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2014, 11-24 Permit App BLD-2014-2839 Pole BldgSpokane Va11eyK Community Development Department Permit Center. 11703 East Sprague Avenue, Suite B-3 Spokane Valley, WA 99206 Tel: (509) 720-2540 Fax: (509) 688-0037 permitcenter(asAokanevallev.org (Staff Use Only) PERMIT NUMBER: PERMIT FEE: RESIDENTIAL CONSTRUCTION PERMIT APPLICATION 0 NEW CONSTRUCTION ❑ ADDITION/REMODEL 0 DECK ❑ OTHER SITE ADDRESS:3308 N. COLEMAN ROAD ASSESSORS PARCEL NO.:35014.0153 ESSORY BUILDING Project LEGAL DESCRIPTIO4NF. C El V t D BUILDING OWNER NAME:KEVIN JOHNDROW NOV NAME:KEVIN JOHNDROW ADDRESS:3308 N. COLEMAN ROAD CITY:SPOKANE VALLEY PHONE:509-723-0111 CONTACT NAME:DIONNE AUSTIN FAX: STATE:WA CSV PERMIT CENTER CELL: Z E 992i2 PHONE:800-833-9997 FAx:208-457-8470 CELL:208-659-2008 CONTRACTOR NAME:STEEL STRUCTURES AMERICA, INC. MAILING ADDRESS:PO BOX 895 CITY:POST FALLS STATE:ID Zip:83877 PHONE:800-833-9997 FAx:208-457-8470 CELL: CONTRACTOR LICENSE No.:STEELSAO44BD NO.: EXPIRES:12/1/2015 CITY BUSINESS LICENSE DESCRIBE THE SCOPE OF WORK IN DETAIL AND INDICATE USE & PROPOSED USE: 24X30X10 POLE BLDG/ STORAGE ****YOU MUST COMPLETE THE FOLLOWING**** MARK NLAIF NOT APPLICABLE Height to Peak: ILI '._(..J If Dimensions:24x30 No. of Stories:1 Total Habitable Space:N/A Main Floor SQ FT:N/A Upper Floor SQ FT:N/A Unfinished Basement SQ FT:N/A Finished Basement SQ FT:N/A Garage SQ FT:720 Deck/Covered Patio SQ FT: N/A Impervious Surface Area: N/A 30% Slopes on Property: N/A No. of Bedrooms:N/A Construction Type:REs Heat Source:N/A Sewer or Septic:SEwER TOTAL COST OF PROJECT: $14,000 DISCLAIMER The permitted verifies, acknowledges and agrees by their signature that: 1) if this permit is for construction or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) The City of Spokane Valley permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional information may be requi-e . u•tted and subsequently approved before this application can be processed. Signature Date:11/5/2014 Updated 1-11-11 http: //www. spokanevalley. org/fi lestorage/124/938/210/948/ 1496/2743/Res_Perm it. doc Page 1 of 2 Job Nance: 7712 JOHN rs� z-1CC ta:,k-, sas2 RaQ,o 2 23- 9- O 3353 6.00^ 3.37^ rc MRCc 1. SYD CSI 1-2 -7230 0.26 0.40 0.66 2-3 -SM3 0,16 0.53 0.71 3-4 59a3 D.13 0-93 0.71 4-5 -7230 0.25 0.40 0.65 Be -.-,9DC3 A- W CSF 6-7 6692 D.51 0.16 0-69 7-2 4041 D.31 0.10 0,91 3-9 4044 0.31 0.10 9,11 9-10 5593 0.51 0-16 0.67 are bnvvildSN fn aMO-ancevaNNvfvRv atrsTsmoeants: JOlntana Cvmng04ma Repwes•anitablo esacpKnom Tmmorm,,ee,, PO Box 148 Newnan Lake Wa. 9902S Ar43nrPIl,TrrCAt'-1%*ad Imps Counc➢MAmedn S[m,,ed Onsign R¢syvnslblif.,: oaIO COMPOM1Fnr SAGENff6eRMATioM- BC Live 0.00 paf CSI �'3 MC Cs* 2-7 -1945 0.11 3-9 2251 0-'i5 3-' 7251 0.75 4-9 -1965 0,46 TC 2x6 DFL 1950F -I. E SC Ia6 DFL 1950F -1.7E WEB 2.4 BFL STUD L=bw Shea, Advrables am per NOS- XcrtcrooplacloO -150 THIS DeSIGHI6 THECOMPOSITE RESULT OF MULTIPLELOADCASES- Loaded W In PSF norvnoneurzoni BCLL. Loaded for 200 It, non cormOrrenl moving BOLL. ASCE7-1DSHOW LOAD DESIGN CRITERIA: pe = 60 pod, Ca= f•0, I= 0.6, Ct= Im Deeigned for an Unobstructed Slipper/ Roof Cosigned fora post -Frame building application Truss ID: T02 Designed poi AHSVTPI 1-2007 Fabricatian To1erande=20.68 aoadn�,s doslgned far an Fepwp vahm of the Ieeaer or#W tmss chord Fdm1,wvafue or 625 For all bearingsv Rotor Wjoint OC D.MiI Shoctfor 312aiRwn RO4acord Tolemed, used IRGTBChxrss prate values am bash on lesfing and approval aomqulmd by 18C 1743 Adel ANSRTPI and am -potted Im available locurnants as ER-107edESR-11 t& 20 Pf bottom chord INO toad HOT mqurmd on ONTS hues, por tBCARC regviremantS Tor attics. th IOnIICd storage. T 2 3 4 5 4'� -0AO 1 This design basad on ohombmdng applied Per the Woviing scl[adutoc macco,c. frard (O SC 7200" 0-0-0 240.0 TC 24.00^ 0.0.0 240-0 UPLIFTREACTION(S): Srpport C&CWind Hc,,vgdd 1 35611, 2 -65616 This trews is dmd9nod using Iha ASCE7-10 LYnd BpeetrTeddon Bldg Enclosed. Yes, Tmes Locadon =Not End Zona Exp Category= C Bldg Langeh= 3tXW fe, Bldg %Tdth= 24.DD ft Mean roof hetgM = 2225 f4 mph = 115 Cdd-Pamcy Calcgor/I,DeadLoad= 3.6pst Declared as Main Wind Fane Resistrag Syetom - LgviaL9e and COmpcnents add CladSdPl Trihulary Area -129agft MAI DEFLECTION {spam): tT66 MEM 34 (LIVE) LC 40 - lolnt LOcadoms =am 1 0.0.0 5 0.0.0 2 6-7-14 7 8-6-4 312-0.0 a120.0 417.4-2 915-6-12 5 23.0-0 10 24- 0. O G 7 B 9 TYPICAL PLATE: 3X6 All connector plates are Truswal 20 ga. Uldess preceded by'rW for Wave 2D ge, -HVfor HS 20 ga., eS^ for SS 1S Be, from Alpine; or preceded by "MX" for TWNIX 20 ga. or "H^ for 16 ga- from TNISW al, 11110/2014 positloned per.loird Detail Reports availahle from T41S W 01 software, unless noted. WAFZNIN Scale: 3176"=1' Read BII notes On this sheet and give a copy of it to the Erecting CDntractpc /tom Thls Eng. JoD: ,EJ. WO: 55A !f\ deslynmforanlnef lEUKDyilmn9cvr,.7wnnXmv[b�w eysm¢ftmSf*vnM:eamspac111caGmtPmYlvaabl axeompm,¢�rt vumyyc(yrcr a1�anR161 aCC0-Ncev/HI, IepCYrrell[YiRrgnSerTPIAna AF0A Ep6(gn Chk: RM ihnYiNi. naRSp•Jn9 dlayb]fenmpCmfflipllppnatpCCyR or, ,od,,on, are IOco.rRealrylhe c-Pvnemmamd+cbvvran4mrbuadmpaevignerpdvrt0bdfca6an ThvdaWing WsignerOms[viceminNKDxfedas Dsgnr: RM TIMBERLINE velveamle"O"'heememaf neaedm¢Iaa'N impmed by Ur lvm[ b Ingea�vM napamc� app adeo, LbOdoslgn.doemoonot mpcnvd m hmrasy arseei nylherootnrnooransslniroa fna ma bolrom ahommseslmvibracou owl"na TC Live 20.00 1,r+xgw sbsaNmgmarodal cixcyymra:ME. onto ss noted impnganvmm[arLbesysappsd oreompvnenam-sbvrs oMyevrMyn bueFJing lvng�n. ThlacomeenmtsM4noveMplsaeln ® TRUSS paf TC SnGW 40.00!xer DurFaca L=1.15 p=1.15 m+wmipm our nO myo¢bec o(swm mmmaamwpoamcueealYh mNnr a sp inattm pWvc0r0slpn. FaW.te,fvrtll¢, Imflan TC Dead S00 p5f Rep MLr End fA0 are bnvvildSN fn aMO-ancevaNNvfvRv atrsTsmoeants: JOlntana Cvmng04ma Repwes•anitablo esacpKnom Tmmorm,,ee,, PO Box 148 Newnan Lake Wa. 9902S Ar43nrPIl,TrrCAt'-1%*ad Imps Counc➢MAmedn S[m,,ed Onsign R¢syvnslblif.,: oaIO COMPOM1Fnr SAGENff6eRMATioM- BC Live 0.00 paf O.C.Spacing 5-0-0 RcsnamleC615VYVARV SIIEE7'S'0 WICAana RLSfx Tmu PlKe lrtsErym frprl lsmmtadx2ta;L14a61rt.t5otm 112, HC Dead 5.00 psf Desrgn SpeC IBC -2012 Afaxanada, YAY13il The Ammfcrn FenstanapaperpysarbtivntAFPAI L-ev od jj1t 19N STmaLN/),6m ebb. Washrdgo,od2 j! __. TOTAL 30.00 pet Segn T6.S.19-302049 CS) m N STRUCTURAL NOTES GENERAL: 1. Dimensions: The structural drawings shall be considered as a part of the complete set of Contract drawings, including the drawings of all disciplines. It is intended that the Structural drawings will provide sufficient dimensions to locate the primary structural elements and members. Location of secondary members which are affected by systems detailed by others may require reference to the drawings of other disciplines and layout and coordination by the contractor. If direct conflict between dimensions of two or more disciplines is encountered, such conflicts shall be resolved by the Architect. Do not use scaled dimensions. Use written dimensions or where dimensions are not provided, consult the architect for clarifications before proceeding with the work in question. 2. Omissions or conflicts between various elements of the drawings, specifications, notes, and details shall be brought to the attention of the structural engineer and resolved before proceeding with the work. The contractor must submit in writing any requests for modifications to the plans and specifications. Shop drawings submitted to the structural engineer for review do not constitute "in writing" unless it is clearly noted that specific changes are being requested. 3. Deferred Submittals: Where Structural components ore fully or partially designed and detailed by the supplier or fabricator, complete shop drawings and calculations, signed and sealed by a professional engineer registered in the state where the project is located, shall be submitted to the structural engineer for review. In addition, a copy of these documents shall be submitted to the Building Official for approval in accordance with IBC Section 107.3.4.1. 4. The Contract drawings and specifications represent the finished structure. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include but not be limited to bracing and shoring for loads due to construction equipment and materials. DESIGN CRITERIA: 1. Used 2012 International Building Code. 2. ASD Design Loads: A. Roof: D.L. = 5#/SF., L.L. = 40#/SF. Snow. 3. Wind load = 85 MPH (nominal), exposure C, Iw = 1.0. 4. Seismic: Equivalent Static Force Design Procedure. Seismic Design Category C, Site Class D. Ss = 0.338 SDS = 0.344 S1 = 0.115 SD1 = 0.180 R = 7.0 - Light framed walls w/ steel sheet shear panels. le = 1.0. **Per 2012 ICC Commentary. "Wind speeds are designated as "ultimate design" or "nominal design" wind speeds and are used for either strength design or allowable stress designs respectively. The ultimate design wind speeds ore indicated in Figures 1609A, B & C, and vary based on the building's risk category and location. The ultimate design for wind speeds for a Risk Category II building vary from 110 mph on the West - Coast to 180 mph in hurricane -prone areas in southern Florida. These wind speeds would convert to a nominal design wind speed, or what was previously called the "basic wind speed" 85 mph for the West Coast and 139 mph for southern Florida when using allowable stress design." QUALITY ASSURANCE: FOUNDATIONS: 1. Maximum foundation soil bearing pressure used = 1500#/SF. MATERIALS: CONCRETE: 1. Mix design shall be established in accordance to Chapter 5 of ACI 318. 2. Minimum cement content = 376#/YD. 3. Maximum slump = 4". 4. 28 day strength f'c = 2500 PSI. Special inspection not required per IBC 1705.3, exception 2. STRUCTURAL AND MISCELLANEOUS STEEL: 1. All steel work shall conform with AISC specifications. 2. Bolts ASTM A307 for connections to concrete. Bolts ASTM A325 for steel to steel connections. Bolts to be snug tight except bolts indicated as S.C. to be fully tightened. 3. Roof Steel shall be painted 29 Ga, ribbed steel and shall be attached to framing with 1 ./" x #9 screws with neoprene washers at 9" o.c. 4. Wall Steel shall be painted 29 Ga, ribbed steel and shall be attached to framing with 1 .1/2" x #9 screws with neoprene washers at 9" o.c. LUMBER: 1. Sawn lumber for studs, joists, etc.(2x6 or larger) = No.2 Doug Fir larch. 2. 2x4's = Standard Doug Fir larch. 3. Posts = So. Pine #1 Nail -lam. 4. All nails are to be common nails unless noted otherwise. 5. For connections of "SIMPSON" hardware or equivalent follow manufacturers recommendations. 6. Trus-Joist products: A. Roof joists shown as TJI etc. shall be designed for the loads specified and shall conform to Trus-Joist specification. B. Joists exceeding 24' in length shall be cambered to a standard radius of R = 2250. C. Any alternate joist system(s) shall be the same depth and load Carrying capacity as the Trus-Joist system show on the drawings. D. Micro Lam (LVL) E-1,900,000 psi. 7. Premanufactured Trusses A. Truss Loading: Top Chord D.L. = 5 PSF. Bottom Chord D.L. = 5 PSF. Top Chord L.L. = 40 PSF. Bottom Chord L.L. = 5 PSF. Does not act concurrently with top chord L.L. B. Member Properties: Chords shall be #2 Douglas Fir or better. Webs shall have minimum Modulus of Elasticity of 1,500,000 psi. C. All truss blocking shall be provided by the truss manufacturer and constructed with approved plates. D. Truss Manufacturer shall verify all truss dimensions, accounting for tolerances, connections, and splice requirements. E. Truss profiles shown are representations of possible configurations of Web locations and member sizes. Truss manufacturer shall submit shop drawings for approval. All trusses shall be designed by a registered professional engineer and all shop drawings shall be stamped and signed by a registered professional engineer. F. Truss manufacturer shall provide proof of approved third party I inspection as required by IBC chapter 2303.4. G. Truss manufacturer shall design all truss to truss connections and shall indicate said connections on the shop drawings. H. Each truss shall be marked with the following information: 1. Manufacturers identity. 2. Design Load. 3. Truss spacing. 8. All lumber in contact with concrete, masonry, or ground shall be preservative treated wood in accordance with AWPA standards. Posts embedded in the ground shall comply with UC4B .60 treatment or greater. Project # - RECEIVED NOV 2 4 2014 CSV PERMIT CENTER SUB#REV. #C1:11 9 COPYRIGHT: STEEL STRUCTURES AMERICA, INC. P.O. BOX 895 POST FALLS, IDAHO PH: 800-833-9997 FAX: 208-777.8597 g KEVIN JOHNDROW 0 CC V 0 M DRAWN BW DATE 11/7/14 JOB NO. 7712 SHEET SO DItFV/N BW DATE I I/]/19 JOB NO. ]712 s11EEi S1 FOOTING SCHEDULE MARK 30'-0. DEPTH POST LOWER POST UPPER DETAIL F1 2'-0"0 4'-0" Perma-Cdumn63(10 (3)&61�SRDF 2150 2/S3 F2 - - - 10'-0' - F3 - - - - � -•� - /'jam.\ ! �.` - /- .iFl ff j! F 1 T, ' F 1 `I F 1 F 1 I Q' I I � iv O W/FIBERMESH I I i I N O 0 o°o = 5 � 100 sa m C4" FOUNDATION PLAN SCALE= 3/16" = 1'-0" VID WA 9 ag r m 46041 6� � �IpNAL gl� 11 /� COPYRIGHT: STEELSTRUCTURES AMERICA, INC. P.O. Box 895 POST FALLS, IDAHO PH: 800_833-9997 FAX: 208-777-8597 DItFV/N BW DATE I I/]/19 JOB NO. ]712 s11EEi S1 FOOTING SCHEDULE MARK "D" DEPTH POST LOWER POST UPPER DETAIL F1 2'-0"0 4'-0" Perma-Cdumn63(10 (3)&61�SRDF 2150 2/S3 F2 - - - - F3 - - - - F4 - - - - NCRETE SLAB ON-� W/FIBERMESH I I i I N o°o DItFV/N BW DATE I I/]/19 JOB NO. ]712 s11EEi S1 FOOTING SCHEDULE MARK "D" DEPTH POST LOWER POST UPPER DETAIL F1 2'-0"0 4'-0" Perma-Cdumn63(10 (3)&61�SRDF 2150 2/S3 F2 - - - - F3 - - - - F4 - - - - DItFV/N BW DATE I I/]/19 JOB NO. ]712 s11EEi S1 HEADER SCHEDULE MARK MEMBER SUPPORT H 1 (1) 2x10 DF#2 V; (1) 2x8 DF#2 H (1) 2x8 TRIMMER H2 (1) 2x6 DF#2 V; (1) 2x8 DF#2 H - H3 (1) 2x6 DF#2 V — NOTE: REFER TO DETAILS 2, 3 & 4/S4 FOR HEADER FRAMING CONDITIONS. ROOF FRAMING NOTES: 1 LSTA18 STRAP— PLACE AT INSIDE OF FASCIA BOARD IF NO OVERHANGS. PLACE AT INSIDE FACE OF TOP WALL GIRT IF OVERHANGS TYP. BRACE _ I coc 0000 1'00 IN 2X6lEACE 2x6` ACE 2x6 PURLINS U O ROOF FRAMING PLAN SCALE= 3/16" = 1'-0" 1 S4 TYP. GABLE 1 0 z :,,ww(1) L12 , , t -4 c4 0 u. 9 KEVIN JOHNDROW 0 Z DRAWN BW DATE 1 1/7/ 14 JOB NO. 7712 COPYRIGHT: STEEL STRUCTURES AMERICA, INC. P.O. BOX 895 POST FALLS, IDAHO PH: 800-833.9997 FAX: 208-777-8597 SHEET S2 DRAWN BW DATE 11/7/14 l0B No. 7712 SHEET S3 POST UPPER. SEE PLAN 12 D 4r— POST LOWER. SEE PIAN SLAB ON COMPACTED GRADE. SEE PIAN FASTEN TRUSS TO POST W/(1) 3/4"0 BOLTS & (4) 30d GALV. NAILS TYP. J t 2 > ATTACH 2x6 GIRTS W/ (4) 16d OR (3) 20d GALV. TYP. EMBEDDDDEND CONC. POST FTG. PT 2x8 SEE4" BASE GIRT—A CONC. SLAB ON COMPACTED GRADE UPLIFF/PUNCH PAD CLEAT. 24'-V 2' CONI. 'COOKIE' FOR PLACEMENT e� SEE FTG SCHED. SECTION 1-1 � POST FOOTING 2x3 EILKG. TYP. (1) 3/4.0 BOLT TYP. A A 0 0 l 0 0 1 I 0 0 0 0 T.�,v ID q, PREMANUFACTURED I' I PREMANUFATCTURED '9 OF WAB;���D� Tito TRUSSES. SEE PLAN TRUSSES. SEE PLAN Y7'RtR4' . A (4) 30d GALV. SPIKES A (2) 1/4'0 SDS SCREWS & (4) b EA SIDE 30d GALV. SPIKES EA. SIDE POST. SEE PLAN POST. SEE PIAN 664 2x6 GIRT 0 24' O.C. 2x6 GIRT ® 24* O.C. TONAL �✓N W/(4) 16d OR (3) 20d W/(4) 16d OR (3) 20d EA POST EA POST SECTION A -A 2x BIKG. W/(30)16d GALV. SECTION A -A MAIN FRAME TRUSS BEARING DETAIL GABLE END TRUSS BEARING DETAIL COPYRIGHT. J SCALE: 1/2"=l'—O" / SCALE: 1/2"= 1'—O" STEELSTRUCTURESAMEftICA,INC. P.O. ROX 895 POSTFALLS, IDAHO PH:800-833.9997 FAX: 208-777-8597 DRAWN BW DATE 11/7/14 l0B No. 7712 SHEET S3 ( 2x PURLIN PER PLAN tt /• -LU HANGER EA. PURLIN TRUSSES. SEE PLAN 2x3 BLKG. FULL LENGTH TOP CHORD 2x4 BLKG. RAT —RUN W/LU HANGER EA. END TYP. 2x3x12" GABLE TRUSS FRAMING DETAIL SCALE: 1 /2"=1 '-0" CONCRETE SLAB. SEE PLAN FOR THICKNESS AND REINFORCING INDUCED CRACK NOTE: 1. CO UROL JOINT SPACING NOT TO EXCEED 12'-O" O.C. 2. SAW CUT SLAB WITHIN 12 HOURS AFTER SLAB HAS BEEN PLACED. CONTROL JOINT DETAIL SCALE: 1 /2"=1 ' —0" HEADER V" SEE PLAN 16d ® 12" O.C. HEADER "H" SEE PLAN HEADER DETAIL SCALE: 1 "=1'-0" ATTACH HANGER TO TRUSS & BRACE W/ #14x 1 1/2" SCREWS OR LAP W/ PURLINS & PROVIDE (6) 20d ® LAP HEADER "H". SEE PLAN 16d ® 12" 0.C. HEADER "V". SEE PLAN 2x6 GIRT ® 24" 0.C. 2x6 JAMB. 16d ® 12" 0.C. 2x6 GIRT HEADER "H". SEE PLAN PURLIN & WINDOW FRAMING BEYOND 16d © 12" 0.C. e� T.O WINDOW BO WINDOW MAN DOOR HEADER DETAIL WINDOW HEADER DETAIL REFER TO DETAIL 1/S4.1 FOR A35 POST TO ■' TYPICAL GABLE END FRAMING OUTRIGGER CONDITIONS —2x6 BRACE. SEE PLAN O/H DOOR BRACE DETAIL GABLE —END TRUSS 6x6 POST. RUN TO BOTT. OF ROOF DECK TYP. FOR ALL POSTS AT 0/H DOORS. (6) 20d HEADER. SEE PLAN SCALE: 1 /2"=1 '-0" SCALE: 1 /2"=1 ' —0" SCALE: 1 /2"=1 '—O" COPYRIGHT: STEEL STRUCTURES AMERICA, INC. P.O. BOX 895 POST FALLS, IDAHO PH: 800-833-9997 FAX: 208-777-8597 1 KEVIN JOHNDROW DRAWN BW DATE 1 1/7/ 14 JOB NO. 7712 SHEET S4 FRONT ELEVATION BACK ELEV RIGHT ELEVATION SCALE: 1/8" = 1=-0" 4 LEFT ELEVATION 4 SCALE: 1/8" = 1=-0" uaAwry BW UAfE 12/7/14 Ioo rvo. ]]12 SHEET S5 FOR CODE COMPUANCE v LLEY BUILD/NG IV/ ION