOtt fat or W'n �,, ! // m ��. "j' / a Foundation Plan 082t 0 aaw:aaiW.xn.a..ew..xa. A3 -o CO N FROM : ANACORTES CHAMBER OF COMMERCE PHONE NO. : 3602931595 Mar. 07 2007 04:49PM P3 _ I r—. wu'Ih+ma v w „f,M$( IbJ•ff!JI! p51iC.'pxlrvi•96xt621 UOI9uNssM'sePU W g Q a ' °sn rune es.wwv,peos...e,limn)°a NOI1Q(1211SNOD SBINVQ _ list 'S'd'a'i'}aa;!gow 411uts uog W Felvaardy;BAN Porit! l! -. ,M cn .— _-• r_ as-.._ Gov 1 cY) O 1 1 9SZ9.�9 A IL cm ©a`+Lc�, % • it .,. L.-- u`k✓ j `�ill_S --IrI_' = II S _.,.T yy i�I r !_ 7 2 1 e El II /� �n i d n f-�--- �n G :1 T �El E 9 I - L _ g `-- i... ...—ac.a t ,.....\ F, ,` r+;-P/ "' ! $ • -m L_ f / t • nim- Z.] \ / T11Tt.. .. I ` te.. / 1 1 xp ei i ! U 1 1 1 `! h 114 P11 I Path 1! ill ! I bilk iI {il HI s a y � nx:►x,, I Ii a6 !fit [i fla s ill iJ #I ii H �a{ I F q0 $ 1t 1 11 Mil liP it 111 .oaattxzza agypp'se ' ffli7 r 3tpve Ii�°17 !4 �ij '7tj 41;; E:E7. : am il tail . Ilil la ill 6 __-----.04th 3 8 )! 0 $ 0 C V nt © @ e@ 0625004-2 0006 09/08/2006 002 4 Z� Y O Cityof Anacortes Permit Fees 007130 $10,963.60 (j ,r{y; Permit#: BLD-2006-0548 904 6th Street Issue date: 09/08/2006 P,0 Box 547 Expire date: 09/08/2007 '• ��r 0 Anacortes, WA 98221-0547 yC' 'mow (360)293-1901 Job Address: 2112 MINNESOTA AVE Permit Type: Single Family Residence Permit ANACORTES WA 98221-4502 Project: APN: Remarks: New single family residence. Owner: DAVID/JERIANN DANIELS Contractor: Address: 2612 FIR CREST BLVD Address: ANACORTES WA 98221-8753 Phone: (360)293-5862 Phone: License#: ' General Information: Fees: Building Valuation 350000 Plan Review Deposit 100.00 it Forced Air Furnace<=1,000 1 Building Permit Fee 1,058.00 it of Bathtubs 2 Plan Review Fee 587.70 #of Clothes Dryers 1 Mechanical Permit Fees 107.40 #of Clothes Washers 1 Plumbing Permit Fee 118.00 #of Dishwashers 1 State Building Code Fee 4.50 #of Gas Fireplace 1 Sewer Inspection Fee 50.00 #of Gas Piping 1 Storm Drain GFC-Residential 1,126.00 #of Gas Water Heaters 1 Sewer GFC-Residential 6,397.00 #of Water Piping 1 Park Impact Fee 615.00 #of Hose Bibbs 2 Traffic Impact Fee 900.00 #of Kitchen Sinks 1 Total Calculated: 11,063.60 #of Lavatories 2 Deposits/Receipts: 100.00 #of Range Hoods 1 #of Showers 2 Total Due: 10,963.60 #of Ventilation Fans 3 #of Water Closets 2 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PER IT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER S 0 GU ING CONSTRUCTION OR THE PERFORMANCE OF COONSSTRUCTION. D SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY /l.. l syte ------------H f?'' /2,t ri\'' ,)( 1,Aria _...--AllatIrvs. - n_ ar, hi 59 ;117PPr Iratil tl orrAppooper alr*%1/4, ii: tr ; 7 , i VT.� 3. r iiir i r* 35g )' c , Lov3w, 'rn�n cane.- w°air"`y ' '/ ;' 0 $ "u �!'� 387 04 PUlAkS^ % Ls* 'to Mcs$r O 4 of 2 ^ /,`& \ \ 61111/ 'r" / -Cni,":'' -4410\ C" itel‘e0 N .4ki I 0 i Vcrseir i :CI\ 64.38 t r 14 'C 4nofri r `fA *ger •1 ::111:40<, 3g O TtItiowity• \•• Q> Lottill . L - tp Aetils\b At k :1 368.62 ,,,,, \ . ,,ort , 6.# ,T:- 1 4 .- rpt,4 :1 , ,. ‘„,„,,ci: ,,,,,, • 37p 21 VA‘ ,, w X \4<, -r o 1 U iv dc' 31' :________________„,____.:_ r( * N i �c mifk I ley c� �J L M- co pg 0 O W 5 43 J 10 kP� � \.C5�c C\ i 3' ?DO sE � : ROCK RIDGE October 24,2001 Ed Frank Building Official City of Anacortes Anacortes,WA 98221 Re:Paving of Alley South of Lot 10 a.k.a.3809 W 11th Dear Ed, As we discussed yesterday,the alley south of Lot 9, 10 and 11 will be the main access to the future homes on these lots.Rock Ridge LLC has always stated that once the homes on Lots 9, 10 and 11 are completed and all the heavy equipment necessary to complete that work is no longer using the alley Rock Ridge LLC would pave the alley as it will be in essence the driveway to those homes.In the interim Rock Ridge will grade the alley with shattered rock.Once the first home is completed a solid gravel base will be placed over the underlying rock base to allow the traffic to access the home and Lots 9 and 11. This is also our position on the access to Lots 1 and 3 as well as the access to Lots 20,21,22 and 23.I have discussed the paving the access to Lot 20,21 and 22 with the builder,Joe Zollman.If an agreement can be reached between Mr.Zollman and Mr.D'Angelo,the owner of Lot 23,as to the final cut on D'Angelo's property and grade of the access,Rock Ridge LLC will pave that access when Rock Ridge West is paved,rather than wait until the house on Lot 20 has been built. Since ly, Anthony Mato,Jr. Rock Ridge LLC 3307 "H" Avenue ■ Anacortes, WA 98221 • Telephone: (360) 299-0408 FAX: (360) 293-0912 /L / r/Z MM/l./rsor (TT�CII___ A , ( 1 : °tilt`. (iii i 1 \- 7- \ \ 13\ 1 40 0 40 80 6 9tEO \c. _ \ 10 \ g S'(R1�E: 569.4` 51 0O�OpOOPpOR1G`NPO SC IS a s .. S..■ RECORD OF SURVEY .I.! 10CN -/ \SHE \i1R1G�NP� SCALE: 1" = 40' eO ` �R�,\NP`' 3Po,oS�Zo -`N�Po�5 E�o �- ' FOR ,P�PGECpRpEp l. ` \ �`o 0 `/- �/ \ ROCK REDCrE Lice 03 Z 1 pR S RE 030�\5\ �� Q S% \ °°. 22 ut �. pD`�NP �p\�UNpER RBI;\NPR^'�'�NE `�, o $` w�* 2 \ NPR AQi°° \ SURVEY REFERENCES q1 OR \\ \ SF \ 1°s s RAG\ ` O .1 \ PLAT OF NORTHERN PACIFIC ADDITION TO ANACORTES, VOL. 2, PAGES 9-'11. i 2p1?� \ \ 4 486Npt \ 9 cos 3 ` Op OPD�S \ p \ i RECORD OF SURVEY VOLUME 21, PAGES 85-87 `q9 56 1 2 \ \ \ \ 2 0R\G SF \ srko•` 4 0. °�• 100.0� — ' Op u1 \ 1 ��G�rlie \ \ ���\\\eir 2se�5�Ep 5 4 W ,. N° BASIS OF BEARING w � \ may, �. \ w FOUND MONUMENTS ON MINNESOTA AVE (AS SHOWN) o \ g /i\ ' -, ' 1^ REF: R,O.S. FOR ROCK RIDGE VOL. 21, PAGES 85-87 W N w in �� 1p \ c 8C \rl� 6 \� \\ 1QO 62 l \ \ o a) PGpEs EPSEM22 P4 \ \ �9, NOTES oo • NI ^ ?��1�\��E9}2030 pR���SS�p y \ \ $• 1. THE METHOD OF SURVEY WAS FIELD TRAVERSE SN h \ pF# 243.5 p,QJ \ \ / WITH A 1" TOTAL STATION. Q \ 1 1� Lai�J� i 1.51•W GGEscj &SEME1.1i \ \ �• 2. THE LINEAR AND ANGULAR CLOSURE OF This SURVEY MEETS OR A2. \ 1 -- �•q / Z P It`ES EP 0122 \ \ , EXCEEDS THE STANDARDS SET FORTH IN W.A.C. 332-130-090. 05\1 gg1203 \ 40 \ PFf \ \ \ 2 \ ACCEPTANCE 5 \ Opp v�. iAO% \ \ 3 EXAMINED D ACCEPTED N ' \ \ 4 THIS DAY OF MinfAiel 2000. N I \ 1� 1�n \ \ \1 \ 0 �jCITYENGINEER SUBDIVISION ADMINISTRATOR L z \Li \ 1 '\ a \ \ _�"/ \ LEGEND � ` b It \ \ 10 11Yyy"' 69•A1 51"5 610 FOUT ND 4"X4" CONCRETE MONUMENTW WITHA 2"CBRASS DISK IN CASE. \w N I i 1� s 352.6 \_r S ti ^i N \ \ /( \ ORA 1 19583 2ANDR18924 ATD CORNERS POFSADJUSTEDMLINEED W J\ 1 \ 12 I LEGAL DESCRIPTION OF ORIGINAL LOTS LEGAL DESCRIPTION OF ADJUSTED LOTS LOT 1 LOT 1 LOT 1 OF SURVEY RECORDED DECEMBER 3, 1998 IN VOLUME 21 OF SURVEYS, LOT 1 OF SURVEY RECORDED DECEMBER 3, 1998 IN 'CLIME 21 OF SURVEYS, PAGES 85 THROUGH 87, UNDER AUDITIOR'S FILE NO. 98 2030124, RECORDS OF PAGES 85 THROUGH 87, UNDER AUDITIOR'S FILE N0. G812030124. RECORDS OF SKAGIT COUNTY, WASHINGTON, BEING LOTS 1 AND 2 BLOCK 1320, SKAGIT COUNTY, WASHINGTON, BEING LOTS 1 AND 2 BLOCK 1320, NORTHERN PACIFIC ADDITION TO ANACORTES, ACCORDING TO PLAT THEREOF NORTHEPN PACIFIC ADDITION TO ANACORTES. ACCORDING TO PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGES 9 THROUGH 11, RECORDS OF SKAGIT RECORDED IN VOLUME 2 OF PLATS. PAGES 9 THROUGH 11, RECORDS OF SKAGIT COUNTY, WASHINGTON. COUNTY. WASHINGTON. TOGETHER WA'IH THE EASTERLY 30.00 FEET OF LOT 2 IN SAID SURVEY. 23 LOT 2 BEINr LOT 3, BLOCK 1320 IN SAID PLAT OF NORTHERN PACIFIC ADDITION TO ANACORTES. LOT 2 OF SURVEY RECORDED DECEMBER 3. 1998 IN VOLUME 21 OF SURVEYS, PAGES 85 THROUGH 87, UNDER AUDITIOR'S FILE NO. 9812030124, RECORDS OF LOT 2 X SKAGIT COUNTY. WASHINGTON, BEING LOTS 3, 4 AND A PORTION OF LOT 5, BLOCK 1320, NORTHERN PACIFIC ADDITION TO ANACORTFS. ACCORDING TO PLAT ELIMINATED THEREOF RECORDED IN VOLUME 2 OF PLATS. PAGES 9 -HROUGH 11, RECORDS OF SKAGIT COUNTY. WASHINGTON. LOT 3 LOT 3 LOT 3 07 SURVEY RECORDED DECEMBER 3, 1998 IN VOLUME 21 OF SURVEYS, PAGES 85 THROUGH 87, UNDER AUDITIOR'S FILE NO. 9812030124, RECORDS OF A PORTION OF BLOCK 1320 NORTHERN PACIFIC LOT 3 OF SURVEY RECORDED DECEMBER 3, 1998 IN VOLUME 21 OF SURVEYS. SKAGIT COUNTY, WASHINGTON, BEING LOTS 6 THROUGH 12, AND A PORTION OF PAGES 85 THROUGH 87, UNDER AUDITIOR'S FILE NO. 9512030124. RECORDS OF LOT 5, BLOCK 1320, NORTHERN PACIFIC ADDITION TO ANACORTES, ACCORDING TO ADDITION TO ANACORTES, VOLUME 2, PAGES 9 THROUGH 11 SKAGIT COUNTY, WASHINGTON, BEING LOTS 6 THROUGH 12, AND A PORTION OF PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGES 9 THROUGH 11, RECORDS LOT 5, BLOCK 1320, NORTHERN PACIFIC ADDITION TO ANACORTES, ACCORDING TO OF SKAGIT COUNTY, WASHINGTON. IN PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGES 9 THROUGH 11, RECORDS OF SKAGIT COUNTY, WASHINGTON. TOGETHER WITH THE WESTERLY 40.00 FEET OF LOT 2 IN SAID SURVEY, THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF BEING LOT 4 AND A PORTION OF LOT 5, BLOCK 1320, IN SAID PLAT OF SECTION 23, TOWNSHIP 35 NORTH, RANGE 1 EAST, W.M. SITUATE IN SKAGIT COUNTY, WASHINGTON. NORTHERN PACIFIC ADDITION TO ANACORTES. SKAGIT COUNTY, WASHINGTON SITUATE IN SKAGIT COUNTY, WASHINGTON. AUDITOR'S CERTIFICATE SURVEYOR'S CERTIFICATE �est � DRAWN BY:JDz FILED FOR RECORD THIS DAY OF 2000. " . "Pit a`f % OSTERGAARD • ROBINSON CHECKED BY:CHS THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION . I i AT Al IN BOOK OF SURVEYS AT PAGE IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE c <i & ASSOC. INC. CONSULTING ENGINEERS DATE:01-18-00 AT THE REQUEST OF ROCK RIDGE LLC. REQUEST OF ROCK RIDGE LLC IN NOVEMBER MS. . 14 3850 COLBY AVE. EVERETT, WA 98201 SCALE:1' 40' "4x$� 9 ! (425) 259-6445 BELLEVUE: (425) 827-5854 SHEET 1 OF 1 CARD H. SORENSEN �� CERTIFICATE NO. 18924 I DEPUTY AUDITOR COUNTY AUDITOR ����' E S 3/29/00 JOB NO.:96145 96145BLA.DWG PLOT DATE:1/24/00 729//& 71/ On eser7 0- e2 e Drawing by Site Plan Notes Drawing Index Checked by RS Project Information AO O Dimensions are to face of concrete and wood framing members unless indicated Project to P Date 08/02/06 Information an PROJECT DESCRIPTION: otherwise. Verify dimensions with existing (E)conditions. / Site Section Rev. This project consists of a new single family, one-story 0 Slope all finish grades away from building to allow for natural run-off of water. 1 Al Basement Floor Plan residence with basement, crawl space, decks and attached Provide 6" minimum fall within 10 feet of building. Al 2 Door Schedule private garage. 0 Locate and stake out new construction and utilities. Be responsible for accuracy and A2 First Floor Plan OWNER(S): correctness of lines, grades, and for establishing location of buried utility lines. Room Finish Schedule David and Jeriann Daniels ® Provide 4" diameter perforated footing drain system continuous at permineter with 2 A3 Foundation Plan 2612 Fir Crest Boulevard clean-outs as required. Provide connection to 4"tight-line collection system. Al2 Concrete Foundation Wall Schedule Anacortes, WA 98221 Concrete Footing Schedule (360) 317 - 5758 0 Connect downspots (DS) from continuous metal gutters to 4" diameter tight-line Concrete Retaining Wall Schedule collection system. PROJECT ADDRESS: © Provide 4" diameter tight-line collection system with clean-outs(CO)as required for Basement Floor FramingPlan First Floor Framing Plan West 10th Street footing and roof drains to approved location. Floor Diaphragm SchedulesCU Anacortes, WA 98221 CU 7 Provide silt screen as indicated and other sedimentation control facilities as required cn LEGAL DESCRIPTION: for erosion control. Provide plastic tarps over soils exposed and stored during A5 Roof Framing Plan Roof Diaphragm Schedule r • /• . totconstruction. Erosion control measures shall be constructed and in operation prior to v 1 Rock Ridge, Lot 3, and Portion of Lot 2 land clearing to ensure that sediment-laden water does not enter adjacent properties A6 Building Sections A-A, B-B, C-C • 1-4 0 Quarter 03, Section 23, Township 35, Range 01 or the receiving drainage system. i A7 Building Sections D-D, E-E NV cv ASSESSOR'S TAX ID NO: ® All site work must carefully follow the recommendations of the geo-technical report. cu All excavations to be inspected by the architect and geo-technical consultant to verify A8 North & South Exterior Elevations ' 3809-323-001-0100 (P 58363) subsoil conditions. Window Schedule CODES: 0 Property Line. A9 East &West Exterior Elevations +� 2003 International Residential Code (IRC) A10 Roof Plan V 0 O Washington State Energy CodeWIAQ 10 12'-0" minimum width concrete driveway. Structural Notest_i 2 of Anacortes Zoning Ordinance Rick Ridge CC&R's 11 2'-0"wide access and utilities easement. A11 First Floor Reflected Ceiling Plan ' r""1 BUILDING HEIGHT: One-story with basement O Basement Reflected Ceiling Plan V co cu Li 311-8" IRC Height 0 20'-0"drainage easement. Al2 Construction Details �I 31'-8" City of Anacortes Height 14'-0" Rock Ridge Height A13 Construction Details 13 Location of benchmark for establishing maximum ridge height. Ridge height not to be c+7 BUILDING AREAS: higher that 5'-7" above benchmark. Verify requirements with Rock Ridge LLC. f A14 Construction Details cn y N 1,937 SF First Floor 14 0 A15 Lateral Foundation Plan This drawing is prepared from information provided by the Owner and is an • al a, r Ct 1,134 SF Basement approximate map. Not a survey. Lateral Floor Framing Plan cn 540 SF Garage Lateral Roof Plan Hold-Down Schedule r ^ 208 SF Deck V J Shear Wall Schedule tli N Site Plan N arl..0 0 4 20 40 1""9Ai cn iniallN SCALE: 1/16" = 1'-0" en West ° ' h Street 0 - s 59.-4 Z 0 M I-3S9 3V 360--------"---- 0 367 . 42 era c 3674 of2 04s a Va) a pa�DN a 0 ~ n o 11 \ 0 Lot 1 . 426 > - Cn CO Cu �►► - z 64.38 s1 O N vi C) � `�rilt-- 042t7 a -D U 36344 \ \ 26 (., 83 c N O o . 16, o„ . LJ� / U ��.o ��• tv ��� 4 (�,) V as Lot \ �, 0 ��-.i t� 28.: .J Q \ 0., % wr/ vy. W for \k N 368 .� %I• • ;r�\_ 0435 \ Q E2 8 �I�• � 4p,63 5 O a t • to • 9 . io o c�. iv m AN Hey 10 t Project Number V OQ2 1 (N (V 43j f0 Sheet AO Number of sheets rr,, 0-0 heS 1 C � /✓� �15 it ' r>illaillk Al . 359 3• gair 4 d, L Ova 424 ?th Alp r‘ cnn e.. thitdr4A\,' . A \**C1 / i: ,...rii ....411 'Fii<2 4 _ ........H 361.04 tilscy.3� % tATAy�+"\G,Z✓� AN" 71/4..r..., txN h,,,,�eZ t,�,;E t. of 2 - A �' ii"Vr / ;5 ,r„. „ti bs;:sr „al"a , cc° -1-4v-t , .. .lie e Or t 0\1 4 _ o ll-_ 64 3n , j '�. �\ X....•), 7 4 Aor ,,,- 0-4% ',e.<0t,,,,0i,ck 3 c re 2063 - II S-11 k1/4 \ �`� c fst Lot „, ar. �!�7 fit \''�► �� � � I� Ili �,/ r> `4` /s \: .\ 'e� .,\� C!� ,N \ • �`� ✓ . .., .. ,.;0 ,,.0."04 #4. ,,-,, 1 ra x s, „Ter- c - V'j leit 47 �� et; a •49 I g, 37 - cr; 4, 1 E. fit. .f ! Ile N • i ,� � _ i p/ r� \ V n (') L Los a s- fit. p g �� O Va sr, 43j 7p 4. 4t-{ \ /�2 ()Ink -0 rat &X le" ��'o - 5�-� �7 _ ls c . ;00 sr �.wuz Akc) 1 Calculations for Lateral Loads 1 Loads: 2003 International Building Code(IBC) Wind Loading: 85 mph Exposure: C Index Pages Description 1 Index, Loads 2 Roof/Wall Area Worksheets 3 Governing Conditions/Formulas A 1-2 Shear/Uplift Calculations - Diaphragm A B 1-3 Shear/Uplift Calculations - Diaphragm B C 1-2 Shear/Uplift Calculations - Diaphragm C D 1-3 Shear/Uplift Calculations- Diaphragm D _ E 1-2 Shear/Uplift Calculations - Diaphragm E F 1-2 Shear/Uplift Calculations - Diaphragm F SW 1-3 Shear Wall Summary/Schedule HD 1 Horizontal Diaphragm Calculations/Summary/Schedule S 1 Diaphragm Plans - Exterior Elevations Ron Smith, Architect, Inc. P.S. 819 Commercial.Avenue,Suite C,Anacortes,WA 98221 Phone: (360)293-2585, FAX(360)293-1595 08/09/06 Daniels Residence Project No. 0621 Roof/Wall Area Worksheet 2 North/South Elevation Area/Diaphragm A C E G W H WxH First Crawl Wall Width Height Area Floor Basement Space Mark (ft) (ft) (sf) (sf) (sf) (sf) (sf) Al - - 303 303 - - - A2 - - 225 225 - - - A3 - - - - - - - A4 - - - - - - - Cl - - 332 - 332 - - C2 - - 263 - 263 - - C3 - - - - - - - C4 - - - - - - - El - - 277 - - 277 - E2 - - 263 - - 263 - E3 - - - - - - - E4 - - - - - - - G1 - - 101 ** - - - - G2 - - 162 ** - - - - G3 - - - - - - - G4 - - - - - - - Totals 1,926 528 595 540 - East/West Elevation Area/Diaphragm B D F H W H WxH First Wall Width Height Area Floor Basement Mark (ft) (ft) (sf) (sf) (sf) (sf) (sf) B1 - - 159 159 - - - B2 - - 223 223 - - - B3 - - 118 118 - - - B4 - - - - - - - D1 - - 193 - 193 - - D2 - - 120 - 120 - - D3 - - 79 - 79 - - D4 - - - - - - - - Fl - - 156 - - 156 - F2 - - 45 - - 45 - F3 - - - - - - - F4 - - - - - - - H1 - - 45 ** - - - - H2 - - - - - - - H3 - - - - - - - H4 - - - - - - - Totals 1,138 500 392 201 - ** Indicates components not attributed to any diaphragm. 08/09/06 Daniels Residence Project No. 0621 Shear Wall/Uplift Formulas 3 L 4 ► V A W H e u2 t ► ♦ HD JJHD Shear Due to Wind V = Shear due to wind (Ibs) v = Shear due to wind (psf) = V/L L = Length of Wall (ft) H = Height of Wall (ft) W = Weight of Components (Ibs) = HxLxw w = Weight of Components (psf) M x V = Moment due to wind (ft-lb) = VxH M x W = Moment due to Weight of Components (ft-lb) = WxL/2 M x HD = Moments due to Holdown (ft-lb) = HDxL HDxL = VxH -WxL/2 M x HD = Sum of Moments at Holdown = MxV- MxW HD = Uplift at holdown (Ibs) (VxH -WxL/2) /2 08/09/06 Daniels Residence Project No. 0621 • Tributary Loading: Roof Diaphragm A North/South Shear Walls: Ht. = Average height (ft) above grade P(s30) = Simplified Design Wind Pressure -Table 1609.6.2.1(1) (L) = Adjustment Factor for Height and Exposure-Table 1609.6.2.1(4) Iw = Wind Importance Factor-Table 16-K P = P(s30) x (L) x Iw (psf) A = Area subjected to wind (sf) V = P x A Shear due to wind (lbs) Diaphragm Ht. Case/Zone P(s30) (L) Iw P A V Al 35 1/A 14.4 1.45 1.0 20.88 303 6,327 lbs. A2 35 1/A 14.4 1.45 1.0 20.88 225 4,698 lbs. A3 0 1/A 14.4 1.00 1.0 14.40 - - lbs. A4 0 1/A 14.4 1.00 1.0 14.40 - - lbs. Totals 528 11,025 lbs. Wall Length V Wall Length V Wall Length Factor Shear Wall Length Factor Shear Diaphragm Mark (ft) LILT (Ibs) Diaphragm Mark (ft) LILT (Ibs) Al A1.1 2.7 0.07 452 A2 A2.1 5.5 0.15 728 A1.2 3.7 0.10 622 A2.2 6.7 0.19 883 A1.3 14.7 0.39 2,486 A2.3 3.3 0.09 441 A1.4 5.0 0.13 847 A2.4 15.3 0.43 2,029 A1.5 11.3 0.30 1,920 A2.5 4.7 0.13 618 Totals 37.3 1.00 6,327 Totals 35.5 1.00 4,698 Shear 169 lbs/ft Shear 132 lbs/ft Wall Length V Wall Length V Wall Length Factor Shear Wall Length Factor Shear Diaphragm Mark (ft) LILT (Ibs) Diaphragm Mark (ft) L/LT (Ibs) A3 A3.1 0.0 1.00 - A4 A4.1 0.0 1.00 - A3.2 0.0 0.00 - A4.2 0.0 0.00 - - A3.3 0.0 0.00 - A4.3 0.0 0.00 - A3.4 0.0 0.00 - A4.4 0.0 0.00 - A3.5 0.0 0.00 - A4.5 0.0 0.00 - ` Totals 0.0 1.00 - Totals 0.0 1.00 - Shear - lbs/ft Shear - lbs/ft 08/09/06 Daniels Residence Project No. 0621 Shear/Uplift Calulations A-1 L H w W V Length V Length Height Weight Weight Tributary Shear Factor Shear Wall Component (ft) (ft) (psf) (Ibs) Loading (Ibs) LILT (Ibs) A1.1 Wall 2.7 9.0 10 240 A1.1 452 1.000 452 Wall 4.5 1.0 10 45 -- - 0.07 - Wall - - 10 - - 0.07 - Roof 7.2 12.0 15 1,291 - 0.07 - Roof - - 15 - - 0.07 - Floor - - 10 - Total V = 452 Floor - - 10 - HD = 737 lbs Total W = 1,576 v = 169 lbs/ft A1.2 Wall 3.7 9.0 10 330 A1.2 622 1.000 622 Wall 4.5 1.0 10 45 -- - 0.10 - Wall 2.5 1.0 10 25 - 0.10 - Roof 8.2 12.0 15 1,471 - 0.10 - Roof 2.5 3.0 15 113 - 0.10 - Floor - - 10 - Total V = 622 Floor - - 10 - HD = 533 lbs Total W = 1,983 v = 169 lbs/ft A1.3 Wall 14.7 9.0 10 1,320 A1.3 2,486 1.000 2,486 Wall 1.5 1.0 10 15 -- - 0.39 - Wall - - 10 - - 0.39 - Roof 16.2 12.0 15 2,911 - 0.39 - Roof - - 15 - - 0.39 - Floor - - 10 - Total V = 2,486 Floor - - 10 - HD = (598) lbs Total W = 4,246 v = 169 lbs/ft A1.4 Wall 5.0 9.0 10 450 A1.4 847 1.000 847 Wall 5.0 1.0 10 50 -- - 0.13 - Wall - - 10 - - 0.13 - Roof 10.0 2.0 15 300 - 0.13 - Roof - - 15 - - 0.13 - Floor - - 10 - Total V = 847 Floor - - 10 - HD = 1,125 lbs - Total W = 800 v = 169 lbs/ft A1.5 Wall 11.3 9.0 10 1,020 A1.5 1,920 1.000 1,920 Wall 2.5 1.0 10 25 -- - 0.30 - Wall - - 10 - - 0.30 - Roof 13.8 2.0 15 415 - 0.30 - Roof - - 15 - - 0.30 - Floor - - 10 - Total V = 1,920 Floor - - 10 - HD = 795 lbs Total W = 1,460 v = 169 lbs/ft 08/09/06 Daniels Residence Project No. 0621 Shear/Uplift Calulations A-2 L H w W V Length V Length Height Weight Weight Tributary Shear Factor Shear Wall Component (ft) (ft) (psf) (Ibs) Loading (Ibs) LILT (Ibs) A2.1 Wall 5.5 9.0 10 495 A2.1 728 1.000 728 Wall - - 10 - -- - 0.15 - Wall - - 10 - - 0.15 - Roof 5.5 8.0 15 660 - 0.15 - Roof - - 15 - - 0.15 - Floor - - 10 - Total V = 728 Floor - - 10 - HD = 614 lbs Total W = 1,155 v = 132 lbs/ft A2.2 Wall 6.7 9.0 10 600 A2.2 883 1.000 883 Wall 1.3 1.0 10 13 -- - 0.19 - Wall - - 10 - - 0.19 - Roof 8.0 8.0 15 960 - 0.19 - Roof - - 15 - - 0.19 - Floor - - 10 - Total V = 883 Floor - - 10 - HD = 404 lbs Total W = 1,574 v = 132 lbs/ft A2.3 Wall 3.3 9.0 10 300 A2.3 441 1.000 441 Wall 1.3 1.0 10 13 -- - 0.09 - Wall - - 10 - - 0.09 - Roof 4.7 8.0 15 560 - 0.09 - Roof - - 15 - - 0.09 - Floor - - 10 - Total V = 441 Floor - - 10 - HD = 754 lbs Total W = 873 v = 132 lbs/ft A2.4 Wall 15.3 9.0 10 1,380 A2.4 2,029 1.000 2,029 Wall 2.5 1.0 10 25 -- - 0.43 - Wall - - 10 - - 0.43 - Roof 17.8 2.0 15 535 - 0.43 - Roof - - 15 - - 0.43 - Floor - - 10 - Total V = 2,029 Floor - - 10 - HD = 221 lbs Total W = 1,940 v = 132 lbs/ft A2.5 Wall 4.7 9.0 10 420 A2.5 618 1.000 618 Wall 2.5 1.0 10 25 -- - 0.13 - Wall - - 10 - - 0.13 - Roof 7.2 2.0 15 215 - 0.13 - Roof - - 15 - - 0.13 - Floor - - 10 - Total V = 618 Floor - - 10 - HD = 861 lbs Total W = 660 v = 132 lbs/ft 08/09/06 Daniels Residence Project No. 0621 Tributary Loading: Roof Diaphragm B East/West Shear Walls: Ht. = Average height (ft) above grade P(s30) = Simplified Design Wind Pressure-Table 1609.6.2.1(1) (L) = Adjustment Factor for Height and Exposure-Table 1609.6.2.1(4) Iw = Wind Importance Factor-Table 16-K P = P(s30) x (L) x Iw(psf) A = Area subjected to wind (sf) V = P x A Shear due to wind (Ibs) Diaphragm Ht. Case/Zone P(s30) (L) Iw P A V B1 30 1/A 14.4 1.40 1.0 20.16 159 3,205 lbs. B2 20 1/A 14.4 1.29 1.0 18.58 223 4,142 lbs. B3 15 1/A 14.4 1.21 1.0 17.42 118 2,056 lbs. B4 0 1/A 14.4 1.00 1.0 14.40 - - lbs. Totals 500 9,404 lbs. Wall Length V Wall Length V Wall Length Factor Shear Wall Length Factor Shear Diaphragm Mark (ft) LILT (Ibs) Diaphragm Mark (ft) LILT (Ibs) B1 B1.1 3.5 0.22 701 B2 B2.1 11.0 0.32 1,332 B1.2 4.5 0.28 902 B2.2 8.7 0.25 1,054 B1.3 4.5 0.28 902 B2.3 5.5 0.16 666 B1.4 3.5 0.22 701 B2.4 5.5 0.16 666 B1.5 0.0 0.00 - B2.5 3.5 0.10 424 Totals 16.0 1.00 3,205 Totals 34.2 1.00 4,142 Shear 200 Ibs/ft Shear 121 lbs/ft Wall Length V Wall Length V Wall Length Factor Shear Wall Length Factor Shear Diaphragm Mark (ft) LILT (Ibs) Diaphragm Mark (ft) LILT (Ibs) B3 B3.1 9.5 0.50 1,028 B4 B4.1 0.0 1.00 - B3.2 9.5 0.50 1,028 B4.2 0.0 0.00 - - B3.3 0.0 0.00 - B4.3 0.0 0.00 - B3.4 0.0 0.00 - B4.4 0.0 0.00 - B3.5 0.0 0.00 - B4.5 0.0 0.00 - - Totals 19.0 1.00 2,056 Totals 0.0 1.00 - Shear 108 lbs/ft Shear - lbs/ft 08/09/06 Daniels Residence Project No. 0621 Shear/Uplift Calulations B-1 L H w W V Length V Length Height Weight Weight Tributary Shear Factor Shear Wall Component (ft) (ft) (psf) (Ibs) Loading (Ibs) L/LT (Ibs) B1.1 Wall 3.5 9.0 10 315 B1.1 701 1.000 701 Wall 5.0 1.0 10 50 -- - 0.22 - Wall - - 10 - - 0.22 - Roof 8.5 16.0 15 2,040 - 0.22 - Roof 5.0 1.0 15 75 - 0.22 - Floor - - 10 - Total V = 701 Floor - - 10 - HD = 563 lbs Total W = 2,480 v = 200 lbs/ft B1.2 Wall 4.5 9.0 10 405 B1.2 902 1.000 902 Wall 7.5 1.0 10 75 -- - 0.28 - Wall - - 10 - - 0.28 - Roof 12.0 16.0 15 2,880 - 0.28 - Roof 5.0 1.0 15 75 - 0.28 - Floor - - 10 - Total V = 902 Floor - - 10 - HD = 86 lbs Total W = 3,435 v = 200 lbs/ft B1.3 Wall 4.5 9.0 10 405 B1.3 902 1.000 902 Wall 8.5 1.0 10 85 -- - 0.28 - Wall - - 10 - - 0.28 - Roof 13.0 12.5 15 2,438 - 0.28 - Roof 5.0 1.0 15 75 - 0.28 - Floor - - 10 - Total V = 902 Floor - - 10 - HD = 302 lbs Total W = 3,003 v = 200 lbs/ft B1.4 Wall 3.5 9.0 10 315 B1.4 701 1.000 701 Wall 5.0 1.0 10 50 -- - 0.22 - Wall - - 10 - - 0.22 - Roof 8.5 12.5 15 1,594 - 0.22 - Roof 5.0 1.0 15 75 - 0.22 - Floor - - 10 - Total V = 701 Floor - - 10 - HD = 786 lbs Total W = 2,034 v = 200 lbs/ft 61.5 Wall - 9.0 10 - B1.5 - 1.000 - Wall - - 10 - -- - - - Wall - - 10 - - - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - lbs/ft 08/09/06 Daniels Residence Project No. 0621 -Shear/Uplift Calulations B-2 L H w W _ V Length V Length Height Weight Weight Tributary Shear Factor Shear Wall Component (ft) (ft) (psf) (Ibs) Loading (Ibs) LILT (Ibs) B2.1 Wall 11.0 9.0 10 990 B2.1 1,332 1.000 1,332 Wall 1.5 1.0 10 15 -- - 0.32 - Wall - - 10 - - 0.32 - Roof 12.5 16.0 15 3,000 - 0.32 - Roof 12.5 3.0 I- 15 563 - 0.32 - Floor - - 10 - Total V = 1,332 Floor - - 10 - HD _ (1,194) lbs Total W = 4,568 v = 121 lbs/ft B2.2 Wall 8.7 9.0 10 783 B2.2 1,054 1.000 1,054 Wall - - 10 - -- - 0.25 - Wall - - 10 - - 0.25 - Roof 8.7 2.0 15 261 - 0.25 - Roof - - 15 - - 0.25 - Floor - - 10 - Total V = 1,054 Floor - - 10 - HD = 568 lbs - Total W = 1,044 v = 121 lbs/ft B2.3 Wall 5.5_ 9.0 10 495 B2.3 666 1.000 666 Wall 2.5 1.0 10 25 -- - 0.16 - Wall - - 10 - - 0.16 - Roof 8.0 2.0 15 240 - 0.16 - Roof - - 15 - - 0.16 - Floor - - 10 - Total V = 666 Floor - - 10 - HD = 710 lbs Total W = i 760 v = 121 lbs/ft 62.4 Wall 5.5 9.0 10 495 B2.4 666 1.000 666 Wall 2.5 1.0 10 25 -- - 0.16 - Wall - - 10 - - 0.16 - Roof 8.0 2.0 15 240 - 0.16 - Roof - - 15 - - 0.16 - Floor - - 10 - Total V = 666 Floor - - 10 - HD = 710 lbs Total W = 760 v = 121 lbs/ft B2.5 Wall 3.5 9.0 10 315 B2.5 424 1.000 424 Wall - - 10 - -- _ - 0.10 - Wall - - _ 10 - - 0.10 - Roof 3,5 12.5 15 656 _ - 0.10 - Roof - - 15 - - 0.10 - Floor - - 10 - Total V = 424 Floor - - - 10 - HD 604 lbs Total W = 971 v = 121 lbs/ft 08/09/06 Daniels Residence Project No. 0621 Shear/Uplift Calulations B-3 L H w W V Length V Length Height Weight Weight Tributary Shear Factor Shear Wall Component (ft) (ft) (psf) (Ibs) Loading (lbs) LILT (Ibs) B3.1 Wall 9.5 5.0 10 475 B3.1 1,028 1.000 1,028 Wall 2.5 1.0 10 25 -- - 0.50 - Wall - - 10 - - 0.50 - Roof 12.0 2.0 15 360 - 0.50 - Roof - - 15 - - 0.50 - _ Floor - - 10 - Total V = 1,028 Floor - - 10 - HD = 111 lbs Total W = 860 v = 108 lbs/ft B3.2 Wall 9.5 5.0 10 475 63.2 1,028 1.000 1,028 Wall 2.5 1.0 10 25 -- - 0.50 - Wall - - 10 - - 0.50 - Roof 12.0 2.0 15 360 - 0.50 - Roof - - 15 - - 0.50 - Floor - - 10 - Total V = 1,028 Floor - - 10 - HD = 111 lbs Total W = 860 v = 108 lbs/ft B3.3 Wall - - 10 - B3.3 - 1.000 - Wall - - 10 - -- - - - Wall - - 10 - - - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - lbs/ft B3.4 Wall - - 10 - B3.4 - 1.000 - Wall - - 10 - -- - - - Wall - - 10 - - - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - lbs/ft B3.5 Wall - - 10 - B3.5 - 1.000 - Wall - - 10 - -- - - - Wall - - 10 - - - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - lbs/ft 08/09/06 Daniels Residence Project No. 0621 Tributary Loading: Roof/Floor Diaphragm C North/South Shear Walls: Ht. = Average height (ft) above grade P(s30) = Simplified Design Wind Pressure -Table 1609.6.2.1(1) (L) = Adjustment Factor for Height and Exposure-Table 1609.6.2.1(4) Iw = Wind Importance Factor-Table 16-K P = P(s30) x (L) x Iw(psf) A = Area subjected to wind (sf) V = P x A Shear due to wind (Ibs) Diaphragm Ht. Case/Zone P(s30) (L) Iw P A V C1 0 1/A 14.4 1.35 1.0 19.44 332 6,454 lbs. C2 0 1/A 14.4 1.29 1.0 18.58 263 4,885 lbs. C3 0 1/A 14.4 1.00 1.0 14.40 - - lbs. C4 0 1/A 14.4 1.00 1.0 14.40 - - lbs. Totals 595 11,340 lbs. Wall Length V Wall Length V Wall Length Factor Shear Wall Length Factor Shear Diaphragm Mark (ft) ULT (Ibs) Diaphragm Mark (ft) ULT (Ibs) C1 C1.1 2.7 0.05 323 C2 C2.1 5.7 0.13 639 C1.2 3.7 0.07 444 C2.2 12.7 0.29 1,428 C1.3 14.7 0.28 1,775 C2.3 8.0 0.18 902 C1.4 15.3 0.29 1,855 C2.4 17.0 0.39 1,916 C1.5 17.0 0.32 2,057 C2.5 0.0 0.00 - Totals 53.3 1.00 6,454 Totals 43.3 1.00 4,885 Shear 121 lbs/ft Shear 113 lbs/ft Wall Length V Wall Length V Wall Length Factor Shear Wall Length Factor Shear Diaphragm Mark (ft) ULT (Ibs) Diaphragm Mark (ft) ULT (Ibs) C3 C3.1 0.0 1.00 - C4 C4.1 0.0 1.00 - C3.2 0.0 0.00 - C4.2 0.0 0.00 - C3.3 0.0 0.00 - C4.3 0.0 0.00 - C3.4 0.0 0.00 - C4.4 0.0 0.00 - C3.5 0.0 0.00 - C4.5 0.0 0.00 - Totals 0.0 1.00 - Totals 0.0 1.00 - Shear - lbs/ft Shear - lbs/ft 08/09/06 Daniels Residence Project No. 0621 • Shear/Uplift Calulations C-1 L H w W V I a , V Length Height Weight Weight Tributary Shear Factor Shear Com•onent MillaifillIMEMIrg lbs Loadin• lbs LILT ` lbs C1.1 Wall 2.7 2.0 100 534 C1.1 323 1.000 323 Wall 2.7 9.0 10 240 Al 6,327 0.05 '317 Wall 4.5 1.0 10 45 -- - 0.05 - Roof 7.2 12.0 15 1,291 - 0.05 - Roof - - 15 - - - 0.05 - Floor - - 10 - Total V = 640 Floor - - 10 - HD = 576) lbs Total 2,110 v = 240 lbs/ft C1.2 Wall 3.7 6.0 100 2,202 C1.2 444 1.000 444 Wall 3.7 9.0 10 330 Al 6,327 0.07 435 Wall 4.5 1.0 10 45 -- - 0.07 - Roof 8.2 12.0 15 1,471 - 0.07 Roof - - 15 - _ - 0.07 - Floor - - 10 - Total V = 879 Floor - - 10 - HD = (586) lbs Tota�= 4,048 v = 240 lbs/ft C1.3 Wall 14.7 2.0 100 2,934 C1.3 1,775 1.000 1,775 Wall 14.7 9.0 10 1,323 Al 6,327 0.28 1,740 Wall 1.5 1.0 10 15 0.28 Roof 16.2 12.0 15 2,911 _� - 0.28 - Roof 15 - 0.28 - Floor - - 10 Total V 3,515 Floor - - 10 - HD (3,112) lbs Total W = 7,183 v = 240 lbs/ft C1.4 Wall 15.3 6.0 100 9,198 C1.4 1,855 1.000 1,855 Wall 15.3 9.0 10 1,377 Al 6,327 0.29 1,818 Wall 1.5 1.0 10 15 = - 0.29 - Roof 16.8 2.0 15 505 - 0,29 - Roof 16.8 1.0 15 252 - 0.29 - Floor - - 10 - = Total V = 3,673 Floor - - 10 - HD = (4,236) lbs Total W = 11,347 v = 240 lbs/ft 01.5 Wall 17.0 9.0 10 1,530 C1.5 2,057 1.000 2,057 Wall 17.0 9.0 10 1,530 = Al 6,327 0.32 2,016 Wall - - 10 - - 0.32 - Roof 17.0 2.0 15 510 =� _ 0.32 - Roof 15 0.32 Floor 17.0 1.0 10 170 Total V = 4,073 Floor - - 10 - HD = 286 lbs Tota _ 240 lbs/ft 08/09/06 Daniels Residence Project No. 0621 Shear/Uplift Calulations C-2 L H w W V Length V Length Height Weight Weight Tributary Shear Factor Shear Wall Component (ft) (ft) (psf) (Ibs) Loading (Ibs) LILT (Ibs) C2.1 Wall 5.7 6.0 100 3402 C2.1 639 1.000 639 Wall 5.7 9.0 10 513 A2 4,698 0.13 615 Wall - - 10 0 -- - 0.13 - Roof 5.7 8.0 15 684 - 0.13 - Roof - - 15 0 - 0.13 - Floor - - 10 0 Total V = 1,254 Floor - - 10 0 HD = (973) lbs Total W = 4599 v = 221 lbs/ft C2.2 Wall 12.7 4.0 100 5068 C2.2 1,428 1.000 1,428 Wall 12.7 9.0 10 1143 A2 4,698 0.29 1,373 Wall - - 10 0 -- - 0.29 - Roof 12.7 8.0 15 1524 - 0.29 - Roof - - 15 0 - 0.29 - Floor 12.7 1.0 10 127 Total V = 2,802 Floor - - 10 0 HD = (3,047) lbs Total W = 7862 v = 221 lbs/ft C2.3 Wall 8.0 6.0 10 480 C2.3 902 1.000 902 Wall 8.0 9.0 10 720 A2 4,698 0.18 867 Wall - - 10 0 -- - 0.18 - Roof 8.0 2.0 15 240 - 0.18 - Roof - - 15 0 - 0.18 - Floor 8.0 1.0 10 80 Total V = 1,769 Floor - - 10 0 HD = 567 lbs Total W = 1520 v = 221 lbs/ft C2.4 Wall 17.0 9.0 10 1530 C2.4 1,916 1.000 1,916 Wall 17.0 9.0 10 1530 A2 4,698 0.39 1,843 Wall - - 10 0 - 0.39 - Roof 17.0 2.0 15 510 - 0.39 - Roof 17.0 1.0 15 255 - 0.39 - Floor - - 10 0 Total V = 3,759 Floor - - 10 0 HD = 78 lbs Total W = 3825 v = 221 Ibs/ft C2.5 Wall - - 10 0 C2.5 - 1.000 - Wall - - 10 0 A2 4,698 - - Wall - - 10 0 - - - Roof - - 15 0 - - - Roof - - 15 0 - - - Floor - - 10 0 Total V = - Floor - - 10 0 HD = - lbs Total W = 0 v = - lbs/ft 08/09/06 Daniels Residence Project No. 0621 Tributary Loading: Roof/Floor Diaphragm D East/West Shear Walls: Ht. = Average height (ft) above grade P(s30) = Simplified Design Wind Pressure -Table 1609.6.2.1(1) (L) = Adjustment Factor for Height and Exposure -Table 1609.6.2.1(4) Iw = Wind Importance Factor-Table 16-K P = P(s30) x (L) x Iw(psf) A = Area subjected to wind (sf) V = P x A Shear due to wind (Ibs) Diaphragm Ht. Case/Zone P(s30) (L) Iw P_ A V D1 25 1/A 14.4 1.35 1.0 19.44 193 3,752 lbs. D2 15 1/A 14.4 1.21 1.0 17.42 120 2,091 lbs. D3 15 1/A 14.4 1.21 1.0 17.42 79 1,376 lbs. D4 0 1/A 14.4 1.00 1.0 14.40 - - lbs. Totals 392 7,219 lbs. Wall Length V Wall Length V Wall Length Factor Shear Wall Length Factor Shear Diaphragm Mark (ft) ULT (Ibs) Diaphragm Mark (ft) ULT (Ibs) D1 D1.1 4.3 0.18 677 D2 D2.1 16.7 0.37 774 D1.2 5.0 0.21 782 D2.2 8.7 0.19 403 D1.3 5.0 0.21 782 D2.3 16.0 0.36 743 D1.4 4.3 0.18 677 D2.4 3.7 0.08 170 D1.5 5.3 0.22 834 D2.5 0.0 0.00 - Totals 24.0 1.00 3,752 Totals 45.0 1.00 2,091 Shear 156 lbs/ft Shear 46 lbs/ft Wall Length V Wall Length V Wall Length Factor Shear Wall Length Factor Shear Diaphragm Mark (ft) ULT (Ibs) Diaphragm Mark (ft) ULT (Ibs) D3 D3.1 24.0 1.00 1,376 D4 D4.1 0.0 1.00 - D3.2 0.0 0.00 - D4.2 0.0 0.00 - D3.3 0.0 0.00 - D4.3 0.0 0.00 - D3.4 0.0 0.00 - D4.4 0.0 0.00 - D3.5 0.0 0.00 - D4.5 0.0 0.00 - Totals 24.0 1.00 1,376 Totals 0.0 1.00 - Shear 57 lbs/ft Shear - lbs/ft 08/09/06 Daniels Residence Project No. 0621 • Shear/Uplift Calulations D-1 L H w W V Length V Length Height Weight Weight Tributary Shear Factor Shear Wall Component (ft) (ft) (psf) (Ibs) Loading (Ibs) L/LT (Ibs) D1.1 Wall 4.3 9.0 10 390 D1.1 677 1.000 677 Wall 3.8 1.0 10 38 B1 3,205 0.18 579 Wall 8.1 9.0 10 729 -- - 0.18 - Roof 8.1 16.0 15 1,944 - 0.18 - Roof 5.0 1.0 15 75 - 0.18 - Floor 8.1 7.5 10 608 Total V = 1,256 Floor 3.8 3.0 10 113 HD = 662 lbs Total W = 3,895 v = 290 lbs/ft D1.2 Wall 5.0 9.0 10 450 D1.2 782 1.000 782 Wall 7.5 1.0 10 75 B1 3,205 0.21 668 Wall 12.5 9.0 10 1,125 - 0.21 - Roof 12.5 16.0 15 3,000 - 0.21 - Roof 5.0 1.0 15 75 _ - 0.21 - Floor 12.5 8.5 10 1,063 Total V = 1,450 Floor 3.8 3.0 10 113 HD = (340) lbs Total W = 5,900 v = 290 lbs/ft D1.3 Wall 5.0 9.0 10 450 D1.3 782 1.000 782 Wall 7.5 1.0 10 75 B1 3,205 0.21 668 Wall 12.5 9.0 10 1,125 -- - 0.21 - Roof 12.5 16.0 15 3,000 - 0.21 - Roof - - 15 - - 0.21 - Floor 12.5 10.5 10 1,313 Total V = 1,450 Floor - - 10 - HD = (371) lbs Total W = 5,963 v = 290 lbs/ft D1.4 Wall 4.3 9.0 10 390 D1.4 677 1.000 677 Wall 7.5 1.0 10 75 B1 3,205 0.18 579 Wall 11.8 9.0 10 1,065 -- - 0.18 - Roof 11.8 16.0 15 2,839 - 0.18 - Roof 3.8 1.0 15 56 - 0.18 - Floor 11.8 10.5 10 1,242 Total V = 1,256 Floor - - 10 - HD = (223) lbs Total W = 5,667 v = 290 lbs/ft D1.5 Wall 5.3 9.0 10 480 D1.5 834 1.000 834 Wall 3.8 1.0 10 38 B1 3,205 0.22 712 Wall 8.1 9.0 10 729 - 0.22 - Roof 8.1 12.5 15 1,519 - 0.22 - Roof 3.8 2.0 15 113 - 0.22 - Floor 8.1 8.5 10 689 Total V = 1,546 Floor 3.8 6.0 10 225 HD = 715 lbs Total W = 3,791 v = 290 lbs/ft 08/09/06 Daniels Residence Project No. 0621 . Shear/Uplift Calulations D-2 L H w W V Length V Length Height Weight Weight Tributary Shear Factor Shear Wall Component (ft) (ft) (psf) (Ibs) Loading (Ibs) ULT (Ibs) D2.1 Wall 16.7 6.0 100 10,002 D2.1 774 1.000 774 Wall 16.7 9.0 10 1,503 B2 4,142 0.37 1,534 Wall - - 10 - -- - 0.37 - Roof 16.7 16.0 15 4,008 - 0.37 - Roof - - 15 - - 0.37 - Floor 16.7 8.0 10 1,336 Total V = 2,309 Floor - - 10 - HD = (7,594) lbs Total W = 16,849 v = 138 lbs/ft D2.2 Wall 8.7 6.0 100 5,202 D2.2 403 1.000 403 Wall 8.7 9.0 10 783 B2 4,142 0.19 798 Wall - - 10 - -- - 0.19 - Roof 8.7 3.0 15 392 - 0.19 - Roof - - 15 - - 0.19 - Floor 8.7 8.0 10 696 Total V = 1,201 Floor - - 10 - HD = (2,705) lbs Total W = 7,073 v = 138 lbs/ft D2.3 Wall 16.0 4.0 100 6,400 D2.3 743 1.000 743 Wall 16.0 9.0 10 1,440 B2 4,142 0.36 1,473 Wall - - 10 - - 0.36 - Roof 16.0 2.0 15 480 - 0.36 - Roof - - 15 - - 0.36 - Floor 16.0 7.0 10 1,120 Total V = 2,216 Floor - - 10 - HD = (4,166) lbs Total W = 9,440 v = 138 lbs/ft D2.4 Wall 3.7 9.0 100 3,303 D2.4 170 1.000 170 Wall 3.7 9.0 10 330 B2 4,142 0.08 338 Wall - - 10 - - 0.08 - Roof 3.7 12.5 15 688 - 0.08 - Roof - - 15 - - 0.08 - Floor 3.7 4.0 10 147 Total V = 508 Floor - - 10 - HD = (988) lbs Total W = 4,468 v = 138 lbs/ft D2.5 Wall - - 10 - D2.5 - 1.000 - Wall - - 10 - B2 4,142 - - Wall - - 10 - - - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - lbs/ft 08/09/06 Daniels Residence Project No. 0621 Shear/Uplift Calulations D-3 L H w W V Length V Length Height Weight Weight Tributary Shear Factor Shear Wall Component (ft) (ft) (psf) (Ibs) Loading (Ibs) L/LT (Ibs) D3.1 Wall 24.0 5.0 100 12,000 D3.1 1,376 1.000 1,376 Wall 24.0 5.0 10 1,200 B3 2,056 1.00 2,056 Wall - - 10 - -- - 1.00 - Roof 24.0 2.0 15 720 - 1.00 - Roof - - 15 - - 1.00 - Floor - - 10 - Total V = 3,433 Floor - - 10 - HD = (6,245) lbs Total W = 13,920 v = 143 lbs/ft D3.2 Wall - - 10 - D3.2 - 1.000 - Wall - - 10 - B3 2,056 - - Wall - - 10 - -- - - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - lbs/ft D3.3 Wall - - 10 - D3.3 - 1.000 - Wall - - 10 - B3 2,056 - - Wall - - 10 - -- - - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - lbs/ft D3.4 Wall - - 10 - D3.4 - 1.000 - Wall - - 10 - B3 2,056 - - Wall - - 10 - -- - - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs - Total W = - v = - lbs/ft D3.5 Wall - - 10 - D3.5 - 1.000 - Wall - - 10 - B3 2,056 - - Wall - - 10 - - - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - lbs/ft 08/09/06 Daniels Residence Project No. 0621 Tributary Loading: Roof/Floor Diaphragm E East/West Shear Walls: Ht. = Average height(ft) above grade P(s30) = Simplified Design Wind Pressure -Table 1609.6.2.1(1) (L) = Adjustment Factor for Height and Exposure -Table 1609.6.2.1(4) Iw = Wind Importance Factor-Table 16-K P = P(s30) x (L) x Iw(psf) A = Area subjected to wind (sf) V = P x A Shear due to wind (Ibs) Diaphragm Ht. Case/Zone P(s30) (L) Iw P A V El 15 1/A 14.4 1.21 1.0 17.42 277 4,826 lbs. E2 20 1/A 14.4 1.35 1.0 19.44 263 5,113 lbs. E3 0 1/A 14.4 1.00 1.0 14.40 - - lbs. E4 0 1/A 14.4 1.00 1.0 14.40 - - lbs. Totals 540 9,939 lbs. Wall Length V Wall Length V Wall Length Factor Shear Wall Length Factor Shear Diaphragm Mark (ft) ULT (Ibs) Diaphragm Mark (ft) ULT (lbs) El E1.1 10.3 0.24 1,169 E2 E2.1 5.7 0.14 719 E1.2 15.3 0.36 1,734 E2.2 12.7 0.31 1,606 E1.3 17.0 0.40 1,923 E2.3 8.0 0.20 1,014 E1.4 0.0 0.00 - E2.4 10.0 0.25 1,267 E1.5 0.0 0.00 - E2.5 4.0 0.10 507 Totals 42.7 1.00 4,826 Totals 40.3 1.00 5,113 Shear 113 lbs/ft Shear 127 lbs/ft Wall Length V Wall Length V Wall Length Factor Shear Wall Length Factor Shear Diaphragm Mark (ft) ULT (Ibs) Diaphragm Mark (ft) ULT (lbs) E3 E3.1 0.0 1.00 - E4 E4.1 0.0 1.00 - E3.2 0.0 0.00 - E4.2 0.0 0.00 - - E3.3 0.0 0.00 - E4.3 0.0 0.00 - E3.4 0.0 0.00 - E4.4 0.0 0.00 - E3.5 0.0 0.00 - E4.5 0.0 0.00 - Totals 0.0 1.00 - Totals 0.0 1.00 - Shear - lbs/ft Shear - lbs/ft 08/09/06 Daniels Residence Project No. 0621 Shear/Uplift Calulations E-1 L H w W V Length V Length Height Weight Weight Tributary Shear Factor Shear Wall Component (ft) (ft) (psf) (Ibs) Loading (Ibs) LILT (Ibs) E1.1 Wall 10.3 6.0 100 6,198 E1.1 1,169 1.000 1,169 Wall 10.3 9.0 10 927 Al 6,327 0.24 1,532 Wall - - 10 - Cl 6,454 0.24 1,563 Roof 10.3 12.0 15 1,854 - 0.24 - Roof - - 15 - - 0.24 - Floor 10.3 7.0 10 721 Total V = 4,264 Floor - - 10 - HD = (2,374) lbs Total W = 9,700 v = 413 lbs/ft E1.2 Wall 15.3 6.0 100 9,198 E1.2 1,734 1.000 1,734 Wall 15.3 9.0 10 1,377 Al 6,327 0.36 2,273 Wall - - 10 - Cl 6,454 0.36 2,319 Roof 15.3 2.0 15 459 - 0.36 - Roof - - 15 - - 0.36 - Floor 15.3 1.0 10 153 Total V = 6,327 Floor - - 10 - HD = (3,117) lbs Total W = 11,187 v = 413 lbs/ft E1.3 Wall 17.0 6.0 100 10,200 E1.3 1,923 1.000 1,923 Wall 17.0 9.0 10 1,530 Al 6,327 0.40 2,521 Wall 17.0 9.0 10 1,530 Cl 6,454 0.40 2,572 Roof 17.0 2.0 15 510 - 0.40 - Roof - - 15 - - 0.40 - Floor 17.0 1.0 10 170 Total V = 7,016 Floor - - 10 - HD = (4,494) lbs Total W = 13,940 v = 413 lbs/ft E1.4 Wall - - 10 - E1.4 - 1.000 - Wall - - 10 - Al 6,327 - - Wall - - 10 - Cl 6,454 - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - Ibs - Total W = - v = - lbs/ft E1.5 Wall - - 10 - E1.5 - 1.000 - Wall - - 10 - Al 6,327 - - Wall - - 10 - Cl 6,454 - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - lbs/ft 08/09/06 Daniels Residence Project No. 0621 . Shear/Uplift Calulations E-2 L H w W V Length V Length Height Weight Weight Tributary Shear Factor Shear Wall Component (ft) (ft) (psf) (Ibs) Loading (Ibs) ULT (Ibs) E2.1 Wall 5.7 6.0 100 3,402 E2.1 719 1.000 719 Wall 5.7 9.0 10 510 A2 4,698 0.14 660 Wall - - 10 - C2 4,885 0.14 687 Roof 5.7 8.0 15 680 - 0.14 - Roof - - 15 - - 0.14 - Floor 5.7 1.0 10 57 Total V = 2,066 Floor - - 10 - HD = (139) lbs Total W = 4,649 v = 364 lbs/ft E2.2 Wall 12.7 4.0 10 507 E2.2 1,606 1.000 1,606 Wall 12.7 9.0 10 1,143 A2 4,698 0.31 1,476 Wall 12.7 6.0 100 7,602 C2 4,885 0.31 1,534 Roof 12.7 8.0 15 1,524 - 0.31 - Roof - - 15 - - 0.31 - Floor 12.7 1.0 10 127 Total V = 4,616 Floor - - 10 - HD = (3,994) lbs Total W = 10,903 v = 364 lbs/ft E2.3 Wall 8.0 6.0 100 4,800 E2.3 1,014 1.000 1,014 Wall 8.0 4.0 10 320 A2 4,698 0.20 932 Wall 8.0 9.0 10 720 C2 4,885 0.20 969 Roof 8.0 2.0 15 240 - 0.20 - Roof - - 15 - - 0.20 - Floor 8.0 1.0 10 80 Total V = 2,914 Floor - - 10 - HD = (894) lbs Total W = 6,160 v = 364 lbs/ft E2.4 Wall 10.0 9.0 10 900 E2.4 1,267 1.000 1,267 Wall 11.5 9.0 10 1,035 A2 4,698 0.25 1,165 Wall 11.5 6.0 10 690 C2 4,885 0.25 1,211 Roof 11.5 2.0 15 345 - 0.25 - Roof - - 15 - - 0.25 - Floor 11.5 1.0 10 115 Total V = 3,643 Floor - - 10 - HD = 1,736 lbs - Total W = 3,085 v = 364 lbs/ft E2.5 Wall 4.0 6.0 10 240 E2.5 507 1.000 507 Wall 5.5 9.0 10 495 A2 4,698 0.10 466 Wall 5.5 9.0 10 495 C2 4,885 0.10 484 Roof 5.5 2.0 15 165 - 0.10 - Roof - - 15 - - 0.10 - Floor 5.5 1.0 10 55 Total V = 1,457 Floor - - 10 - HD = 1,461 lbs Total W = 1,450 v = 364 lbs/ft 08/09/06 Daniels Residence Project No. 0621 • Tributary Loading: Roof/Floor Diaphragm F East/West Shear Walls: Ht. = Average height (ft) above grade P(s30) = Simplified Design Wind Pressure-Table 1609.6.2.1(1) (L) = Adjustment Factor for Height and Exposure-Table 1609.6.2.1(4) Iw = Wind Importance Factor-Table 16-K P = P(s30)x(L) x Iw(psf) A = Area subjected to wind (sf) V = P x A Shear due to wind (Ibs) Diaphragm Ht. Case/Zone P(s30) (L) Iw P A V F1 15 1/A 14.4 1.21 1.0 17.42 156 2,718 lbs. F2 15 1/A 14.4 1.00 1.0 14.40 45 648 lbs. F3 15 1/A 14.4 1.00 1.0 14.40 - - lbs. F4 0 1/A 14.4 1.00 1.0 14.40 - - lbs. Totals 201 3,366 lbs. Wall Length V Wall Length V Wall Length Factor Shear Wall Length Factor Shear Diaphragm Mark (ft) LILT (lbs) Diaphragm Mark (ft) LILT (Ibs) F1 F1.1 54.0 1.00 2,718 F2 F2.1 16.7 0.37 240 F1.2 0.0 0.00 - F2.2 8.7 0.19 125 F1.3 0.0 0.00 - F2.3 16.0 0.36 230 F1.4 0.0 0.00 - F2.4 3.7 0.08 53 F1.5 0.0 0.00 - F2.5 0.0 0.00 - Totals 54.0 1.00 2,718 Totals 45.0 1.00 648 Shear 50 lbs/ft Shear 14 lbs/ft Wall Length V Wall Length V Wall Length Factor Shear Wall Length Factor Shear Diaphragm Mark (ft) L/LT (Ibs) Diaphragm Mark (ft) LILT (Ibs) F3 F3.1 0.0 1.00 - F4 F4.1 0.0 1.00 - F3.2 0.0 0.00 - F4.2 0.0 0.00 - F3.3 0.0 0.00 - F4.3 0.0 0.00 - F3.4 0.0 0.00 - F4.4 0.0 0.00 - F3.5 0.0 0.00 - F4.5 0.0 0.00 - Totals 0.0 1.00 - Totals 0.0 1.00 - Shear - lbs/ft Shear - lbs/ft 08/09/06 Daniels Residence Project No. 0621 Shear/Uplift Calulations F-1 • L H w W V Length V Length Height Weight Weight Tributary Shear Factor Shear Wall Component (ft) (ft) (psf) (Ibs) Loading , (Ibs) L/LT (Ibs) F1.1 Wall 54.0 10.0 10 5,400 F1.1 2,718 1.000 2,718 Wall 54.0 9.0 10 4,860 B1 3,205 1.00 3,205 Wall 54.0 9.0 10 4,860 D1 3,752 1.00 3,752 Roof 38.0 16.0 15 9,120 - 1.00 - Roof 16.0 12.5 15 3,000 - 1.00 - Floor 54.0 8.5 10 4,590 Total V = 9,676 Floor - - 10 - HD = (14,123) lbs Total W = 31,830 v = 179 lbs/ft F1.2 Wall - - 10 - F1.2 - 1.000 - Wall - - 10 - B1 3,205 - - Wall - - 10 - D1 3,752 - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - lbs/ft F1.3 Wall - - 10 - F1.3 - 1.000 - Wall - - 10 - B1 3,205 - - Wall - - 10 - D1 3,752 - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - lbs/ft F1.4 Wall - - 10 - F1.4 - 1.000 - Wall - - 10 - B1 3,205 - - Wall - - 10 - D1 3,752 - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - Ibs/ft F1.5 Wall - - 10 - F1.5 - 1.000 - Wall - - 10 - B1 3,205 - - " Wall - - 10 - D1 3,752 - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - lbs/ft 08/09/06 Daniels Residence Project No. 0621 Shear/Uplift Calulations F-2 L H w W V Length V Length Height Weight Weight Tributary Shear Factor Shear Wall Component (ft) (ft) (psf) (Ibs) Loading (Ibs) L/LT (Ibs) F2.1 Wall 16.7 6.0 100 10,002 F2.1 240 1.000 240 Wall 16.7 9.0 10 1,500 B2 4,142 0.37 1,534 Wall - - 10 - D2 2,091 0.37 774 Roof 16.7 16.0 15 4,001 - 0.37 - Roof - - 15 - - 0.37 - Floor 12.7 8.5 10 1,077 Total V = 2,549 Floor - - 10 - HD = (7,373) lbs Total W = 16,580 v = 153 lbs/ft F2.2 Wall 8.7 6.0 100 5,202 F2.2 125 1.000 125 Wall 8.7 9.0 10 780 B2 4,142 0.19 798 Wall - - 10 - D2 2,091 0.19 403 Roof 8.7 3.0 15 390 - 0.19 - Roof - - 15 - - 0.19 - Floor 8.7 8.0 10 694 Total V = 1,326 Floor - - 10 - HD = (2,616) lbs Total W = 7,066 v = 153 lbs/ft F2.3 Wall 16.0 4.0 100 6,400 F2.3 230 1.000 230 Wall 16.0 9.0 10 1,440 B2 4,142 0.36 1,473 Wall - - 10 - D2 2,091 0.36 743 Roof 16.0 2.0 15 480 - 0.36 - Roof - - 15 - - 0.36 - Floor 16.0 7.0 10 1,120 Total V = 2,446 Floor - - 10 - HD = (4,108) lbs Total W = 9,440 v = 153 lbs/ft F2.4 Wall 3.7 9.0 100 3,303 F2.4 53 1.000 53 Wall 3.7 9.0 10 330 B2 4,142 0.08 338 Wall - - 10 - D2 2,091 0.08 170 Roof 3.7 12.5 15 688 - 0.08 - Roof - - 15 - - 0.08 - Floor 3.7 4.0 10 147 Total V = 561 Floor - - 10 - HD = (858) lbs Total W = 4,468 v = 153 lbs/ft F2.5 Wall - - 10 - F2.5 - 1.000 - - Wall - - 10 - B2 4,142 - - Wall - - 10 - D2 2,091 - - Roof - - 15 - - - - Roof - - 15 - - - - Floor - - 10 - Total V = - Floor - - 10 - HD = - lbs Total W = - v = - lbs/ft 08/09/06 Daniels Residence Project No. 0621 Shear Wall Summary/Schedule SW-1 V Min. Sill/ Sill Nailing/ HD Min. Shear Stud Edge Edge Field Anchor Uplift Holdowns End Wall (Ibs/ft) Sheathing Size Block Nailing Nailing Bolts (AB) (Ibs) (each end) Post A1.1 169 X 2x 2x X X X 737 HDU2 3x A1.2 169 X 2x 2x X X X 533 HDU2 3x A1.3 169 X 2x 2x X X X (598) -- -- A1.4 169 X 2x 2x X X X 1,125 ST6236 3x A1.5 169 X 2x 2x X X X 795 ST6236 3x A2.1 132 X 2x 2x X X X 614 HDU2 3x A2.2 132 X 2x 2x X X X 404 HDU2 3x A2.3 132 X 2x 2x X X X 754 HDU2 3x A2.4 132 X 2x 2x X X X 221 -- -- A2.5 132 X 2x 2x X X X 861 ST6236 3x A3.1 - (0) -- -- A3.2 - - -- -- A3.3 - - -- -- A3.4 - - -- -- A3.5 - - -- -- A4.1 - (0) -- -- A4.2 - - -- -- A4.3 - - -- -- A4.4 - - -- -- A4.5 - - -- -- 61.1 200 X 2x 2x X X X 563 ST6236 3x B1.2 200 X 2x 2x X X X 86 -- -- B1.3 200 X 2x 2x X X X 302 -- -- B1.4 200 X 2x 2x X X X 786 ST6236 3x 131.5 - - -- -- B2.1 121 X 2x 2x X X X (1,194) -- -- B2.2 121 X 2x 2x X X X 568 HDU2 3x B2.3 121 X 2x 2x X X X 710 HDU2 3x B2.4 121 X 2x 2x X X X 710 HDU2 3x B2.5 121 X 2x 2x X X X 604 HDU2 3x B3.1 108 X 2x 2x X X X 111 -- -- B3.2 108 X 2x 2x X X X 111 -- -- B3.3 - - -- -- 63.4 - - -- -- - 63.5 - - -- -- B4.1 - - -- -- 64.2 - - -- -- - 64.3 - - -- -- B4.4 - - -- -- 64.5 - - -- -- Legend: "X"shown on Schedule indicates typical. (From 2003 IBC Table 2306.4.1) Typical Sheathing: 1/2"thick CDX plywood sheathing. Typical Edge Nailing: 8d nails spaced at 6" on center. Typical Field Nailing 8d nails spaced at 12" on center. Typical Anchor Bolts: 5/8"diameter bolts spaced at 48" on center. Typical Sill/Joist Nailing (3) - 16d nails per 16" 08/09/06 Daniels Residence Project No. 0621 Shear Wall Summary/Schedule SW-2 V Min. Sill/ Sill Nailing/ HD Min. Shear Stud Edge Edge Field Anchor Uplift Holdowns End Wall (lbs/ft) Sheathing Size Block Nailing Nailing Bolts (AB) (Ibs) (each end) Post C1.1 240 Concrete -- -- -- -- X (576) -- -- C1.2 240 Concrete -- -- -- -- X (586) -- -- C1.3 240 Concrete -- -- -- -- X (3,112) -- -- C1.4 240 Concrete -- -- -- -- X (4,236) -- -- C1.5 240 X 2x 2x X X X 286 -- -- C2.1 221 Concrete -- -- -- -- X (973) -- -- C2.2 221 Concrete -- -- -- -- X (3,047) -- -- C2.3 221 X 2x 2x X X X 567 HDU2 3x C2.4 221 X 2x 2x X X X 78 -- -- C2.5 - - -- -- C3.1 - - -- -- C3.2 - - -- -- C3.3 - - -- -- C3.4 - - -- -- C3.5 - - -- -- C4.1 - - -- -- C4.2 - - -- -- C4.3 - - -- -- C4.4 - - -- -- C4.5 - - -- -- D1.1 290 X 2x 2x 8d@4" X X 662 ST6236 3x D1.2 290 X 2x 2x 8d@4" X X (340) -- -- D1.3 290 X 2x 2x 8d@4" X X (371) -- -- D1.4 290 X 2x 2x 8d@4" X X (223) -- -- D1.5 290 X 2x 2x 8d@4" X X 715 ST6236 3x D2.1 138 Concrete -- -- -- -- X (7,594) -- -- D2.2 138 Concrete -- -- -- -- X (2,705) -- -- D2.3 138 Concrete -- -- -- -- X (4,166) -- -- D2.4 138 Concrete -- -- -- -- X (988) -- -- D2.5 - - -- -- D3.1 143 Concrete -- -- -- -- X (6,245) -- -- D3.2 - - -- -- D3.3 - - -- -- _ D3.4 - - -- -- D3.5 - - -- -- D4.1 - (0) -- -- _ D4.2 - - -- -- D4.3 - - -- -- D4.4 - - -- -- D4.5 - - -- -- Legend: "X" shown on Schedule indicates typical. (From 2003 IBC Table 2306.4.1) Typical Sheathing: 1/2"thick CDX plywood sheathing. Typical Edge Nailing: 8d nails spaced at 6" on center. Typical Field Nailing 8d nails spaced at 12" on center. Typical Anchor Bolts: 5/8" diameter bolts spaced at 48" on center. Typical Sill/Joist Nailing (3) - 16d nails per 16" 08/09/06 Daniels Residence Project No. 0621 .Shear Wall Summary/Schedule SW-3 V Min. Sill/ Sill Nailing/ HD Min. Shear Stud Edge Edge Field Anchor Uplift Holdowns End Wall (Ibs/ft) Sheathing Size Block Nailing Nailing Bolts (AB) (Ibs) (each end) Post E1.1 413 Concrete -- -- -- -- 5/8"@32" (2,374) -- -- E1.2 413 Concrete -- -- -- -- 5/8"@32" (3,117) -- -- E1.3 413 X 2x 3x 8d@3" X 5/8"@32" (4,494) -- -- E1.4 - - -- -- E1.5 - - -- -- E2.1 364 Concrete -- -- -- -- 5/8"1§32" (139) -- -- E2.2 364 Concrete -- -- -- -- 5/8"@32" (3,994) -- -- E2.3 364 X 2x 3x 8d@4" X 5/8"@32" (894) -- -- E2.4 364 X 2x 3x 8d@4" X 5/8"@32" 1,736 HDU2 3x E2.5 364 X 2x 3x 8d@4" X 5/8"@32" 1,461 HDU2 3x E3.1 - (0) -- -- E3.2 - - -- -- E3.3 - - -- -- E3.4 - - -- -- E3.5 - - -- -- E4.1 - (0) -- -- E4.2 - - -- -- E4.3 - - -- -- E4.4 - - -- -- E4.5 - - -- -- F1.1 179 X 2x 2x X X X (14,123) -- -- F1.2 - - -- -- F1.3 - - -- - F1.4 - - -- -- F1.5 - - -- -- F2.1 153 Concrete -- -- -- -- X (7,373) -- -- F2.2 153 Concrete -- -- -- -- X (2,616) -- -- F2.3 153 Concrete -- -- -- -- X (4,108) -- -- F2.4 153 Concrete -- -- -- -- X (858) -- -- F2.5 - - -- -- F3.1 - - -- -- F3.2 - - -- -- F3.3 - - -- -- F3.4 - - -- -- F3.5 - - -- -- F4.1 - (0) -- -- _ F4.2 - - -- -- F4.3 - - -- -- F4.4 - - -- -- F4.5 - - -- -- Legend: "X" shown on Schedule indicates typical. (From 2003 IBC Table 2306.4.1) Typical Sheathing: 1/2"thick CDX plywood sheathing. Typical Edge Nailing: 8d nails spaced at 6" on center. Typical Field Nailing 8d nails spaced at 12" on center. Typical Anchor Bolts: 5/8" diameter bolts spaced at 48" on center. Typical Sill/Joist Nailing (3) - 16d nails per 16" 08/09/06 Daniels Residence Project No. 0621 . Horizontal Diaphragm Calculations HD-1 Forces Due to Wind P = Total Shear due to wind. R = Edge Shear due to wind (P/2) Roof Diaphragms Diaphragm Tributary Shear Total Shear(P) Shear(R) Diaphragm Shear (v) Mark Diaphragm(s) (Ibs) (Ibs) (Ibs) Length (ft) (Ibs/ft) Al -- 6,327 6,327 3,163 32.0 99 A2 -- 4,698 4,698 2,349 32.0 73 A3 -- - - - 0.0 - A4 -- - - - 0.0 - B1 -- 3,205 3,205 1,603 54.0 30 B2 -- 4,142 4,142 2,071 54.0 38 B3 -- 2,056 2,056 1,028 24.0 43 B4 -- - - - 0.0 - Floor/Roof Diaphragms Diaphragm Tributary Shear Total Shear(P) Shear(R) Diaphragm Shear (v) Mark Diaphragm(s) (lbs) (Ibs) (lbs) Length (ft) (Ibs/ft) Cl -- 6,454 12,781 6,390 32.0 200 Al 6,327 -- -- -- - C2 -- 4,885 9,583 4,792 32.0 150 A2 4,698 -- -- -- - C3 -- - - - 0.0 - A3 - -- -- -- - C4 -- - - - 0.0 - A4 - -- -- -- - D1 -- 3,752 6,957 3,479 54.0 64 B1 3,205 -- -- -- - D2 -- 2,091 6,233 3,117 54.0 58 B2 4,142 -- -- -- - D3 -- 1,376 3,433 1,716 54.0 32 B3 2,056 -- -- -- - D4 -- - - - 0.0 - B4 - -- -- -- - 08/09/06 Daniels Residence Project No. 0621