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HomeMy WebLinkAboutPermit File BLD-2016-1464 8674 March Point Road City of Anacortes Invoice/Permit#: BLD-2016-1464 904 6th Street Applied date: 08/04/2016 4V P.O.Box 547 ►' " Issue date: 08/04/2016 Anacortes, WA 98221-0547 (360) 293-1901 Expire date: 01/31/2018 er,Job Address: 8674 S MARCH POINT RD Permit Type: Commercial Building Permit ANACORTES WA 98221-8688 Project: APN: P19911 Remarks: Add storage building#13 from existing plan. Owner: BAHMAN & DANA SADIGHMEHR Contractor: SCIMITAR CONSTRUCTION Address: PO BOX 1917 Address: PO BOX 1720 ANACORTES WA 98221-6917 ANACORTES WA 98221-6720 Phone: Phone: (360) 293-8387 License#: SCIMIC053KA General Information: Fees: Building Valuation 102000 Plan Review Deposit 326.61 Construction Type v-b Building Permit Fee 1,004.95 Occupancy Group s-1 Plan Review Fee 326.61 Traffic Impact Fee 421.00 Sewer Inspection Fee 50.00 State Building Code Fee 4.50 Total Calculated: 2,133.67 Deposits/Receipts: 0.00 Total Due: — 2,133.67 L + r- c n� rn :l: r, . o: 717 ,t: I J . 0 , CO ;I- n C' rt• �, irr* r E. F• -h C, c I x:• 7.2 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS; OI$ IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENt ED3 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PRO\SIEM OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NCit, HE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER 8TATEOR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. .11 ;•• ,.:I .. r µ SIG ATU NER OR AUTHO ED AGENT ISSUED BY ff ?RV\L2fflfl ,2_o16 - 1, 6- g ,, , i: : All At I :2;a. 1.416 ' ;H A: , , _,_ JUL 2 5 2016 , --1Q,'5":50-=',!-'_. vo..,::,,,--W71; Cos Commercial Building Permit Application City of Anacortes Building Department P.O. Box 547 Anacortes, WA 98221 - Street Address: 904 6th Street Phone: (360) 293-1901 Fax: (360) 293-1938 SITE ADDRESS: _ ?r,:> 7 «. - �' ‘ f FL t CONTRACTOR ❑ Applicant PROJECT DESCRIPTION Name S. Cif+ 1 Gk- • At t biz/ 1i r Address Po t e,( I . --0 4,..,,,, is- ; -... , r r_ia,---i City/State/Zip Get -, - L --t 0-, .e--::z.-b) re---6r,.,e___ It- c I Phone '1aC 2 3 -- 5 AX 3,&o' 113 - 5 2- State License# Exp 4 PARCEL NUMBER i City of Anacortes Business License: ❑ Yes o No I) !? 'i PROPERTY OWNER pplicant LEGAL DESCRIPTION Name 126dtvv ; It vL- ;. P Z ,.t.• v V vf /Val ifli of ` of s„,..J. q • Address ( 4 64 Tei—1.)--J �o Cite/State/Zi 1hr1/41k C ''-- C4 ("CA- ..'A Cj 4 PRO CT VALUATION Ph eUt? 2- ; -2gFAx i L- c l i E-Mail Address F 'dtt[ o g-n.i 0;Se_ ,„ ,t `ii Number of Stories • Building Area: 0 Architect❑ Designer D Engineerr 0 Applicant 1 Floor i t r'' s.f.. 2nd Floor s.f. Name 1<SP 136 ot. °7 3rd Floor s.f Basement s.f Address e % Go( (4 Lot Area s.£ Construction Type Pr. c 4, 1 �� , i City/State/Zip S 00 t t2 r Use Zone J e Phone J' -3 3S UC (' FAX ).5 i Impervious Area E-mail Address I Pt y°S f S5. F--' Other(Describe) 1 TENANT ❑Applicant LENDER { r LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name • 't 1 IN VALUATION PER RCW. Address • - Name /`�,,1 -� , City/State/Zip Address Phone FAX City/State/Zip E-mail Address Phone No. f_/ t + e e i- ry) 1 , re, i l c(' 3 hr� CONTINUED ON TIE BACK y ir-. /7i, s l Commercial Mechanical Fixtures Fuel Type ❑ Natural Gas ❑ EIectric ❑ Wood ❑ Propane Gas 0 Other Type of Equipment Number of Type of Equipment Number of Fixtures Fixtures Furnace<=100K BTU Gas Fireplace Boilers/AC/Heat Pump Other Units Gas Outlets Ventilation Fans Gas Water Heater Range Hood Commercial Plumbing Fixtures Type of Fixture Number of Type of Fixture Number of Fixtures Fixtures Toilet Utility Sink Dishwasher Hose Bibb Hand Sink Water Piping Kitchen Sink w/Disposal Additional Fixtures Clothes Washer Electric Water Heater /- L= c C �✓1 ��i'7J 17, 1_ _` 3 C j11 i�1 c (i �.7H e Lc LG I HEREBY ACKNOWLEDGE IF HAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACITIVIES COVERED BY THIS PERMIT APPLICATION.WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALL-HAVE ACURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENSE. STOP WORK ORDERS WII,L BE ISSUED ON JOB SITES WHERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PROPER LICENSE APPLICANT'S SIGNATURE DATE • Last Updated Nov.9,2012 �'SSD� S p., • mil•`+� i w� M... .0 :Ie �--- , , '1 1 h ! I E ♦ ', ../ I JULT:ti rh r:r 1 el 4 r . ' i • . • - � ` (1) 0 , 60'-0' t 10'-0' r 10'-0° 1.. 10'-0' 10'-0° l'. 11Y-0' / 1('-0° A E= 24" x 1 1/2" RAMP r 1 (THICKEN SLAB UNDER RAMP) e 1 --41L a LI :CO`0'~ 4., SLA: •F--2'-0' A 1 AllilliMiii=i11-U= 1 2' 1----21-81 0,. F. o i-,. A., #4 CONT. TOP & 18 thin. 1 e40 1111 o BOTTOM. IP co #4 VERTS. © 3."• I 0.C. W/ 12" 1. 16' min. k. HOOKS INTO SLAB. • 2 2 74 �� 3 FOOTING DETAIL FLOOR SLAB 1) 4' CONCRETE OVER 4' COMPACTED CRUSHED ROC£: L j F-1 N.T.S. OVER COMPACTED SUBGRADE. r 2) CONTROL JOINTS, EITHER SAW CUT OR PREFORMED INSERT AT 10'-0' SPACING MAX. M'- 3) CONSTRUCTION JOINTS AS REQUIRED TO POUR FLOOR. STRUCTURAL NOTES: J�I�� � FOUNDATION FOUNDATION 1) FOUNDATION WAS DESIGNED USING AN ALLOWABLE SOIL BEARING CAPACITY OF 2000 PSF IN THE ABSENCE OF A SOILS REPORT. F-1 N.T.S. 2) AU. FOOTINGS SHALL BEAR ON FIRM NATURAL SOIL REMOVE ANY SOFT SPOTS AND REPLACE WITH SELECT GRANULAR MATERIAL COMPACTED TP 95%RELATIVE DENSITY. �NN/S, � ' CONCRETE AND REINFORCING 1) CONTRACTOR SHALL VERIFY LOCATIONS AND SIZES OF ALL ANCHORS, INSERTS, ELECTRICAL AND ! 0OF\M Sy�G'� 4 \' MECHANICAL PRIOR TO POURING CONCRETE. 4' C� 3 2) ALL CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH AS FOLLOWS: 19 �Q 0 .0 FOUNDATIONS ANO PEDESTALS: 3000PSI SLAB ON GRADE: 3000PSI 4 3) AU. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60. REINFORCING 613 AND . • SMALLER MAY BE GRADE 40. 4) WELDED WARE FABRIC SHALL CONFORM TO ASTM 185, Fy-60KS1. it . , 0/STEP� \ 4, 5) MINIMUM CONCRETE COVERAGE FOR REINFORCING STEEL ARE AS FOLLOWS: 9 1/2" x 1 1/2" NOTCH ` S/Qi, t S ' 7-7 8' 7, CONCRETE AGAINST EARTH: 3 INCHES. (THICKEN SLAB UNDER NOTCH) �I ._ FORMED CONCRETE AGAINST EARTH: 2 INCHES. 6) ALL BARS CONTINUOUS SHALL BE LAPPED A MINIMUM OF 40 BAR DIAMtItJIS AT AU. SPLICES, LAPS INTERSECTIONS AND CORNERS UNLESS NOTED OTHERWISE. 4" SLA: 4" SLAB 7) ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED OTHERWISE. II II11= =s•�I��Ij— � llr �P . • 2°i —.h-12 t o • #4 CONT. TOP & 18' min, #4 CONT. TOP & 18' rein. BOTTOM. VERTS. © 3." JO BOTTOM. /;! #4 #4 VERTS. © 3."I �� O.C. W/ 6° min. / 6° r�11n F`< � ,., \D '� T1 O\ P ,�� \ Date: 07-11 -16 HOOKS INTOTO y HOOKS INTO SLAB. SLAB. Drawn By: SDC Fidalgo Mini Storage 1 FOOTING DETAIL 2 FOOTING DETAIL Building #1 �� L 0 F-1 N.T.S. F-1 N.T.S. Anacortes, WA 1 __ - T__ ___"i-' - -----• .- - Engineering Calculations 3.0 -- -- Job Number: 16074 / - ( ) Customer Name : Bahman Sadighmehr Project Name : Fidalgo Mini Storage h _R S P, Project Description : Self Storage Project City: Anacortes STRUCTURAL SYSTEMS State : WA -w4141111W4PPY- County : Skagit Latitude : 48.461 Longintude : -122.556 3.0 Building Design Loads and Information 3.1 Building Geometry -' Roof Dead Load : 2.0 psf Width : 30.00 feet on Collateral Load : 0.0 psf Length : 60.00 feet c , r-- Roof Live Load : 20.0 psf Eave Height : 10.50 feet, , Ground Snow Load : 25.0 psf Roof Slope : 2.00:12 1.1 1"-1, IIIIW Min. Roof Snow Load : 25.0 psf [ Roof Type Wind Speed : 105 mph V3s 0 Gable 0 Single Slope <=1,ra, Seismic Spectral Data Ss : 112.20% g 7 . , ..s ME Seismic Spectral Data S1 : 44.00% g __ r Occupancy category Calculations Index 0 I- Low Hazard 0 III-Hazardous Q II-Standard 0 IV- Essential Cover Sheet 3.0 Geometry ... 3.1 Wind Exposure , Hurricane Prone Region— Snow 3.2 , 0 B 0 C 0 D El Hurricane Prone Region Wind 3.3 Seismic 3.4 -- 1 r Wind Enclosure Roof 3.5 0 Enclosed 0 Partially Enclosed 0 Open Walls(Girts, pw, ew)....3.6 Panel/Diaphragm 3.7 s ismic-s• - i . — — ._,. it .. ,..., , ,_ , 4 • 1 .,., 6 E L..1„, [ Lat/Long Anchorage... 3.8 Doors .. ... 3.9 1 0 ' 6 • D ‘, II Mr fp L-AciS--A, ' a N Designer and Date O- \ - FSS Date: Designer: Chkd By: -.),-) - .....—......„.x...z. &-salhOtiair-7.1155111.--.:-.--.1.706.a.s.,- ,. 1 6/27/2016 AJN . , ELt3Y- ,,--,....,-.,- ------c---,. 4.......,---..... Engineer's Seal -:.1 I() FIELO INSPECTION, UvERSIult )1 secnnN nr OF IS NC-T INCLUDED, Importance Factors Is: le: , ,,,-,r,Z•- ° cft\N Ask/Min/ley,--‘ 0.80 1.00 (snow) (seismic) , .; ./-_, Building Codes .. r:i-,"( (.'-'- --.''' z,',', . ' (0.,,_' Building Codes : 2015 IBC, ASCE 7-10 -.i' , tr-,. --)-A A 35758 e•,:c) _Si,_!0 Light Gage Code : 2012 NAS (AISI) 11,111661.6.40SMV:i'41"; :''''',:',1::'-': '' ,'*-- 1/43/ON i\V- __) , 1 ,""k7; Comments The above seal applies only to the contents of this engineering package and does not apply to any other portion of the project. , — Project Job# Fidalgo Mini Storage 16074 STRUCTURAL SYSTEMS Element or Member of Structure Section ( '' Engineering Summary -41111. 1110 Revisions Date „ . 6/27/2016 Building Summary : Panel : l- " Building Code= 2015 IBC,ASCE 7-10 . .:Roof-=.26 GA Loc Rib :.- - - DeSigriOde:--- 2012 NAS (AISI) ' Wall =-26 GA Rolled Rib • .,_ . _._• -, Ground Snow=_... 25.0 psf Building Data : . • Mihirilirn.Pnow t--- 25.0 psf ' Width = 30.00 feet - . • .., '''.."••.. Wirid:',8-pee'd7=- • 105 MPH ,--=,-,:-',:•,E0- - C Length`= 60.00 feet • ,=_•„'",-,0OcUPpricW`Opt=__,. I •;-!: ::':§D Ci..:=,f. D ,, Eave-=, 10.50 feet ,.. • . ., .. , Roof"Geometry..... 2.00:12 Gable Max SL:=:, 25.00 psf . _ • „...., Purlins : PEC : 600T200-43 GL's Span SPan'TiP6-__: Purlin Size .- _ - Mid-spri fc spacing- 10' bays 3-Span 600S162-43 no 2.5° oc 10' bays 0 no 2.5' oc 10' bays 0 no 2.5'oc 10' bays 0 no 2.5°oc Side Wall Girts : "•:. '--.• 6if'S---.-1- -,--'2.. ...'S0-----ah---NO6;. .,.. /V,Girt' iier: fcloCtioilz-:::::.---trib-,--1,..- i0 bays 1-Span 400S162-43 mid-span 3.25' 10' bays 1-Span 400S162-43 mid-span 3.25' ..• . EW Studs : Tracks : 400T150-54 GL's- 1 - EW Stud Size fc location spacing 13' max 400S162-54 5' o.c. 2.5° oc 13° max 400S162-54 5° o.c. 2.5°oc PW Studs : Tracks : 400T150-43 GL"s-, •-_:'-: ---'i _ PW-Stud:.Size,' : fc location - spacing 13' max 400S162-43 5.0' o.c. 2.5' oc 13' max 400S162-43 5.0' o.c. 2.5' oc SW Door Header Tracks : 400T200-54 Door Jamb/Mullion Track : 400T150-43 Wall Anchorage : -Simpson Titen HD 3/8" x 3"AB's, 2 3/4"embedment, use in Base Clip's (BC's) - LVF's .145"diameter with 1 1/4°' embedment PW-GUS,,-- ''.. , ' - Wall Type ---':- ':- -- - .----zSlud-S1546164, :---T'Length',-:'`:_'''it BC:'s -':,'-',';''-''.--..--'-''.-f=. 30' wall 29 GA RR#8 36/5(L=30') Studs = 2.5' o.c. 30.0' 7 per wall 20' wall 29 GA RR#8 36/5(L=20') Studs = 2.5' o.c. 20.0' 5 per wall DW GL's - --' ---.: Wall Type. . ,-, I- ' .- . . , Length ..: #LVF's ( , ' 10'wall 29 GA RR#8 36/5(L=10')(stud spcng=5.0) 10.0' 3 per bay SW:GUS . , - : i '=-. ''-'.__-, __Wall Type -,- _-• '' '_. - _ Length.--i -# LVF's 10' wall 29 GA RR#12 36/5(L=10')(girt spcng=3.0') 10.0' 3 per bay LABEL DESCRIPTION PEC FURRING CHANNEL F.S./ SHEETING ANGLE N.S. HEADER STUD :limo _ WALL TRACKII A #8-18x1/2"TEK (' GALVANIZED (HWH) EH-I -I I IR 7.._ A A #8-18x1/2TEK GIRT CAVITYAAGALVANIZED (SWGIRTTRACK I I •(PPH) OR HEADER STUD) ' UDDW STUD illi (F.S.) AMU- B #12x3/4STITCH o )z MULLION PAINTED OR GALV ihWITH WASHER _ MULLION N111 ' ' FF I I ' II C #12-14 x 1'TEK (D,2 EA)FC TO L.V.F. PAINTED OR GALV EW GIRT (BY OTHERS) BASE CLIP WITH WASHER W/ANCHOR BOLT EW GIRT FURRING CHANNEL ENDWALL FRAMING : 111N11ig SCALE:N.T.S. D #12-14 x 3/4"TEK TITEN HD PEC ANCHOR HEADER STUD GALV WITHOUT (D.2 EA)FC TO FURRING CHANNEL F.S./ WALL TRACK WASHER EW GIRT SHEETING ANGLE N.S. 1_ WALL STUD III -'Ill T I: ' ' rir EH �I E #12-14 x 2"TEK 1►1i GALV WITHOUT A SCALE:N.T.S. IrI�I I I I .ICI III WASHER IIAVP' —GIRT CAVITY(SWGIRTTRAK I < 4 D OR HEADER STUD) t*DW S ,•' DW STUD F 1/8"BLIND RIVET 1 ASS ED (F.S.) (PAINTED) _ o o ' Z 'N(PAINI�. wale G #12-14x1" 1,?- AIM TCP-COATED IN_ (PPH) FF ulii. **NOTE: IF THE DIVIDER WALL IS L.V.F. O BASE CLIP 1111N11111111NIsr NOT PRESENT,THEN THE DOOR (BY OTHERS) W/ANCHOR BOLT H `N#12-14x1-1/2' JAMB AND DOOR HEADER MUST ENDWALL FRAMING PAINTED OR GALV. BE REVISED FOR WIND LOADING. iliD WITH WASHER SCALE:N.T.S. ]��um�i Allowable Loads for Screw Connections (lbs/screw) No.12 No.10 No.8 No.6 J #12-24 x 1 1/4"TEK5 Steel Thldmess Steel Properties DIa.=0.218(In) Die.=0.190(In) DIa.=0.164(1n) DIa.=0.138(In) GALV WITHOUT Mils Design(in) Fy(kel) Fu(ksl) Shear Pullout Shear Pullout Shear Pullout Shear Pullout WASHER 18 0.0188 33 45 75 52 71 46 66 39 60 33 30 0.0312 33 45 161 m 86 151 76 141 65 129- 55 L 50 �InUltttit uttitq/--1) 33 0.0346 33 45 188 85 177 84 164 72 151 k 61 #12-14x2' 43 0.0451 33 45 280 124 263 109_ 240(244) 94 224 11 79 K PAINTED OR GALV. 54 0.0� 50 65 569 225 400(534) 198 240(496) 171 455 O E t 144 WITH WASHER68 0.0713 50 65 600(805) 284 400(755) 249 240(684) 215 576 d 181 97 0.1017 50 65 600(1285) 405 400(1130) 356 240(976) 307 821 258 Project Name: ( Reviewed By: Approved: Not Approved 0 FOR APPROVAL DWGS o (Corrections Noted): �� �� o 0 FOR CONST. DWGS STR� SOS o o 0 FOR REFERENCE 11111111,1\ DETAIL NAME: DRAWN BY: AJN FILE NAME/SHEET NUMBER: EW Openings per Memo 46 DATE: 4/4/20071J \\WINSRV2015\RedirectedFolders\Tony.Nava\My Documents\Engineering\RSPSS Enginnering Details(ACAD)\Details\End Walls\EW OH Door Openings.dwg,Eng Detail,6/27/2016 11:09:23 AM,tony.na 1 WO— (D, 3 EA) WALL BEAM I _ O . . I TO INTERMEDIATE ______ _ ___. v I WALL STUDS _ — ,o O O O o I I I I: r - -� 01 la °I 1: L° O O O O (D, 6 EA) WALL BEAM 1 TO HEADER STUD I I .-.1-_ BEAM I ER 600s 1 — I STUD I I ~'\ WALL STUD 1 L 11 L J 1 1 I 1 ''L EW WALL BEAM ABOVE OH DOOR ' I o SCALE:N.1 S - - - -- �/ DIVIDER WALL PANEL DIVIDER WALL TRACK ' DIVIDER WALL STUD WALL BEAM (D, 6 EA) WALL BEAM Ill! (D, 2 EA) DIVIDER CLIP TO DIVIDER TO WALL STUD WALL TRACKNVALL BEAM MI= __1' I , - iimi . , _...„. ... , __.,..., L ENDWALL STUD END WALL TRACK DIVIDER CLIP 0 SECTION AT WALL BEAM SCALE:N T.S Project Name: (' Reviewed By: Approved: Not Approved FOR APPROVAL DWGS , ; (Corrections Noted): eJ. . ';:f: o o ® FOR CONST. DWGS STRUCTURAL SYSTEMS o o 0 FOR REFERENCE --Nuippipooi.--wer- DETAIL NAME: DRAWN BY: A JN I FILE NAME/SHEET NUMBER: Wall Beam at EW Across Ridge I DATE: 4/5/2007 \\WINSRV2015\RedirectedFolders\Tony.Nava\My Documents\Engineering\RSPSS Enginnering Details (ACAD)\Details\Wall Beams\Wall Beam Across Ridge.dwg, Eng Detail (2), 6/27/2016 11:09:47 AM,to LABEL DESCRIPTION • Beam Design: Maximum span = 10' P • #8-18x1/2@ TEK Braced at 2.5' o.c. by wall studs GALVANIZED 3 equal loads placed as shown(2.5'o.c.) • 'A m ( ) (1) 6005162-43 I Maximum P= 238 lbs Ilttttttle Beam end reaction = 357 lbs A L\l' Deflection= .303" = U396 a a''s #8-18x1/2°TEK GALVANIZED (1) 6005162-54 ' (PPH) Maximum P = 500 lbs Beam end reaction = 750 lbs Deflection= .507" = U237 III)MP- fr1 -04-Y- '7: ‘ ,,-7° Lb, (1) 600S162-68 ' #12 x 3/4° S I I I CH Maximum P = 660 lbs '' PAINTED OR GALV Beam end reaction = 990 lbs WITH WASHER Deflection = .543"= U221 .___.,,+-- (1) 8005200-54 tt‘kil Maximum P = 750 lbs 1113t1 . —,! Beam end reaction = 1125 lbs #12-14 x V'TEK Deflection = .331" = U363 PAINTED OR GALV WITH MASHER (1) 8005200 68 Maximum P = 1100 lbs Beam end reaction = 1650 lbs EI li�itt•. Deflection = .392"= U306 [) #12-14 x 3/4° I LK Beam designed for loads above � �®� Connection designed for max reaction of 1650 lbs • GALWASHER -- -_- - - Column Design: —_ Header Stud and Mullion Track must be checked for axial load. #12-14 x 2° TEK GALV WITHOUT Fastener/Misc. Design: WASHER (D, 6) V(43 MIL) = 6 ' 280 = 1680 LBS 1680 > 1650 (D, 3) V(54 MIL) = 3 " 569 = 1707 LBS 1707 > 1650 < ll j If the beam attaches to a 43 mil header stud, 6 D screws must be used �� 1/8° BLIND RIVET If the beam attached to a 54 mil header stud, 3 D screws may be used (PAINTED) Notes: IIMOUVrep Column concrete bearing must be checked. #1 2-14x1° .� TCP-COATED (PPH) E 111111111111111tI #12-14x1-1/2p PAINTED OR GALV. WITH WASHER �nor Allowa e _pads for crew C�onnecflons (HbsIscew) No. 12 No. 10 No. 8 No.6 1 j #12-24 x 1 1/4"TEK5 Steel Thickness , :. DIa. =0.216 (in) Dla. = 0.190 (In) Dia. =0.164 (In) DIa. = 0.138 (in) GALV WITHOUT Mils Design •- Shear Pullout Shear Pullout Shear Pullout Shear Pullout WASHER 18 0.0188 33 45 75 52 71 48 66 39 60 33 27 0.02&3 33 45 139 78 131 69 121- 59 111 § 50 — 30 0.0312 33 45 161 86 151 78 141 65 129 3 n 55 MAMIDMW 33 0.0346 33 45 188 95 177 84 164 72 151 ' 61 #12-14x2" 43 0.0451280 124 263 109 240(244 94 224 79 PAINTED OR GALV. 54 569 225 400(534) 198 240(496) 171 4-55 to E ST44 WITH WASHER68 0.0713600(805) 284 400(755) 249 240(884) 215 576 d i 181 97 0 65 600(1285) 405 400(1130) 356 240 976 307 821 ' 258 t Project Name: i Reviewed By: Approved: Not Approved 0 FOR APPROVAL DWGS (Corrections Noted): _.. _� 0 FOR CONST. DWGS STRUCTURAL SYSTEMS ® o Li FOR REFERENCE . PIP -11:* DETAIL NAME: DRAWN BY: AJN FILE NAME/SHEET NUMBER: Wall Beam at EW Across Ridge DATE: 4/5/2007 \\`MNSRV2015\RedirectedFolders\Tony.Nava\My Documents\Engineering\RSPSS Enginnering Details (ACAD)\Details\Wall Beams\Wall Beam Across Ridge.dwg, Eng Detail, 6/27/2016 11:09:49 AM, tony r Project Job# Fidalgo Mini Storage 16074 SRaRAL SYSTMS Element or Member of Structure Section Building Geometry 3.1 ` .- Revisions Date 6/27/2016 Roof Type : Gable Width : 30.00 feet Ridge Height: 13.00 feet Length : 60.00 feet Mean Roof Height: 11.75 feet Left Eave Height: 10.50 feet Right Eave Height: 10.50 feet Left Roof Slope : 2.00:12 Right Roof Slope : 2.00:12 Left Ridge Offset : 15.00 feet Right Ridge Offset: 15.00 feet Endwall Area : 352.50 ft^2 Building Bay Spacing and Module Layout Gridlines #of Bay Start End Modules Length Module 1 Module 2 ;'Module 3 . 1 • 2 I 3 10.00 ft 10.00 ft 10.00 ft 10.00 ft 2 5 2- 10.00 ft 10.00 ft 20.00 ft 5 7 2 10.00 ft 15.00 ft 15.00 ft I tt Project Job# ®RS Pam- Fidalgo Mini Storage 16074 STRUCTURAL SYSTEMS Element or Member of Structure Section Load Summary 3.2, 3.3, 3.4 ( i ® Revisions Date 6/27/2016 Snow Load Seismic Load Flat Roof Snow Load Pf: 15.12 psf Seismic Dead Load W : 2.00 psf Sloped Roof Snow Load Ps : 16.00 psf Cs : 0.121 Unbalanced Snow Load : 24.50 psf Seismic Design Category: D Drifting / Sliding/Min. Snow: 25.00 psf Overstrength Factor S2o : 3 RSL = 25.00 psf Categry= I Redundancy Factor p : 1.3 GSL = 25.00 psf V: 0.24 psf Ss = 112.20% g .7 *V*p : 0.22 psf S1 = 44.00% g (0.7 *V *S2o)/1.2 = 0.42 psf Wind = 105 mph Exp= C Wind Load Trib(ft) Span (ft) Area (sqft) Edge Zone a : 3.0 feet Purlins 2.50 10.00 33.33 SW Edge Zone : 6.0 feet Girls 3.25 10.00 33.33 EW Edge Zone : 3.0 feet Studs 2.50 8.50 24.08 Comp Edge Zone : 3.0 feet Roof Panel 3.00 2.50 7.50 Wall Panel 3.00 3.25 9.75 ,� �� -1"5 � s �.: �%�.�_- -ram." � 5X� >_+'� - i i " N c r i T _: B J;- a t t R 1 -1 a a s' } s `_a, 'gym'; z 2 €":���.�� �< �� �- <�' .���--. _, ���.�:-3`'�+:,; -(✓'���:��?'� ��, .,,� �1�'�'''�i �sty,..�.�,� � � � ..r�;.,�����r _ .4•..5 y �'�;3,..�� �o /.,� a�f:__ ti.-�:v,� .tr�r. -"�.�_._ .7sk. s�s"f.--� .. �c Main Zones Edge Zones End Walls 1 2 3 4 1E 2E 3E 4E 5 5E 6 6E 5.3 -17.7 -11.9 -10.4 9.9 -25.5 -15.4 -13.7 0.0 0.0 0.0 0.0 12.6 -10.4 -4.5 -3.1 17.3 -18.1 -8.1 -6.4 0.0 0.0 0.0 0.0 -12.8 -17.7 -11.2 -12.8 -13.5 -25.5 -14.5 -13.5 4.5 8.8 -9.6 -12.4 -5.5 -10.4 -3.9 -5.5 -6.1 -18.1 -7.1 -6.1 11.8 16.1 -2.2 -5.1 5.3 -17.7 -11.9 -10.4 9.9 -25.5 -15.4 -13.7 0.0 0.0 0.0 0.0 12.6 -10.4 -4.5 -3.1 17.3 -18.1 -8.1 -6.4 0.0 0.0 0.0 0.0 -12.8 -17.7 -11.2 -12.8 -13.5 -25.5 -14.5 -13.5 4.5 8.8 -9.6 -12.4 -5.5 -10.4 -3.9 -5.5 -6.1 -18.1 -7.1 -6.1 11.8 16.1 -2.2 -5.1 Aitue M. 'i t s re Th Kanti y iti -niZI r I Pw , .gase Purlins Girts/Studs Roof Panel Wall Panel 1 2 3 4 5 1 2 3 4 5 12.2 12.2 12.2 19.8 19.8 13.9 13.9 13.9 22.0 22.0 _ -21.2 -34.3 -51.8 -21.6 -24.8 -22.0 -38.3 -56.7 -23.9 -29.4 MWFRS +) C&C © o ;©i 0 0 +© t 1 1 7° < 0 < 27° Os O 0 0 0 0 0 ® 0 00 J yl 1E ® 2E 3E � 4E L 1 J 1 I® 0 o ;0 0 0 ;0 ® ® 0 Project Job# ®�® Fidalgo Mini Storage 16074 STRUCTURAL SYSTEMS Element or Member of Structure Section `_ Purlin Design 3.5 IN <.., _�r;�C.: Revisions Date 6/27/2016 Load Combinations (psf) Purlin Trib Width = 2.50 feet DL+ CL+ LL= • 22.0 psf Span = 10.00 feet DL+ CL+ Ps = 18.0 psf DL= 2.0 psf DL+ CL+ GoverningSL = 27.0 psf CL= 0.0 psf DL + CL+ .75(.6WLP + Ps) = 21.2 psf LL= 20.0 psf 0.6DL+ .6WLS(Z1) = -13.0 psf Snow Load, Ps = 16.0 psf Governing Uniform Snow Load = 25.0 psf Wind Load Suction Z1 = -21.2 psf Wind Load Suction Z2 = -34.3 psf Partial snow does not govern on 2-span. Wind Load Press Z1,2,3 Max= 16.0 psf 3-span total load to avoid PSL check= 19.1 psf 4-span total load to avoid PSL check= 18.4 psf Purlin 1 GL's = 10' bays 1 3-Span v Trib= 2.50 feet Span = 10.00 feet 600S162-43 v ❑ Include mid-span FC for wind uplift Max Gravity= 67.5 plf ; Allowable Uniform Loads ;: - Gravitjr- .6DL+ .6WLS(Z1) _ -32.4 plf Gravity Allowable= 120.0 plf OK 0.12" .6DL+ .6WLS(Z2) _ -48.5 plf Uplift Allowable= 104.0 plf OK L/1021 Gravity_Reactions -Uplift;Reactions Exterior= 270.0 lbs Exterior= -193.8 lbs Interior= 742.5 lbs Interior= -533.0 lbs Purlin 2 GL's = 10' bays I . Trib= 2.50 feet v ❑ Include mid-span FC for wind uplift Span = 10.00 feet - Max Gravity= 67.5 plf ;i .. Allowable Uniform Loads Gravity-A .6DL+ .6WLS(Z1) _ -32.4 plf Gravity Allowable = 0.0 plf #DIV/0! 0.00" .6DL + .6WLS(Z2) = -48.5 plf Uplift Allowable= 0.0 plf #DIVl0! #DIV/0! :'Gravity;Reactions._ -y U'pliftReactions Exterior= 0.0 lbs Exterior= 0.0 lbs Interior= 0.0 lbs Interior= 0.0 lbs Purlin 3 GL's= 10' bays j Trib= 2.50 feet . ❑ Include mid-span FC for wind uplift Span = 10.00 feet Max Gravity= 67.5 plf ,_. ' Allowable Uniform Loads .Gravity-Al .6DL+ .6WLS(Z1) = -32.4 plf Gravity Allowable = 0.0 plf #DIV/0! 0.00" .6DL + .6WLS(Z2) _ -48.5 plf Uplift Allowable= 0.0 plf #DIVIO! #DIV/0! GravitygReactions , Uplift;Reactions Exterior= 0.0 lbs Exterior= 0.0 lbs Interior= 0.0 lbs Interior= 0.0 lbs Purlin 4 GL's= 10' bays Trib= 2.50 feet w ❑ Include mid-span FC for wind uplift Span = 10.00 feet Max Gravity= 67.5 plf = AL.Iowable,Uniform Loads .;'_ T,,., Gravity FA �,, .6DL+ .6WLS(Z1) = -32.4 plf Gravity Allowable= 0.0 plf #DIV/0! 0.00" .6DL+ .6WLS(Z2) = -48.5 plf Uplift Allowable= 0.0 plf #DIVl0! #DIV/0! Gravity;Reactions . - Uplift Reactions Exterior= 0.0 lbs Exterior= 0.0 lbs Interior= 0.0 lbs Interior= 0.0 lbs Project Job# _Illitt>illftit . Fidalgo Mini Storage 16074 ,,_• Element or Member of Structure Section ( sz.R114ippr1JRAL4ifitilor Girt Design Date 3.6 Revisions 6/27/2016 Girt Trib Width = 3.25 feet Span = 10.00 feet Wind Load Pressure 74= 19.8 psf Z5= 19.8 psf Z4 w/Z5= 19.8 Wind Load Suction Z4= -21.6 psf Z5 = -24.8 psf Z4 w/Z5 = -22.2 Governing Wind Load = -22.2 psf .,.._ Simple Span Girts GL's= 10' bays Trib= 3.25 feet 4,-------- I 00S162-43 Span = 10.00 feet , 0.6 *Wind Load = -43.3 plf :,-, AllOw0:416--grijf0rril4oacis -----: -.-: -- ':-.1-:-: - rliPd:A_ 1 ' Wind Allowable = 59.0 plf OK -0.37" Furring Channel = mid-span -L/325 3.1Viiitl:ReAdtiorit - ,-':".'::2.:- .':,..'.:-.1.;•'=-7-.'ill'f,-.----;-:.;.-,,,-:,-,,--_V;-:c1-'., Exterior= -216.3 lbs Simple Span Girts GL's = 10' bays Trib= 3.25 feet 400S162-43 Iv Span = 10.00 feet 0.6 *Wind Load = -43.3 plf -,-:'- --..:-: . : -Allowable,UhiformLoads • , . Wind A Wind Allowable= 59.0 plf OK -0.37" Furring Channel = mid-span -U325 _ :--_ :-1/Virld'Readtions-i .‘ - - • ' Exterior= -216.3 lbs ..,,_., Project Job# ®EtSP= Fidalgo Mini Storage 16074 (' STRUCTURAL SY�SYSTEMS Element or Member of Structure Section ® Rev Studs 3.6 Revisions Date 6/27/2016 EW Stud Trib Width = 2.50 feet Max Height= 13.00 feet Max Gravity= 270.0 lbs Max Uplift= -193.8 lbs Wind Load Pressure Z4 = 19.8 psf Z5 = 19.8 psf Wind Load Suction Z4 = -21.6 psf Z5 = -24.8 psf Governing Wind Load = -24.8 psf Note: Design of EW studs assumes both flanges braced by furring channels at 5' o.c. or less. EW Studs GL's= 13' max Trib = 2.50 feet Length = 13.00 feet 4005162-54 V Furring Channels at 5' o.c. 0.6 *Wind Load = -37.2 plf Allowable Uniform Loads Wind A Max Axial = 270.0 lbs Wind Allowable= 53.0 plf OK -0.74" Axial Allowable= 900.0 lbs OK -L/211 -Wind Reactions Exterior= -241.8 lbs Combinations checketl -_ 6WL,Axial, 75 :6WL+;Axial) EW Studs . GL's= 13' max Trib = 2.50 feet Length = 13.00 feet 1400S162-54 . Furring Channels at 5' o.c. lz 0.6*Wind Load = -37.2 plf Allowable Uniform`.Loads Wind A; Max Axial = 270.0 lbs Wind Allowable= 53.0 plf OK -0.74" Axial Allowable= 900.0 lbs OK -L/211 'Wind Reaction`s - Exterior= -241.8 lbs Combinations'checked: " .6WL Axial .75(6WL+'Axial) Project Job# Fidalgo Mini Storage 16074 ,-,- idl .-411:21110 .. Element or Member of Structure Section ( . STRUCTURAL SYSTEMS -71110.w. Partition Wall Studs 3.6 INC , Revisions Date •,':-V,-, ' 6/27/2016 PW Stud Trib Width = 2.50 feet Max Height= 13.00 feet Max Gravity= 742.5 lbs Partition Wall Tracks Max Uplift= -533.0 lbs 400T150-43 w Minimum Wall Load = 5.0 psf _ Note: Design of PW studs assumes one flange braced by furring channels at 5' o.c. or less and the other flange through fastened to panel. PW Studs GL's= 13' max Trib= 2.50 feet 400S162-43 Length = 13.00 feet Wind Load = 12.5 plf -: ---:--,`------''-----=1,-:Allot/Crable'Uniform Loads---,--- -- ---- ''--.---,Wind-A.'''.--,'-' - - - ----, . _ -.-- , . Max Axial = 742.5 lbs Axial Capacity= 2700.0 lbs OK U90 Furring Channel = 5.0 o.c. maximum Wind Reactions Exterior= 81.3 lbs Combinations checked:. VVL,'Axial: .75(VVL+ Axial), %;::....':. ::'''' ;• PW Studs GL's= 13' max Trib= 2.50 feet 400S162-43 •ir Length = 13.00 feet f Wind Load = 12.5 plf -'-';_:--.= r .- - -_- Allowable.Uniform Loads.. -,:- --., . -. - ..Wind:-Ar. Max Axial = 742.5 lbs Axial Capacity= 2700.0 lbs OK L/90 Furring Channel = 5.0'o.c. maximum ‘. 2--......'t Wind ReactiOns.- "- - .. . r- -'-. - - • - .. Exterior= 81.3 lbs Combinations checked: _.._ VVL,'Axial; .75(WLFAxial)- i--- Project Job# Fidalgo Mini Storage 16074 ... .1:ett . Element or Member of Structure Section / STRUCTURAL SYSTEMS � IV'. Ravel 3.7 Revisions Date 6/27/2016 Allowable Check Roof Panel Type Roof Panel Gravity= 25.5 psf 104.5 psf OK 26 GA Loc Rib • Roof Panel Uplift(.6WL) = -34.0 psf 125.2 psf OK Span = 30" Roof Panel Lateral Trib = 10.0 feet Wind Zone Ridge Height= 13.0 feet 0 1 0 2 Q 3 Diaphragm Length = 30.0 feet Lateral Diaphragm (.6WL) = 41.6 plf 100 plf OK Lateral SZ Diaphragm = 4.2 plf 100 plf OK Roof Panel Long Trib = 15.0 feet Mean Roof Height= 11.8 feet Diaphragm Length = 60.0 feet Long Diaphragm (.6WL) = 28.2 plf 100 plf OK Longitudinal SZ Diaphragm = 6.4 plf 100 plf OK Allowable Check Wall Panel Type 26 GA Rolled Rib Wall Panel Pres/Suct(.6WL) = -17.6 psf 52.5 psf OK Span = 42" l' Wind ZoAe 5 (� I Notes: Panel allowables based on 3 or more spans (multi-span). j Project Job# Fidalgo Mini Storage 16074 STRUCTURAL.SYSTEMS Element or Member of Structure Section ( -w4441V-440/1 Lateral and Longitudinal Anchorage 3.8 Revisions Date 6/27/2016 Lateral Loading-Partition Walls GL's = 30'wall Bay Trib Width= 10.0 feet 29 GA RR#8 36/5(L=30') V Ridge Height= 13.0 feet Length of Wall= 30.0 feet Studs= 2.5'o.c. V Lateral Wind Load= 16.0 psf 3/8 x 3 Titen HD embed = 2.75" V Wind Uplift Load = 17.7 psf PW Allowable Diaphragm V= 132.7 plf OK Diaphragm (.6WL) = 41.6 plf Number of Anchors per Wall = 7 Uplift Load (.6WL) = 106.2 plf Anchor Allow. Diaphragm V= 369.8 plf OK Diaphragm SZ= 4.2 plf Lateral Loading-Partition Walls GL's = 20'wall Bay Trib Width = 10.0 feet i 29 GA RR#8 36/5(L=20') cr Ridge Height= 13.0 feet ,Length of Wall = 20.0 feet I Studs=2.5'o.c. v. Lateral Wind Load = 16.0 psf 3/8 x 3 Titen HD embed = 2.75" Wind Uplift Load = 17.7 psf PW Allowable Diaphragm V= 134.1 plf OK Diaphragm (.6WL) = 62.4 plf Number of Anchors per Wall= 5 Uplift Load (.6WL) = 106.2 plf Anchor Allow. Diaphragm V= 396.3 plf OK Diaphragm SZ= 6.4 plf Longitudinal Loading-Divider Walls GL's = 10'wall Trib Width = 30.0 feet 29 GA RR#8 36/5(L=10')(stud spcng =5.0') v. Mean Roof Height= 11.8 feet -- Length of Wall = 60.0 feet LVF.145"embed= 1.2" v. Long Wind Load = 16.0 psf Length of Ind. Wall= 10.0 feet DW Allowable Diaphragm V= 78.2 plf OK Diaphragm (.6WL) = 28.2 plf LVF's per Bay= 3 Anchor Allow. Diaphragm V= 79.5 plf OK Diaphragm SZ= 12.7 plf Longitudinal Loading-Side Walls GL's = 10'wall Trib Width = 30.0 feet 29 GA RR#12 36/5(L=10')(girt spcng =3.0') V Mean Roof Height= 11.8 feet Length of Wall = 60.0 feet I LVF.145"embed= 1.2" V Long Wind Load = 16.0 psf Length of Ind. Wall= 10.0 feet SW Allowable Diaphragm V= 223.6 plf OK Diaphragm (.6WL) = 28.2 plf LVF's per Bay= 3 Anchor Allow. Diaphragm V= 79.5 plf OK Diaphragm SZ= 12.7 plf Project Job# Ilill .1:2:;._ \. Fidalgo Mini Storage 16074 Element or Member of Structure Section ' STRUCTURAL SY` SS (1 SW/EW Door Headers&PEC's 3.9 Revisions Date 6/27/2016 SW Door Header Tracks Trib= 1.25 feet Span = 8.5 feet 1400T200-54 IF Fy= 50 ksi Max Gravity= 27.0 psf Fb= 30 ksi Max Uplift(.6WL) = -19.4 psf Sy total = 0.4762 inA3 Mg = 0.30 k-ft My allow= 1.19 k-ft Mu = -0.22 k-ft OK PEC's&EW Door Header Tracks Max Point Load = 270.0 lbs PEC EW Door Header/Tracks Max Point Load= -193.8 lbs 1600T200-43 vr 1400T150-54 v, Purlin Spacing = 2.50 feet Span= 8.5 feet Fy= 33 ksi Fy= 50 ksi Gravity= 108.0 plf Fb= 19.8 ksi Fb= 30 ksi Uplift(.6WL) = -77.5 plf Sx= 0.8095 inA3 Sy tot= 0.3140 inA3 Mg = .0.98 k-ft Mx all = 1.34 k-ft My all = 0.79 k-ft Mu = -0.70 k-ft OK ❑ Include EW Track Contibution in Bending Door Jamb, Mullion,and Header Calculations header 1 /topes Bay= 10.00 ft =,b. / Eave Height= 10.50 ft Door Width = 8.50 ft jamb to Door Height= 9.00 ft door :_ header a= 0.75 ft al = 0.75 ft height _ b= 1.50ft Wind Load = 21.6 psf '®--®-a-door width- P.-®--►� Sx a M-}- al mullion nto P Jamb=I 400T150-43 w 1I 0.3898 inA3 W '-,7 Header= 400T200-54 0.6042 inA3 Notes: Assumes symmetrical bays, not mirrored. [ Wind Load Carried by The Jamb and the Mullion Track are the same part. C) Door Jamb() Mullion Girts The Jamb and Header are assumed to be fully braced. Jamb,andHeader Design __. - .. .. ,Jamb , _. . -: _- ;Hade r- e ' Uniform Load = 60 plf Equiv Uniform Ld = 25.9 plf M act= 0.61 k-ft M act= 0.32 k-ft Mall = 0.64 k-ft OK Mall = 1.51 k-ft OK Connection iD`esign:1 Area Load #of No 12 Min Mil Use (2) H8 Vall/Tall (ft^2) (Ibs) Screws Thickness Simpson (Ibs) Mullion Girt to PW Stud = 2.3 29 2 43 U (2)H8 248 T OK Jamb/Top Mull. Girt to Header= 20.8 270 2 43 NA 560 V OK Header to Pw Stud = 49.1 637 4 54 ❑ (2)H8 900 T OK Note: (2) H8's are good for 896 lbs per standard detail calculations. (`` Standard Base Clip w/3/8"Titen (Tall = 1075 lbs fc 2000) Titen = 935 lbs 2.75"embed 3"edge dist. Screws = 1440 lbs 6#8's 43 mil Vail = 935 lbs Vact= 270 lbs OK Project Job Ref. Tedds' RSPSS Section Sheet no./rev. 1010 N Nelson 1 i` Spokane WA 99202 Cale.by Date Chk'd by Date App'd by Date T 6/27/2016 SNOW LOADING (ASCE7-10) TEDDS calculation version 1.0.04 Building details Roof type Hip and gable Width of roof(left on elevation) b1 =15.00 ft Width of roof(right on elevation) b2= 15.00 ft Slope of roof(left on elevation) a1 =9.46 deg Slope of roof(right on elevation) a2=9.46 deg Ground snow load Ground snow load p9=25.00 lb/ft2 Density of snow y=min(0.13 x p9/1ft+ 14lb/ft3, 30Ib/ft3) = 17.25 lb/ft3 Terrain type C Exposure condition (Table 7-2) Fully exposed Exposure factor(Table 7-2) Ce=0.90 Thermal condition(Table 7-3) Unheated structures Thermal factor(Table 7-3) Ct= 1.20 Importance category(Table 1-1) Importance factor(Table 7-4) Is=0.80 j Min snow load for low slope roofs(Sect 7.3.4) pt min= Is x 20 Ib/ft2= 16.00 lb/ft2 Flat roof snow load (Sect 7.3) pt=0.7 x Ce x Ct x Is x pg= 15.12 lb/ft2 Cold roof slope factor(Ct> 1.0) Roof surface type Non slippery Ventilation Ventilated Thermal resistance (R-value) R=7.00°F h ft2/Btu Roof slope factor-left Fig 7-2c(solid line) Cs = 1.00 Roof slope factor-right Fig 7-2c(solid line) Cs_r= 1.00 Hip and gable roof loads Balanced sloped snow load-left(CI.7.4) ps_i=max(Cs_i x pt, pt min) = 16.00 lb/ft2 Balanced sloped snow load-right(CI.7.4) ps_r= max(Cs_r x pt, pt min)= 16.00 lb/ft2 Slope of left roof Si= 1 /tan(ai)=6.00 Slope of right roof Sr= 1 /tan(a2) =6.00 Unbalanced load-left roof windward ps_nv=0.3 x pt x Cs =5 lb/ft2 Unbalanced load-right roof leeward ps_n=pt x Cs r= 15.12 lb/ft2 Length eaves to ridge for drift height Iu_ww_i=b1 = 15.00 ft Drift height hdr_r=0.43 x (max(Iu_,,w_i,20ft) x 1ft2)113 x (pg/1 lb/ft2+ 10)1t4- 1.5 x 1ft= 1.34 ft Rectangular surcharge to part leeward side ps_d_sur=hdr_r x y/Ai(Sr)=9.43 lb/ft2 Length of rectangular surcharge lu_n_sur=min(8/3 x hdr_r x 4(Sr), b2) =8.75 ft Unbalanced load-left roof leeward psi= pt x Cs = 15.12 lb/ft2 Unbalanced load-right roof windward ps_rw=0.3 x pt x Cs_r=5 lb/ft2 Length eaves to ridge for drift height lu ww_r= b2= 15.00 ft Project Job Ref. Tedds RSPSS Section Sheet no./rev. 1010 N Nelson 2 ( Spokane WA 99202 P Calc.by Date Chk'd by Date App'd by Date T 6/27/2016 Drift height hdrl=0.43 x (max(L,_M,._r,20ft)x 1ft2)1f3 x (pg/1 lb/ft2+ 10)1'4- 1.5 x 1ft= 1.34 ft Rectangular surcharge to part leeward side ps_u_5ur=hdr l x y/'(Si) =9.43 lb/ft2 Length of rectangular surcharge lu_II_sur=min(8/3 x hdr ix J(Sa), b1) =8.75 ft 16.0 psf 16.0 psf Balanced load 140—8' 9"--ol Unbalanced load 4.5 psf 19.4 psf 15.1 psf 9.4 psfl 4.5 psf Unbalanced load 15.1 psf 144 15' - --15' Roof elevation 1 Project Job Ref. Tedds RSPSS Section Sheet no./rev. 1010 N Nelson 1 Spokane WA 99202 Calc.by Date Chk'd by Date App'd by Date T 6/27/2016 SEISMIC FORCES (ASCE 7-10) Tedds calculation version 3.0.06 Site parameters Site class D Mapped acceleration parameters (Section 11.4.1) at short period Ss= 1.122 at 1 sec period Si =0.44 Site coefficientat short period(Table 11.4-1) Fa= 1.1 at 1 sec period (Table 11.4-2) Fv= 1.6 Spectral response acceleration parameters at short period (Eq. 11.4-1) SMS= Fax Ss=1.179 at 1 sec period (Eq. 11.4-2) SM1 = Fv x Si =0.686 Design spectral acceleration parameters (Sect 11.4.4) at short period (Eq. 11.4-3) Sos= 2/3 x SMs=0.786 at 1 sec period (Eq. 11.4-4) SDI =2/3 x SM1 =0.458 Seismic design category Risk category(Table 1.5-1) Seismic design category based on short period response acceleration(Table 11.6-1) D Seismic design category based on 1 sec period response acceleration (Table 11.6-2) D Seismic design category D Approximate fundamental period Height above base to highest level of building h.= 13 ft From Table 12.8-2: Structure type All other systems Building period parameter Ct Ct=0.02 Building period parameter x x=0.75 Approximate fundamental period (Eq 12.8-7) Ta=Ct x (hn)x x 1 sec/(1ft)x=0.137 sec Building fundamental period(Sect 12.8.2) T=Ta=0.137 sec Long-period transition period Tl.= 12 sec Seismic response coefficient Seismic force-resisting system (Table 12.14-1) A. Bearing_Wall_Systems 16.Light-framed walls sheathed with wood panels ratedfor shr/stl Response modification factor(Table 12.14-1) R=6.5 Seismic importance factor(Table 11.5-2) Ie= 1.000 Seismic response coefficient(Sect 12.8.1.1) Calculated (Eq 12.8-2) Cs_ca1c=SDS/(R/la)=0.121 Maximum (Eq 12.8-3) Cs_max=Sat /(T x (R/la))= 0.514 Project Job Ref. Tedds' RSPSS Section Sheet no./rev. 1010 N Nelson 2 Spokane WA 99202 Calc.by Date Chk'd by Date App'd by Date ` T 6/27/2016 Minimum (Eq 12.8-5) Cs_m;n=max(0.044 x Sos x Ie,0.01)=0.035 Seismic response coefficient Cs=0.121 Seismic base shear(Sect 12.8.1) Effective seismic weight of the structure W= 3.6 kips Seismic response coefficient Cs=0.121 Seismic base shear(Eq 12.8-1) V=Cs x W=0.4 kips Project Job Ref. Tedds' RSPSS Section Sheet no./rev. 1010 N Nelson 1 Spokane WA 99202 Calc.by Date Chk'd by Date App'd by Date T 6/27/2016 WIND LOADING (ASCE7-10) In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2 Using the envelope design method Tedds calculation version 2.0.15 c+� T ch I 1 60 ft tal 30 ft ►I Plan Elevation Building data Type of roof Gable Length of building b=60.00 ft Width of building d=30.00 ft Height to eaves H= 10.50 ft Pitch of roof ao= 9.5 deg Mean height h=10.50 ft End zone width a=max(min(0.1 xmin(b, d), 0.4xh), 0.04xmin(b, d),3ft) =3.00 ft Plan length of Zone 2/2E when GCpf negative Lz2= min(0.5 x d,2.5 x H)= 15.00 ft Plan length of Zone 3/3E encroachment on zone 2 Lz3=max(0 ft,0.5 x d-Lz2)=0.00 ft General wind load requirements Basic wind speed V= 105.0 mph Risk category I Velocity pressure exponent coeff(Table 26.6-1) Ka= 0.85 Exposure category(c1.26.7.3) C Enclosure classification(c1.26.10) Enclosed buildings Internal pressure coef+ve (Table 26.11-1) GCpI,= 0.18 Internal pressure coef—ve (Table 26.11-1) GCPL_n=-0.18 Topography Topography factor not significant Kzt= 1.0 Velocity pressure Velocity pressure coefficient(T.28.3-1) Kz=0.85 Velocity pressure qh=0.00256 x KZ x Kzt x Ka x V2 x 1 psf/mph2= 20.4 psf jDesign wind pressures •--- ! Design wind pressure equation p=qh x [(GOO- (GCpi)] z':- Project Job Ref. rp Tedds _ RSPSS Section Sheet no./rev. -> 1010 N Nelson 2 ( Spokane WA 99202 Calc.by Date Chk'd by Date App'd by Date T 6/27/2016 Design wind pressures-Loadcase A Zone GCPr pt+Gcpi)(psf) p(-Gcpi)(psf) Area (ft2) +Fwi(kips) -Fwi(kips) 1 0.44 5.3 12.6 567 3.0 7.2 2 -0.69 -17.7 -10.4 821 -14.6 -8.5 3 -0.40 -11.9 -4.5 821 -9.8 -3.7 4 -0.33 -10.4 -3.1 567 -5.9 -1.8 1E 0.67 9.9 17.3 63 0.6 1.1 2E -1.07 -25.5 -18.1 91 -2.3 -1.7 3E -0.58 -15.4 -8.1 91 -1.4 -0.7 4E -0.49 -13.7 -6.4 63 -0.9 -0.4 i I I 4 N 3 t o 0111 3E 4E 2E 0 , 0 Loadcase A Design wind pressures-Loadcase B Zone GCPr p(+Gcpl)(psf) pi-Gcpi)(psf) Area(ft2) +Fai(kips) -Fw (kips) 1 -0.45 -12.8 -5.5 567 -7.3 -3.1 2 -0.69 -17.7 -10.4 821 -14.6 -8.5 3 -0.37 -11.2 -3.9 821 -9.2 -3.2 4 -0.45 -12.8 -5.5 567 -7.3 -3.1 5 0.40 4.5 11.8 320 1.4 3.8 ( 6 -0.29 -9.6 -2.2 320 -3.1 -0.7 1E -0.48 -13.5 -6.1 63 -0.8 -0.4 0 Project Job Ref. Tedds RSPSS Section Sheet no./rev. 1010 N Nelson 3 Spokane WA 99202 Calc.by Date Chk'd by Date App'd by Date T 6/27/2016 2E -1.07 -25.5 -18.1 91 -2.3 -1.7 3E -0.53 -14.5 -7.1 91 -1.3 -0.7 4E -0.48 -13.5 -6.1 63 -0.8 -0.4 5E 0.61 8.8 16.1 32 0.3 0.5 6E -0.43 -12.4 -5.1 32 -0.4 -0.2 1 1 t ‘10111P 'n AI N 0 3E i 4E I. .v., ,,- �� ®6 Loadcase B Design wind pressures-Loadcase AT Zone GCpr P(+GCpi) (psf) pt-Gcpit(psf) Area (ft2) +FW1(kips) -Fv;(kips) 1 0.44 5.3 12.6 252 1.3 3.2 2 -0.69 -17.7 -10.4 365 -6.5 -3.8 3 -0.40 -11.9 -4.5 365 -4.3 -1.7 4 -0.33 -10.4 -3.1 252 -2.6 -0.8 1 E 0.67 9.9 17.3 63 0.6 1.1 2E -1.07 -25.5 -18.1 91 -2.3 -1.7 3E -0.58 -15.4 -8.1 91 -1.4 -0.7 4E -0.49 -13.7 -6.4 63 -0.9 -0.4 1T - 1.3 3.2 315 0.4 1.0 2T - -4.4 -2.6 456 -2.0 -1.2 ( 3T - -3.0 -1.1 456 -1.4 -0.5 4T - -2.6 -0.8 315 -0.8 -0.2 Project Job Ref. Tedds' _ RSPSS Section Sheet no./rev. 1010 N Nelson 4 Spokane WA 99202 Calc.by Date Chk'd by Date App'd by Date T 6/27/2016 `` 3T 4T N 2T ..,-' � ® 1ci 4E 3�I �3 ZR� 0,7 Loadcase AT Design wind pressures-Loadcase BT Zone GCpf p(*Gcpi)(psf) pt-Gcpi)(psf) Area (ft2) +Fwi(kips) -Fwi(kips) 1 -0.45 -12.8 -5.5 567 -7.3 -3.1 2 -0.69 -17.7 -10.4 821 -14.6 -8.5 3 -0.37 -11.2 -3.9 821 -9.2 -3.2 4 -0.45 -12.8 -5.5 567 -7.3 -3.1 5 0.40 4.5 11.8 160 0.7 1.9 6 -0.29 -9.6 -2.2 160 -1.5 -0.4 1E -0.48 -13.5 -6.1 63 -0.8 -0.4 2E -1.07 -25.5 -18.1 91 -2.3 -1.7 3E -0.53 -14.5 -7.1 91 -1.3 -0.7 4E -0.48 -13.5 -6.1 63 -0.8 -0.4 5E 0.61 8.8 16.1 16 0.1 0.3 6E -0.43 -12.4 -5.1 32 -0.4 -0.2 5T - 1.1 3.0 176 0.2 0.5 6T - -2.4 -0.6 176 -0.4 -0.1 t Project Job Ref. Tedds' RSPSS Section Sheet no./rev. 1010 N Nelson 5 Spokane WA 99202 Calc.by Date Chk'd by Date App'd by Date T 6/27/2016 6T i. .._ N 4 14 ill to 6 oll 4 1 10 Oro 0 • c N 4E 7S4, 111 ,. Loadcase BT Project Job Ref. Tedds' RSPSS Section Sheet no./rev. 1010 N Nelson 1 ( Spokane WA 99202 Calc.by Date Chk'd by Date App'd by Date t T 6/27/2016 WIND LOADING (ASCE7-10) In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2 Using the components and cladding design method Tedds calculation version 2.0.15 1-4 60ft p{ 30ft sl Plan Elevation Building data Type of roof Gable Length of building b=60.00 ft Width of building d = 30.00 ft Height to eaves H = 10.50 ft Pitch of roof ao=9.5 deg Mean height h= 10.50 ft General wind load requirements Basic wind speed V= 105.0 mph Risk category I Velocity pressure exponent coeff(Table 26.6-1) Ka=0.85 Exposure category (c1.26.7.3) C Enclosure classification (c1.26.10) Enclosed buildings Internal pressure coef+ve (Table 26.11-1) GCo_p=0.18 Internal pressure coef—ve(Table 26.11-1) GCpi_n=-0.18 Gust effect factor Gf=0.85 Topography Topography factor not significant Kzt= 1.0 Velocity pressure Velocity pressure coefficient(T.30.3-1) K1= 0.85 Velocity pressure qh=0.00256 x KZ x Kzt x Kd x V2 x 1 psf/mph2=20.4 psf Peak velocity pressure for internal pressure Peak velocity pressure—internal(as roof press.) qi= 20.39 psf ( Equations used in tables Net pressure p=qh x [GCp-GC0] �` Project Job Ref. Tedds' RSPSS Section Sheet no./rev. 1010 N Nelson 2 j Spokane WA 99202 Calc.by Date Chk'd by Date App'd by Date T 6/27/2016 Components and cladding pressures-Wall(Figure 30.4-1) Component Zone Length Width Eff. area +GCP -GCP Pres(+ve) Pres (-ye) (ft) (ft) (ft2) (Psf) (Psf) <10sf 4 - - 10.0 0.90 -0.99 22.0 -23.9 50sf 4 - - 50.0 0.79 -0.88 19.8 -21.6 200sf 4 - - 200.0 0.69 -0.78 17.8 -19.6 >500sf 4 - - 500.0 0.63 -0.72 16.5 -18.4 <10sf 5 - - 10.0 0.90 -1.26 22.0 -29.4 50sf 5 - - 50.0 0.79 -1.04 19.8 -24.8 200sf 5 - - 200.0 0.69 -0.85 17.8 -20.9 >500sf 5 - - 500.0 0.63 -0.72 16.5 -18.4 5 4 5 -*I 24 ft iol H Elevation of gable walk k w = t0 5 4 5 0 -f- -01 14. 54ft eI Hi- e) Elevation of side wall m Components and cladding pressures-Roof(Figure 30.4-2B) Component Zone Length Width Eff. area +GCP -GCP Pres (+ve) Pres (-ye) (ft) (ft) (ft2) (psf) (psf) <10sf 1 - - 10.0 0.50 -0.90 13.9# -22.0 25sf 1 - - 25.0 0.42 -0.86 12.2# -21.2 50sf 1 - - 50.0 0.36 -0.83 11.0# -20.6 >100sf 1 - - 100.0 0.30 -0.80 9.8# -20.0 <10sf 2 - - 10.0 0.50 -1.70 13.9# -38.3 25sf 2 - - 25.0 0.42 -1.50 12.2# -34.3 50sf 2 - - 50.0 0.36 -1.35 11.0# -31.2 >100sf 2 - - 100.0 0.30 -1.20 9.8# -28.1 <10sf 3 - - 10.0 0.50 -2.60 13.9# -56.7 25sf 3 - - 25.0 0.42 -2.36 12.2# -51.8 I 50sf 3 - - 50.0 0.36 -2.18 11.0# -48.1 >100sf 3 - - 100.0 0.30 -2.00 9.8# -44.5 • CO C CO) CO w— a- Cl) (13 Cie 0 (0 re CO > _ a— a C co .0 CD co o co Qa. 9pmm r Om 0000 m®CA 00• I 7.a.O 01 a m®QTIP 1=10000000 O 4 G 1r C. smD . 1 ( g0 44 2 m ( . v . : . ` A of) r —w g 11 ` • C "'jar. 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'cl , 's, rC 1 0 H I ' D ' n ` .Y D Ca—OOI • _0_ 4®QO LD®4......... _ ®_ a (NI a c t • — t ii,-.ce) H4 6 H co ci ° � ' Co f44 `.• a (n z Q C _ o.- a oCD 0 m C C) os (1) N CI ti.--•r i MK: NUMBERS & DESCRIPTIONS DRAWING ABBREVIATIONS BUILDING INSTALLATION NOTES: CC Climate Control @ At 1.The Foundation and Slab must be adequately cured and in accordance with the DRAWING INDEX f ■/� r' ' ' CP# Ceiling Panel A.B. Anchor Bolt Foundation design. f I DW-_ Divider Wall BLDG Building 2.All surfaces to receive the bottom Track shall be in a level and smooth T-1 TITLE SHEET DWS# Divider Wall Stud C.L. Center Line condition. F-0 SLAB LAYOUT Al 2 Jr 2016 DWT# Divider Wall Track CLR Clear 3. All Anchor Bolts, L.V.F. and Holdowns must be accurately placed per the DWP# Divider Wall Panel CC Climate Control structural framing assemblies drawings. S-1 FLOOR PLAN L v ` EW- End Wall DET Detail 4. Bottom Track shall be securely anchored to the foundation as shown on the an EWS# End Wall Stud DIM Dimension Drawings. S-2 ROOF FRAMING -- ---- EWT# End Wall Track DWG Drawing 5.Abutting lengths of Track shall be securely anchored to a common structural S-3 ELEVATIONS EWP# End Wall Panel EA Each element or spliced with a 12"length of the same depth Stud(U.N.O.). MSES#, ES# Eave Strut FDN Foundation 6. Field cut galvanized steel shall be touched-up with zinc-rich paint. (By Others) S-4 BUILDING SECTION(S) FC Furring Channel F.F. Finish Floor 7. All drilling chips and metal shavings shall be removed and disposed of properly. FS# Flat Strap FRR Fire Resistance Rated 8. Lap Flashings and Trims 4"minimum and seal as required for weather FWS# Fire Wall Stud FRRW Fire Resistance Rated Wall tightness. 2 H= Header F.S. Far Side 9.To allow for manufacturing and erection tolerance,some materials are made ��( J E SS 1 HDS# Header Stud FT Feet or Foot shorter than their theoretical exact length. \ ^ _ O of W ASi,�ti HDT#/HT Header Track GA Gauge/Gage 10. RSPSS should be notified if any discrepancies are discovered between these VJ Y.),�4 M-_ Mullion GALV Galvanized plans and the actual job site conditions or the materials received for this job.. t �i \ ;r,Y I, K•, o y MSMNC#, MNC# Mullion Cover G.L. Grid Line 11. RSPSS is NOT responsible for building modifications or other actions taken � v` . / r MNG# Mullion Girt GYP Gypsum prior to authorization by an RSPSS representative. ' Cr w40 / I`- MNT# Mullion Track HORIZ Horizontal 12. Back charges must have written approval from RSPSS prior to the r i : g W �'�� MSDE# Drip Edge HWH Hex Washer Head commencement of work. J e _ `',c� '9 ��STEP758�� MSGT#,5GT Gable Trim INSUL Insulation 13. It is recommended that all materials either supplied by RSPSS or others,be \(),, — S/ .MSJT#, 5RJ Jamb Trim LR Loc-Rib inspected, inventoried and photographed by the receiving party at the time '• '. • '? �NA�- r MSMNB#, MNB# Mullion Backer L.V.F. Low Velocity Fastener delivery, prior to unpackaging or when suspected damage has occurred. lo j` 2 2 /���� MSOC, 5OC Outside Corner Trim M.B.I. Metal Building Insulation MSSW#, 5SW Side Wall Flashing MIL 1/1000" METAL STUDS, JOISTS, AND ACCESSORIES: 0 (� c . i"::: (-: MSSA# Sheeting Angle MK Mark Number A. 12, 14& 16 GA galvanized steel must meet the minimum requirementsS " l GNI?RAL INFORMATION MSST# Sloped Track N/A Not Applicable ASTM A653 SQ Grade 50, Class 1 (Fy=50ksi). 18&20 GA galvanized st Liii `` J©.13 ADDRESS: 8674 S. MARCH POINT RD MSIC#,51C Inside Corner Trim N.S. Near Side must meet the minimum requirements of ASTM A653 SQ Grade 33,Classtr > 1 ' COWNER: BAHMAN SADIGHMEHR MSRC Ridge Cap N.T.S. Not To Scale (Fy=33ksi). Galvanized coatings must meet the ASTM A525 Specification ,K CONTRACTOR: --- PER# Purlin End Cap O.C. On Center B. Design of structural members shall be in accordance with the"AISI" (20 ,� N�� t PW- Partition Wall OPP Opposite Edition) "North American Specification for the Design of Cold-Formed Steep '' BUILDING USE: SELF-STORAGE PWP# Partition Wall Panel PPH Phillips Pancake Head Structural Members"and"AISC" (13th Edition)"Manual of Steel Construction";``' '" i ONSTRUCTION TYPE: II-B PLN# Purlin REF Reference C. Fastening of components shall be with self-drilling screws or welding. * `- OCCUPANCY: GROUP S, DIV 1 SW-_ Side Wall REINF Reinforced Screws or welds shall be sufficient size to insure the strength of the d SWG# Side Wall Girt REQ'D Required connection. All welds of galvanized steel shall be touched up with a zinc-rrfb Z ra ILI DESIGN INFORMATION SWP# Side Wall Panel RR Rolled Rib paint. Weld design,designation, and publication is by others. ' F" iP BUILDING CODE: 2015 IBC SWT# Side Wall Track SECT Section D. 600S162-43 may be replaced with 600SFS162-43EQS and 400S162-43 E i- DESIGN CODE: 2010 AISI WS# Wall Stud SIM Similar maybe replaced with 400SFS162-43EQS stud shapes at RSPSS's discretion ='. se Cc r WT# Wall Track STD Standard arc a 5CM C-Metal TYP Typical SNOW LOAD: 25 PSF(GROUND) NOTE: REFER TO STANDARD DETAILS FOR WIND SPEED,V3s: 105 MPH 5MSBM Base Metal U.N.O. Unless Noted Otherwise EXPOSURE: C 5MSCEF, 5ET Eave Flashing VERT Vertical ASSEMBLY INFORMATION. 5MSPC,5PC Peak Cap W.P. Work Point SEISMIC DESIGN CATEGORY: D 5SB Snow Break OCCUPANCY CATEGORY: I 5WL Wall Light Flashing SECTION LETTER/ BUILDING DESCRIPTION: ANCHORS: FRAMING TO SLAB FOR CUSTOMER SERVICE CONTACT: 7FCRRI Rolled Rib Inside Closure � DETAIL NUMBER BUILDING WIDTH: 30'-0" LVF: 0.145"0 WITH 1.2" MINIMUM EMBEDMENT RSP STRUCTURAL SYSTEMS 7FCRRO Rolled Rib Outside Closure co Ai Tir Ara® , BUILDING LENGTH: 60'-0" BOLT: 3/8"0 x 3" Titen HD, MANUFACTURED PHONE :(509)535-0917 or(888)811-4057 7FCLRI Loc-Rib Inside Closure i ' SHEET NUMBER EAVE HEIGHT: 10'-6" BY SIMPSON STRONG-TIE, OR EQUAL. 7FCLRO Loc-Rib Outside Closure ROOF TYPE: 2:12 ; GABLE FAX:(509)535-2481 or(877)277-8671 `--' THIS DRAWING PACKAGE,ITS DESIGN, DETAIL AND 7MSBC, MSBC Base Clip 7MSPC54, PC Purlin Clip SECTION&DETAIL INVENTION,ARE THE PROPERTY OF RSP STRUCTURAL FIDALGO MINI STORAGE 7MSDC, DC Divider Clip IDENTIFICATION SYSTEMS, INC,SUBMITTED TO THE RECIPIENT IN .._®_ BUILDING 1 7RC Rolled Closure CONFIDENCE,AND SHALL NOT BE COPIED IN ANY STRUCTURAL SYSTEMS T Anchor Bolt Location MANNER NOR DISCLOSED TO ANY OUTSIDE PARTY _®�� 8674 S. MARCH POINT RD L.V.F. Location WITHOUT THE PRIOR WRITTEN CONSENT OF THIS ANACORTES, WA WALL WALL ASSEMBLY COMPANY.THEY SHALL BE USED EXCLUSIVELY FOR lal IDENTIFICATION gh IDENTIFICATION Ati IDENTIFICATION REFERENCE WORK ON CONTRACTS OR PROPOSALS DRAWN BY CHKD BY APPROVED SCALE JOB NO. MrV SUBMITTED BY RSP STRUCTURAL SYSTEMS,INC AND JZW AS NOTED 16074 SHEET NUMBER SHEET NUMBER SHALL BE RETURNED ON REQUEST. TITLE SHEET WALL IDENTIFICATION ASSEMBLY IDENTIFICATION ALL RIGHTS RESERVED. TITLE SHEET T-1 W1 sN201 SOrder Share12016 O.ders116074 Fidalgo Bldg 11Drawings116074 MASTERdwg,62872016 8:16:49 AM / 60'-0" B \ \ • rANJESS . B O FWAsyi ti ^,.. ,,<<, fric. Q/s. '1.- N o �� 35758 p o 9 O A # FGIsTE'' "' S/ONAV-�` \ 4L / / N B b s - ATTENTION: IMPORTANT: IF FIRE WALLS ARE REQUIRED SLAB DIMENSIONS SUBJECT SLAB LAYOUT CONTACT RSP STRUCTURAL TO CHANGE.DO NOT USE SCALE:N.T.S. SYSTEMS FOR SLAB CHANGES FOR CONSTRUCTION THIS DRAWING IS FOR SLAB LAYOUT AND SHALL NOT BE CONSIDERED THE FOUNDATION DESIGN DRAWING. SEEK A DESIGN PROFESSIONAL FOR THE SOILS INVESTIGATION AND THE FOUNDATION DESIGN. 91/2" N 2�_0 OWNER/ERECTOR/BUILDING DEPARTMENT SHALL DETERMINE ANY/ALL REQUIREMENT(S)FOR FIREWALLS • • • d d .. •° d d G •' °' FIDALGO MINI STORAGE • . BUILDING 1 ae a • •°. .: •° a . . • d • - . STRUCTURAL SYSTEMS • ® 8674 S. MARCH POINT RD ANACORTES, WA NO NOTCH TYP DOOR NOTCH (c) ASCALE:N.T.S. B ADA RAMP DRAWN BY CHKD BY APPROVED SCALE AS NOTED Jab N� 16074 SCALE:N.T.S. SCALE:N.T.S. JZW -- TITLE SHEET SLAB LAYOUT F_O .11lnsM016lOrder Share17016 Orders116074 FMalgo Bldg 11Oravingsl16074 MASTERdwg,6202016 1246 21 PM JO J 0 P. O w u- z it_ w u- z Z O � pQ OtYQ J OL_ UtL O11U 0O O T O O O 60'-0" / / 10'-0" / 10'-0" / 10'-0" 10'-0" 10'-0" 10'-0" OUT OF A \ \ — — b� --F� __ FR— \ FRAMING o ���� O+moo O+moo o+�� o ^ in tn - o in 0 0 A. JESS \ `Z0•of w AS ITY, 4/, 9 0 10x10 \ M (A.D.A. UNIT) gt . `00 0 Q' \ o 0 0 t. �Q 35758�O[�\ o �� ' GIS- P `" :1-C;)<' 0SIONP0+ 7.( k4-(6 OUT OF _ e5 - e5 5 � \ FRAMING B \ \ O (TYP) PANEL SIDE PANEL SIDE (U.N.O.) (THIS WALL ONLY) (1)LAYER 5/8" GYP BOARD INSIDE(THIS WALL ONLY) ci 1o/f 18C of re'�'" ''e`' P FLOOR PLAN SCALE:N.T.S. IMPORTANT: DOOR SIZES SUBJECT TO CHANGE. DO NOT ORDER FROM APPROVAL DRAWINGS FIDALGO MINI STORAGE ...4���� BUILDING 1 DOOR SCHEDULE STRUCTURAL SYSTEMS " /W'�� 8674 S. MARCH POINT RD No QTY WIDTH x HEIGHT TYPE SUPPLIED BY COLOR ANACORTES, WA - 1 13 8'-6" x 9'-0" MINI ROLL-UP RSPSS -- DRAWN BY CHKD BY APPROVED SCALE JOB NO. JZW -- -- AS NOTED 16074 TITLE SHEET FLOOR PLAN S-1 \W1 2OISOrder Share\2016 Orders\16074 FMalgo Bldg 110ravA gs\16O74 MASTER41w6.62E2016624:36AM X REINFORCED M.B.I.: (9)ROLL(S)@ 6'-0"x 32'-0"; (2)ROLL(S)@ 4'-0"x 32'-0" -I d' 0 P 0 60'-0" / / PURLIN (MK: PLN1) PURLIN (MK: PLN1) / / PURLIN CLIP DOUBLE FACED TAPE (TYP) (MK:7DFT) © PURLIN(TYP ENDBOTHENDS)CAP(MK:PEC) S — ZEE END DAM (MK:MSZE) o W/3/4"STRIP MASTIC(MK:7BU)& �, (1)ROW(S)OUTSIDE CLOSURE S — (MK:7FCLRO)@ RIDGE (SEE STANDARD DETAILS) � JESSF 0oWASy/� 4' CO / 7Z .� 5 5 5 . fLI / I t to S S S .I. >. 35758 e0 DiC` &GIS-1 .� C-METAL(MK:5CM) S/ONAL-' MM. TRIMMED ROOF PANEL oeflon a.. (SEE STANDARD DETAILS CraD�r6 OSECTION"B"SHEET D-10C)NN--' (MK:7FCLRI) INSIDE CLOSURE 3/4"STRIP MASTIC(MK:7BU) W/BEAD MASTIC (MK:7SM)@ (TYP @ END WALLS) EAVE&@ PANEL LAPS (SEE STANDARD DETAILS SHEET D-13#) MATERIALS LIST ROOF FRAMING MK NO QTY WIDTH SHAPE FLNG THICK LENGTH FINISH SCALE:N.T.S. 5CM 00 3 STD C-METAL STD 29 GA 10'-6" GALV 7BU 00 2 - 3/4" STRIP MASTIC STD STD 45'-0" - NOTE: USE GALV"B"STITCH NOTE: LOCATE PURLIN CLIPS 7DFT 00 1 1 1/2" DOUBLE FACED TAPE - - 180'-0" - FASTENERS FOR ATTACHING &PURLINS PER PARTITION 7FCLRI 00 46 - INSIDE CLOSURE - - 2'-8" - ZEE END DAM TO ROOF PANEL WALL FRAMING SHEET(S) 7FCLRO 00 46 - OUTSIDE CLOSURE - - 2'-8" - 7SM 00 29 - BEAD MASTIC - - 50'-0" - _ FIDALGO MINI STORAGE LR 00 92 1'-4" LOC-RIB STD 26 GA 15'-4" PTD MBI 00 2 4'-0" REINFORCED M.B.I. - 2" 32'-0" - �� BUILDING 1 STRUCTURAL SYSTEMS MBI 00 9 - 6'-0" REINFORCED M.B.I. - 2" 32'-0" - . _�_' 8674 S. MARCH POINT RD MSZE 00 92 STD ZEE END DAM STD 26 GA 1'-2 3/4" GALV ANACORTES, WA PEG 00 4 600 T 200 43 MIL 15'-2" GALV _ DRAWN BY CHKD BY APPROVED SCALE JOB NO. PLN 01 24 600 S 162 43 MIL 29'-11 3/4" GALV JZW __ AS NOTED 16074 TITLE SHEET ROOF FRAMING S-2 ,\W srv20151ONer ShanA2016 OMders116074 Fdalgo Oidg 11O2xings116O74 MA STERMg.628/201682653AM RIDGE CAP(MK:MSRC)7- SEE END WALL EAVE FLASHING PANEL SHEET(S) i/- (MK:5MSCEF) 2 12 \ I I I I i_ 1 i I i IIII - _ i _ \--,___ T r . 1 BASE METAL(MK:5MSBM)-V 4'. \ WI INSIDE CLOSURE(MK:7FCRRI) MINI ROLL-UP DOORS SEE FLOOR PLAN FOR SIZES GRID LINE "1" ELEVATION SCALE:N.T.S. GRID LINE "A" ELEVATION SCALE:N.T.S. SEE END WALL PANEL SHEET(S) SIDE WALL PANEL(MK:SWP1) @ CORNERS FULL HEIGHT SIDE WALL PANEL(MK:SWP2) 12 ABOVE DOORS(TYP) 12 t.\. J S S F I 1 i I \ I /1 I h 11 I I I o y . ;72 o b /e(I/411 1 e e ' r • , ��iC` G 5 56 0 \ r \:( /i S/ONI\ l MULLION COVER � ��(b GRID LINE "7" ELEVATION (MK:MSMNC#)(TYP) JAMB TRIM(MK:MSJT) SCALE:N.T.S. W/C-METAL(MK:5CM) GRID LINE "B" ELEVATION SCALE:N.T.S. MATERIALS LIST MK NO QTY WIDTH SHAPE FLNG THICK LENGTH FINISH 5CM 00 6 STD C-METAL STD 29 GA 10'-6" 5MSBM 00 1 STD BASE METAL STD 29 GA 10'-6" 5MSCEF 00 12 STD EAVE FLASHING STD 29 GA 10'-6" FIDALGO MINI STORAGE 7FCRRI 00 2 -- INSIDE CLOSURE -- -- 3'-0" -- `��` BUILDING 1 MSJT 00 6 STD JAMB TRIM STD 29 GA 101-6" STRUCTURAL SS S llirP- 8674 S. MARCH POINT RD MSMNC 00 5 1'-6" MULLION COVER STD STD 9'-0" ANACORTES, WA MSRC 00 6 STD RIDGE CAP STD GA 10'-6" DRAWN BY CHKD BY APPROVED SCALE JOB NO. SWP 01 4 3'-0" RR STD 29 GA 10'-7" JZW -- _- AS NOTED 16074 SHEET SWP 02 36 3'-0" RR STD 29 GA 1'-7" TITLE ELEVATIONS S-3 VWmsru20151Ordel Shan12016 Orders116074 F1d lgo Bldg 11Draxirgs116074 MASTER.d+.g.6/2820168:MOO AM G.L. PURLIN END CAP ID: WALL BEAM (MK:WB1) EF 1006 3000 2 G (LOCATE AS HIGH CO WALL STUD AS POSSIBLE) REV: PURLIN (MK:EWS#) 12'-7 3/8"W.P. F L` WALL TRACK EWS14 12 (MK:EWT#) 0 -I 2 LABEL DESCRIPTION WALL TRACK 10'-6"EAVE HEIGHT-- E 5Fiu M _c0N- FIELD NOTCHED (MK:EWT#/WT#) 10'-2 1/8"W.P.— ©/4,1 I�- 0 r �1�\I\��\��\��,SHEETING ANGLE ` FIELD NOTCHED SHEETING ANGLE O ,`ww + wIA #8 18x1/2"TEKI (MK: MSSA) © aaaa aabaaaa GALVANIZED(MK:MSSA)FOR EXTERIOR PANELoDIVIDER CLIP IHWH © ATTACHMENT w (MK:7MSDC) w wwwBASE CLIP I © 'I,\\ll\ll\I�\`f. END WALL STUD + a a b0- 13 ,. . a . a a o (MK:7MSBC) a a a (MK:EWS#/WS#) ii u) coLA II \ AA #8-18x1/2"TEK 1 i II b O GALVANIZED BASE CLIP w w w w uH II CI Z PPH (MK:7MSBC) a a a a a s a lI 411:1FIELD CUT/LOCATE a ff o- • a a a ___F- GYP BASE CLIP BOARD STUD SILL SEALER GIRT CAVITY(TYP) 9 @DIVIDER WALL II O \�������� (MK:7MSBC) (BY OTHERS) BOTTOM OF DOOR NOTCH ,c (MK:EWS5) I. `� B _ti EWT2f i #12 x 3/4"STITCH © I�� F.F. NOTE: FIELD CUT BOTTOM/HEADER L.V.F. J PAINTED OR GALV TRACKS FROM END WALL TRACK (BY OTHERS) ANCHOR(MK:AB#) WITH WASHER C.L. UNLESSL ° ° (MK: EWT2) N oo N "? N 00 (PER SHEET T-1) O N �# t� 1�1111A� SPECIFIED BY 11111 II 1„1MN1 C FOUNDATION ANCHOR MATERIALS LIST - -•SSF DESIGN BOLT MK NO QTY WIDTH SHAPE FLNG THICK LENGTH FINISH Zo o % �C)4 WASN/,, 'Y•,9 ' #12-14 x 1"TEK EWS 01 2 400 S 162 54 MIL 10'-1 3/4" GALV co _ T -I ti `; &;) `� �r Co PAINTED OR GALV EWS 02 2 400 S 162 54 MIL 10'-6 1/4" GALV + T"., WITH WASHER EWS 03 2 400 S 162 54 MIL 10'-11 1/4" GALV ����.y31111„ ./ P. END WALL SECTION ' elk r SCALE:N.T.S. EWS 04 2 400 S 162 54 MIL 11.-4 1/4" GALV ♦ \11111\10' EWS 05 4 400 S 162 54MIL 11.-9 1/4" GALV i END WALL FRAMING @ GRID LINE(S) 1 -9O ''GsTE8e° 1 D EWS 06 2 400 S 162 54 MIL 3'-2 1/4" GALV EW-A ,t ? #12-14 x 3/4 TEK SCALE: N.T.S. (BUILD 1 UNIT(S)) S�ONA\-� / GALV WITHOUT EWS 07 2 400 S 162 54 MIL 3'-7" GALV \ / Cjil G WASHER EWS 08 2 400 S 162 54 MIL 10.-5 1/4" GALV MATERIALS LIST EWS 09 2 400 S 162 54 MIL 10.-9 1/4" GALV EWS 10 2 400 S 162 54 MIL 11'-1 1/4" GALV MK NO QTY WIDTH SHAPE FLNG THICK LENGTH FINISH :AMMl\NW) _ EWS 11 2 400 S 162 54 MIL 11'-5 1/4" GALV 7MSBC - 10 400 BASE CLIP 400 54 MIL 0'-3" GALV EWS 12 2 400 S 162 54 MIL 3'-1 1/4" GALV 7MSDC 00 2 250 DIVIDER CLIP 150 43 MIL 0'-3" GALV E #12-14 x 2"TEK EWS 13 2 400 S 162 54 MIL 3'-5 1/4" GALV A - 400 - HWH - - 1/2" GALV GALV WITHOUT EWS 14 2 400 S 162 54 MIL 2'-9 1/2" GALV AB 6 - ANCHOR - - - - WASHER EWS 15 2 400 S 162 54 MIL 2'-10" GALV D - 84 - - - - 3/4" GALV �J` EWT 01 2 400 T 150 54 MIL 14.-10" GALV MSSA 00 6 200 SHEETING ANGLE 200 43 MIL 10.-0" GALV EWT 02 1 400 T 150 54 MIL 29.-3 3/4" GALV WB 01 1 600 5 162 54 MIL 9'-7" GALV El #12-14 x 1-1/2" FASTENER SCHEDULE PAINTED OR GALV KEY DESCRIPTION WITH WASHER 1Q (A,2 EA PER SIDE)WALL TRACK TO WALL STUD Q Cl' (A,2 EA TOP,MID POINT&BOTTOM)WALL STUDS BACK TO BACK ® WIDTH: 30'-Q" (A,2 EA)SHEETING ANGLE FLANGE TO EACH STUD EAVE HEIGHT: 10'-6" STRUCTURAL SYSTEMS Q (D,2 EA)DIVIDER WALL STUD TO WALL STUD @ TOP&MID POINT OF WALL STUD ` ' W- SLOPE: 2:12 05 (D,2 EA)DIVIDER CLIP TO END WALL STUD/DIVIDER WALL STUD/WALL BEAM NOTE: 4"SIDE WALLS/6"PURLINS Q (D,3 EA)TOP TRACK TO EACH PURLIN - - 7Q (A, 1 EA)PURLIN END CAP TO TOP WALL TRACK @ MIDPOINT BETWEEN STUDS DRAWN BY CHKD BY APPROVED SCALE JOB NO. JZW AS NOTED 16074 ® (D,6 EA PER STUD)WALL BEAM TO EACH WALL STUD TITLE SHEET Q (A,6 EA)BASE CLIP TO WALL STUD END WALL FRAMING S-4A 1PNnsrv201510rder Share\2O16 Orders116074 flda$go Bldg 1\Omxings116074 EWF.Mq.62620I6131.02 PM WALL TRACK 12 ID:G.L. PURLIN END CAP WALL STUD (MK:EWT#) 12'-5 7/8"W.P. 1 2 EF 1006 3000 2 G G.L. PURLIN END CAP WALL STUD O REV: (MK:EWS#) F E1 10'-6" EAVE HEIGHT aLABEL DESCRIPTION O 10'-0 5/8"W.P.— — ...-F.S. IT— .. N.S. "MOW -,- FURRING CHANNEL A (MK:FC)(TYP) 0 #8-18x1/2"TEK 4 WALL TRACK @ 3'-0" O.C.N.S. © GALVANIZED FURRING (MK:EWT#/WT#) @ 5'-0"O.C.F.S. ------y --ay N.S. HWH CHANNEL AS SHOWN N- O N F.S. \^ (MK:FC) cn o UMW • M WALL STUD ti t (MK:EWS#/WS#) BASE CLIP w w w w w w w "' D (MK:7MSBC) N.S. __N #8-18x1/2"TEK GALVANIZED GIRT CAVITY(TYP) © EwT2 N.S.S 1 N PPH 0" FINISH FLOOR= - \ _4" \‘\\\\N•• L.V.F. ANCHOR(MK:AB#) B © (BY OTHERS) (PER SHEET T-1) #12 x 3/4"STITCH a PAINTED OR GALV N oo ; - ...1 .1ES4. ' WITH WASHER BASE CLIP iv co cI ao • . (:),/ WASNi, /1/ (MK:7MSBC) o N40 - � 1' I"—L-4 —I _1 1 -I �,<` r.44!:- O ����11\11111�rSILL SEALER11,4.t� A�'(BY OTHERS) A , z. C #12-14 x 1 TEK ���. PAINTED OR GALV a END WALL FRAMING GRID LINE(S) 7 �O.c 'FQ►sTEe`4� ' WITH WASHER C.L. UNLESS • EW-B @ S/ONAL� ( .-Pf6r,,i a SCALE: N.T.S. (BUILD 1 UNIT(S)) ���0��(�j SPECIFIED BY -a ;FOUNDATION ANCHOR(MK:AB#) DESIGN (PER SHEET T-1) #12-14 x 3/4"TEK MATERIALS LIST MATERIALS LIST GALV WITHOUT TYP. END WALL SECTION WASHER MK NO QTY WIDTH SHAPE FLNG THICK LENGTH FINISH MK NO QTY WIDTH SHAPE FLNG THICK LENGTH FINISH SCALE:N.T.S. 7MSBC -- 7 400 BASE CLIP 400 54 MIL 0'-3" GALV EWS 19 2 400 S 162 54 MIL 11'-2 3/4" GALV LAIMIAti��p,\r� A - 326 - HWH - - 1/2" GALV EWS 20 2 400 S 162 54 MIL 11'-7 3/4" GALV AB 7 - ANCHOR - - - - EWS 21 2 400 S 162 54 MIL 12'-0 3/4" GALV #12 14 x 2"TEK GALV WITHOUT EQUAL D - 36 - _ - - 3/4" GALV EWS 22 2 400 S 162 54 MIL 12'-5 1/2" GALV WASHER 1" 1" EWS 16 2 400 S 162 54 MIL 10'-0 1/2" GALV EWT 01 2 400 T 150 54 MIL 14'-10" GALV _Y W 3/4" GALV - EWS 17 2 400 S 162 54 MIL 10'-4 3/4" GALV T 02 2 400 T 150 54 MIL14'-7 = EWS 18 2 400 S 162 54 MIL 10'-9 3/4" GALV H #12-14 x 1-1/2" FC 00 9 087 F 125 30 MIL 20'-0" GALV PAINTED OR GALV NOTE:IF FRR WALL IS REQ'D SEE FRR END WALL FRAMING SHEET S-4&FRRW DETAILS WITH WASHER 2 4" MIN FASTENER SCHEDULE WIDTH: 30'-0" KEY DESCRIPTION TYP. FURRING CHANNEL SPLICE 0 (A,2 EA PER SIDE)WALL TRACK TO WALL STUD EAVE HEIGHT: 10'-6" STRUCTURAL` SYSTEMS SLOPE: 2:12 SCALE:N.T.S. 0 (A,6 EA)FURRING CHANNEL SPLICEMMIW.. 16 - ® (A,2 EA)FURRING CHANNEL TO EACH WALL STUD NOTE: 4"SIDE WALLS/6" PURLINS O (A,2 EA @ 30"O.C.)WALL STUDS BACK TO BACK DRAWN BY CHKD BY APPROVED SCALE JOB NO. 05 (A,6 EA)BASE CLIP TO WALL STUD JZW AS NOTED 16074 © (D,3 EA)TOP WALL TRACK TO EACH PURLIN TITLE SHEET O (A,1 EA)PURLIN END CAP TO TOP WALL TRACK @ MIDPOINT BETWEEN STUDS END WALL FRAMING S-4B 11W sM0151Order Share12016 Orders116074 FldalgO 6Idg 11Dawi gs116074 EWI'.drg,62620161:32313 PM ID: PURLIN CLIP PF 106 3000 2 G (MK:7MSPC54) REV: 0 WALL TRACK 12 * WALL STUD (MK:WT#) 12'-5 7/8"W.P. —1 2 PURLIN CLIP (MK:WS#) CO1 LABEL DESCRIPTION (MK:7MSPC54) _ 1 10'-6"EAVE HEIGHT-- - --. ����������% 0 10'-0 5/8"W.P.— y- �— A -- ~ WALL STUDS o GALVANIZEDx1/2" K BACK TO BACK HWH _ (MK:WS#) FURRING CHANNEL TYP. PURLIN CLIP TO FRAME DETAIL (MK:FC)@ 5'-0"O.C. © CO MVO SCALE:N.T.S. AS SHOWN OPP —ems — PANEL SIDE(TYP) '-'— —— AA #8-18x1/2"TEK NOTE: PURLIN CLIPS ARE NOT REQUIRED GALVANIZED @ ROOF STEP CONDITIONSco N. PPH _d` EQUAL BASE CLIP (MK:7MSBC) - \\\\\NI- _ GIRT CAVITY(TYP) -- Q WT2 1B #12 x 3/4" STITCH 1" 1" 0"FINISH FLOOR } r ... PAINTED OR GALV . c\,( JESsE WITH WASHER L.V.F. \-. ANCHOR(MK:AB#'r 0` F W ASNi Nei . ° tip, -it �III11\\1\11t� - N oo Z� oo (BY OTHERS) (PER SHEET T-1 Z T, I I � T- � 1 7 7 J �' / � ii #12-14 x 1"TEK ' �% PAINTED OR GALV • 4" MIN PARTITION WALL FRAMING @ GRID LINES ). —6 -PO� q GISTEP,O WITH WASHER PW SCALE: N.T.S. (BUILD 5 UNIT(S)) S�ONA�-� ,%j � f�j TYP. FURRING CHANNEL SPLICE / ,--A 14; �� SCALE:N.T.S. D #12-14 x 3/4"TEK MATERIALS LIST MATERIALS LIST GALV WITHOUT MK NO QTY WIDTH SHAPE FLNG THICK LENGTH FINISH MK NO QTY WIDTH SHAPE FLNG THICK LENGTH FINISH WASHER 7MSBC - 7 400 BASE CLIP 400 54 MIL 0'-3" GALV WS 03 2 400 S 162 43 MIL 10'-9 3/4" GALV 7MSPC54 - 12 STD PURLIN CLIP STD 54 MIL 2'-0" GALV WS 04 2 400 S 162 43 MIL 11-2 3/4" GALV A - 225 - HWH - - 1/2" GALV WS 05 2 400 S 162 43 MIL 11'-7 3/4" GALV E #12-14 x 2"TEK I` WALL STUD AB 7 - ANCHOR - - - - WS 06 2 400 S 162 43 MIL 12'-0 3/4" GALV GALV WITHOUT (MK:WS#) WASHER D - 84 - - - - 3/4" GALV WS 07 2 400 S 162 43 MIL 12'-5 1/2" GALV FC 00 3 087 F 125 30 MIL 20'-0" GALV WT 01 2 400 T 150 43 MIL 14'-10" GALV - (� (MK:BASE 7MSBC)CLIP WS 01 2 400 S 162 43 MIL 10'-0 1/2" GALV WT 02 2 400 T 150 43 MIL 14'-7 3/4" GALV ~" WS 02 2 400 S 162 43 MIL 10'-4 3/4" GALV #12-14 x 1-1/2" 0 PAINTED OR GALV 1 NOTE:IF FRR WALL IS REQ'D, SEE FRR PARTITION WALL FRAMING SHEET S-5&FRRW DETAILS WITH WASHER ANCHOR lip (MK:AB#) FASTENER SCHEDULE WIDTH: 30'-0" WALL TRACK KEY DESCRIPTION W 0 (MK: T#) b 10 (A,2 EA PER SIDE)WALL TRACK TO WALL STUD EAVE HEIGHT: 101-6" SLOPE: 2:12 Q2 (A,6 EA)FURRING CHANNEL SPLICE �' �_ O 03 (A,2 EA)FURRING CHANNEL TO EACH WALL STUD STRUCTURAL SYSTEMS 0. ‘ 4111 NOTE: 4"SIDE WALLS/6" PURLINS TYP. BASE CLIP CONNECTION ® (A,2 EA @ 30"O.C.)WALL STUDS BACK TO BACK DRAWN BY CHKD BY APPROVED SCALE JOB NO. SCALE:N.T.S. 05 (A,6 EA)BASE CLIP TO WALL STUD JZW AS NOTED /(D D} -i ® (D,6 EA)PURLIN CLIP TO TOP WALL TRACK TITLE SHEET 07 (A,1 EA)PURLIN END CAP TO TOP WALL TRACK @ MID-POINT,BETWEEN STUDS @ STEPS ONLY PARTITION WALL FRAMING S- (C 18Mrtsr 201SRSPSSCAGATEMPLATE SNARE 3004NARTITI0N WPLLSIFRAMING1151NCMDRAWINGSIPWF STANDARDIPWF 2 12G.dwg.6282016105831 AM S EX, 18 SD \ir 1 ��( , ELEV.=57,33' I i f f � tjh Q -- ` LEGEND ul �Fla' co, 1UL25201� r u 54 SCOPE 6165 ss FENCE _—x x--x — a �,.-/ s. Ex, B' DI TEE MJ OR MF R110 UGP era-�mas- IPOWER EX•Ev x5a b �./ SANITARY SS SS i-' ,i' EX. CB TYPE1 --'"r W '�- -'' ''" c. ai SX� ,� RIM ELEV.=61,261 SCR ___ SD /� ss n�- INV. ELEV,=58,04' WATER w /W F� L�1S1, WATER METER \ MAIN P s�,. / -- EXISTING FIRE 1 ? SItcB 0 Cn J--W rtrt s " / HYDRANT ssca ° Z •Or`- '� I EX. 12' CPEP SD TW S CD °PPIST, E, .ey INLET ELEV=59,53' wry v � �Ni '1.1�� npyE ' /' yr ® 4 . 3b Mp,R ss ` ,ELEV.=6265' - ` `T ni'. /_ �` t . :' effic.- \-EDGE OF EXIST, sw , T!!i a �R. , ELEV 63,70' 1 ASPHALT t % f2% -w EX, 12' CDNC - it %\ ExlsTGsssm :RcR ` EXTEND 4' PVC SS SIDE F- i - ' 5 -�''_ LI TO BUILDING W/ CO AT _ Cr ` 00 ss' / 69 3' ..---'' f _ 2" MIN. COMPACTED ASPHALT CONCRETE CLASS "B" �y ' �1 ,w ,_ . BUILDING IPT:Liti Cn • z ► Wpr� O��JYEX. 12' CONC 1 38� OS SUAVEL Q .� .P n 10 I DITCHBOTTOM m 2" CRUSHED SURFACING TOP COURSE v�1 ^INV, ELEV=6511 r^ % V,=60,50 ® 6" MINIMUM BALLAST V 40I 6 'o DITCH BOTTOM QPRIVATELY MAINTAIN DETENTION POND N521516 ELA as.• SEE POND DETAILS 19,49' 0$b0,63 TYPICAL ASPHALT SECTION ON SITE � � � 2 � `'1-� a- oa SHEET C5 s � E--• � °� 22W Tscil --- N . T. S. va 30' 360' A K_ 6$0 © 2" CLASS B ASPHALT CONFORMING TO SECTION 5-04 OF THE 2002 STANDARD '�TY 2T X x �_ Vr SPECIFICATIONS COMPACTED TO A MINIMUM OF 92% RICE DENSITY. WHERE PROPOSED Ky WS80.261ed ASPHALT ABUTS EXISTING ASPHALT THE EXISTING ASPHALT SHALL BE SAW CUT FULL W H7 77 47 ` - f DEPTH AND TACK COATED IMMEDIATELY BEFORE PAVING. ALL SURFACE JOINTS SHALLBE SEALED WITH AR-4000 OR EQUAL. 'xE hi / corCib �'Q !� - OTTOM� ® 2" CRUSHED SURFACING TOP COURSE SHALL CONFORM TO SECTION 9-03.9(3 OFz w y ^ ELEV,=56,5' THE 2002 STANDARD SPECIFICATIONS, COMPACTED TO A MINIMUM OF 95% MAXIMUM p�y a -- TOP dF 6' BERM DENSITY IN ACCORDANCE WITH ASTM D-1557 TESTING, ALL CRUSHED SURFACING w u ti SHALL BE SPRAYED WITH SOIL RESIDUAL HERBICIDE A MAXIMUM OF 24 HOURS TOdF ASPHALT ELE ;� a• ar j n �•� p :_ PAVING, ACCORDING TO SECTION 5-04.3(5) OF THE 2002 STANDARD SPECIFICATIONS. CQ d0WjI' -- ■ x Q dam+ Zo W 160 LF_.""� ,'64,0 © 6" GRAVEL BALLAST PER SECTION 9-03.9 _(1_) Of THE 2002 STANDARD SPECIFICATIONSw1/40 12 CpEpi� 11' PL TD EX, FENCECOMPACTEDTO A MINIMUM N95% MAXIMUUMMDENSITYPERASTMD-1557TESTING. ipre u SLUpE=L28/. 2i D �� PERCENTAGEPASSINGTHE200SIEVESHALLNOTEXCEED5%.,i <-ih \` _� \ GwACE `' .. " I' x REVISED GATE LOCATION ® THE EXCAVATED SUBGRADE SHALL BE FREE OF TOPSOIL ORGANICS, AND OTHER 0 L. W "aU � DELETERIOUS MATERIAL COMPACTED TO A MINIMUM OF 35% MAXIMUM DENSITY IN ACCORDANCE WITH AST'M D-1557 TESTING PREPARED CONFORMING TO SECTION �, Z a R14 y w in \ MIIII 2-06.3(1) OF THE 2002 STANDARD SPECIFICATIONS. I u '! L° / 0 CO tY iti �' \ " CB #28 TYPE30 i ►fJ qo �o z o o > it \ �, a RIM ELEV .=61.5' DITCH EASEMENT AF # 161314 "b ICO --j o S u� INV. ELEV.=b1,50 Cei ds /LH<' 1 q I x N •1 Q ~( o La J W I V'M J a A q 4 o ' W a N. } w The recorded easement for the ditch recorded Jan, 12, 0' x ' --j a 0 o o ° � w t o o �- EXIST,FLOWI DITCH 1923 stipulates the esement is to 'construct and maintain t:LO CS ,", I ' �gj 7 " ( �� ~ Q x SLOPENG N2%TH and permit a ditch to be opened for drainage puposes GCS $ • tz+ CQ L� G c: RAD. Q ❑ 4 C\2 Q ! in Z j j� y --+ o BRAKE _ -446 and also to do their part towards opening and maintaining O a� 30' q o ti q ttii "--1 ( I >< the same,' No specific width is given. ;` o ��' S'& " TY tix ' zo �' �� $ o [3 Z v ( kiLi CD gyp CO ' -[C_ yam'' �, , ,� Z v ; g ...,• "d `--^^ �q a _ a5ti qo qo� �� � i ' ' � x SITE AREA = 4,76 ACRES ^o � ^ 3� 1� NI N (yJ CZ 'x r@ = F+� C!1 Fes+ � ocu �q r,0 Luw-� PHASE 1 IMPERVIOUS AREA 2,29 ACRES . � �_'^ `-_.._ ' \ p�� /� w A N � ti alt> x EXISTING 15' WATER TOTALEASEMENT AND DITCH SITE PROPOSED IMPERVIOUS E ^ 4wArER H ��r N � N ��~ Li_ iv a EASEMENT OVER DITCH AREA = 4,19 ACRES '+ Eggr � y Lire AF #161314 - PROV ^ 24' . -----. I x LANDSCAPING AREA = 1 1r, 65.3' BRgKE`—t 57 ACRES 12% OF SITE 0 ccs - ti W j \ ^ I 's't`: . ` 65.5' 30'R P �S��.I X t../..2 le I liknetatil W �,i W I RJ _ / ki�' °t II i FLOOR Ct 0 co oc y ELEV, , ,C i i a 64,75 0 67,50' lei: r-i n \ ^ ilk --- HNA+;t)R7� .� y . 12 �� �� min' \fS=Q55 SD%8' p�Ei _^ t� EX. 24' CONC, CULVERT Mail" ! T Y far- F1Vf! i ,,o !` Z • oi ti t —1 .:gyp ^'/ 1�� w ^ 7INV ELEV.= 64,48" �g� ` adi �7 rV o ,._-, w c4o A b i� // cc EXISTING EX. 8' CONNECTION Ld 64 a BILLBOARD TO 36' WA & 8' VALVE ^ /H c Q �� J �o� r-/ g ^ RMTT NLitt — 2 oS— a • Q -J a�" SIGN ' _ _ ZC ADDRESS f �fr LLGf~ A� ~ x �ru _�'e� 30�� tiw �clN 0 x 1 Yp +A AFhk�VEU i§ Pr' N ta \ �! i r _ ifr 22' j a // ,�/� ` SECTION C-C +li3J; np a F'! �t r!VS!�� 1:0::: �F3Sl �! .s t =�` ' e�i n ni- n7F ! Nt ITV .UDFI. \ fr \ / Ike OCIC" 1C3 c..) IzIs,'! - �` S� a�� SPECIAL INSPECTIONi r- a sE�$°c✓X/' lo, SSGN X STRUCTURAL FILL BELOW BUILDING PADS WILL ' ' SITE P L A \ BE REQUIRED BY APPROVED SPECTION AGENCY. ,.--'ire..„.., 0•R9OfBf5ED ri— �,, 17,3�1ISNE$S SCALE 1 —4 O This plan sheet is approved for construction in accordance with the SIGN City of Anacortes ordinances and policies. Actual conformance of the design with applicable loos is the sole responsibility of the r T PR /^1 professional engineer, whose name and stamp appear on this sheet. V' 1 `..�J M--�� n' Acquiring, complying with, and providing mitigation for all Federal, J w �, HERB State, County, and Local Laws, permitsm, and mandates, including by SHEET N0. 9' HIGH SRN `�' !�, of WA not limited to the Endangered Species Act, Federal Wetland Permit, EXISTING GRASS SR 20 RIGHT-OF-WAY �� State Department of Fisheries Hydraulics Permit, Federal Flood Plain OR NEIGHBORING PROPERTY a Permits, National Pollutant Discharge Elimination System Permits is INTERN SITE PAVEMENT the responsibility of the Developer, Landowner, and their Engineer. GRAPHIC SCALE • The issuance of this permit shall not be construed as proof of 27807 compliance with applicable laws and permit requirements. REV.: F 40 0 20 40 80 160 '�'c�a�` - JOB NO; 344 CITY DATE DATE: May 25, 2006 ( IN FEET ) E I M E T E 3 E C T I _ \ C - C Construction for the approved project is to start SCALE: 1"=40' 1 inch = 40 ft. One year of this date and completed 8-months from start of construction. DRAWN: D. HERRIGSTAD SCALE 1"=5' CHECK: D. HERRIGSTAD REVISID\ June 29 , 2 : 16 SHEET_1I-_OF 1