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Specifications HERMAN k `4 C 1 NE SANDY BLVD.,SUITE 100 ENGINEERING1/7/!EDI PORTLAND,OR 97232 �} MAR 1 22021 INC �''—� PxorTE (503) 230 8876 _�l OF TIGARD SHERPrANENGLNEERS.COM PAJILDIN DIVISION Structural Calculations February 23, 2021 Deck Analysis --- J 12000 SW Summercrest Dr. . . �` j ~''`iP l Tigard, OR 97223 ��. r �r 18516 SEI Project# P21-0022 • •REG N © `/C`)Y1q.`� Pam' Prepared For: O�P SNE � Jim Barnes 12000 SW Summercrest Drive EXPIRES. 6I30!L2 Tigard, OR 97223 Subject LIABILITY Sheet No. The City of Tigard and its employees shall not be Framing Plan: responsible for discrepancies Si Details: which may appear herein.: Di-D6 Deck Ledger: DF1 VALIDITY OF PERMIT Framing: THE ISSUANCE OF A PERMIT Beams BASED ON CONSTRUCTION DB1-DB2 Joists DOCUMENTS AND OTHER DJ 1 DATA SHALL NOT PREVENT THE CODE OFFICIAL FROM REQUIRING THE CORRECTION Codes: 2018 IBC OF ERRORS.ORSC 105.4 Design Loads: Dead load (Floor) - 10 PSF Live load (Floor) - 60 PSF Wind Load - 105 MPH - Exposure B Snow Load - 25 PSF Seismic design category: Approved plans CITY OF TIG ►.68 `hall be on job REVIEWED FOR ODE COMPLIANCE Approved: [ j OTC: [ j Permit#: VAS—l O - — d OFFICE COPY Address: ".D00_`� Suite#: By: Date:lf?1/a I .«r.. ,,. ...,..+.,;.. ,«z„>,... �.r,.w,.v aut.xs:s...ww.uraexsHxswa«.re x... u. . w..x:.r«;cilaNifxtaMilusux u,ary.a.,... ..w.«exits...hwuslfuNiwtauHeruMfieeauNYkdeuuauuu{,wwuifaauwuiidHrtcauxualtl�arMaraufra.xaaucrsuN.rrau.s,. SERMAN n -ENGINEERING 3151 NE SANDY BLVD.SUITE 100 PORTLAND,OR 97232 INC _ PHONE(503) 230 8876 SHERMANENGINEERS.COM 'J. P.T. 4X6 POST W/ (3E5Q46 EASE ) 0 z c0 SQUARE PER PLAN O \G I R =TC /COST GON \ SCALE: I" = I'-O" PROJECT TITLE: 12000 SW SUMMERCREST DR SEI PROJECT#: P21-0022 1-23-21 atrAtls/liaqu4gwgaqqqslqt w 3. :; «„,,... q w.. ...r.e.gruw,,rw.r r,. .u• .Y:Aw.<sr wa:.«iw..,..e<r»icreagsaugstqq#uaaY ,.0 ...., aixugiwaxqutgaRYNqaiaiYataHgiabilwNN w s.a. ea sa., wNa.,w. <3lxYiuNakWtNlLlaAdftlNitfigtilriggxwx a<ww«3.. AS. HERMA.N A - 3151 NE SANDY BLVD.SUITE 100 ENGINEERING PORTLAND,OR 97232 " milimiimmim›INC r r- _L PHONE (503) 230-8876 _,-, t I�( t SHERMANENGINEERS.COM I EXIST WALL SHTG 4 SIDING DECK FASTENER INTO "j—,-- LEDGER 4 JST EACH BD PT 2X LEDGER W/ (I) 16d ® IS O.G. 4 (I) 5052.5x4" FLASH BEHIND SIDING Ns\NN r WOOD SCREWS @ 48" O.G lei/MIN. 2" EDGE DISTANCE SIMPSON 'DTTIZ' @ EA.fNDOf SEGK W/3/8" HDG LAG SCREW BLK'G Ib°TOENAILS 4) 8"O.G. f 1 ,iii ,-,, iiii i/i( T MEN IMMO Mal MEM 1 1 Jr t Li- DECK J5T PER PLAN (IT-D" SPAN MAX) W/ LU52 HNGRS TO LEDGER 2x STUD WALL ® 16" D.G. 2x DIAL BRAG'G IN/ (2) 16d EA JST 4 A35 TIE TO RIM JST (OR TOP PL) i J AND TO DECK BEAM pD=G JOIST/nil-l- GO\\I�GT O\ FIr52A dck-IO' SPAN SCALE: I" = I'-O" PROJECT TITLE: 12000 SW SUMMERCREST DR SEI PROJECT#: P21-0022 1-23-21 SxERIVI — 3151 NE SANDY BLVD.SUITE 100 ENGINEERING A PORTLAND,OR 97232 INC r t � - PHONE(503)230-8876 SHERMANENGINEERS.COM I/2`, •(3) I/4SCREWS EACH END MIN bx BLK6 W/ A35 CLIP EACH END J 7 RAIL POST CONNECTION: (Y_ P = 200Ibs, M = 2004(3b") = 1,200in-lbs P L A\ Ft = 1,200/3.15" = 1,920 lbs V,3/8" = 243 lbs/in(2) = 486 lbs EMBED, D = I,g20 / 486 = 3.q5" BASE FL, Fb = 1,200/.II7 in"3 = q.22 ksi PRE-FAS ALUMINIUM POST ® 6'-0" MAX LU52b HN6R EA JOIST ADJACENT TO RAIL POST 2x DEGK'6 BASE PL 3/8"x5"x5" W/ (4) 3/8"xS-I/2" LAG BOLTS i A5 SHOWN I. 0 0 in U 2X FLR JSTS PER PLAN 7 0 0 MIN 6x BLK6 IN/ A35 P.T. BEAM PER PLAN CLIP EACH END P.T. POST PER PLAN FO RA L SOS / LooR Go\ \ FLRST6UARDRAILI SCALE: I = I-O" PROJECT TITLE: 12000 SW SUMMERCREST DR SEI PROJECT#: P21-0022 1-23-21 wilii011614WitatihiAtaliiitWiimiitanamiaasu reu .. ... e., ...du u..tliteaeussrai .xra o ..,, . . ., .,,ea. ...x:..xraruum«,.....4...u.u.+. .p....,... SHERMAN - 3151 NE SANDY BLVD.SUITE 100 ENGINEERING ,A PORTLAND,OR 97232 INC Li? LL PHONE I SHERMAN ENSG NEERS.OM SIMPSON HU HANGER PER PLAN • I • ° • (3) SIMPSON 5O5 SCREWS AT LEDGER PER °LAN EACH SIDE A5 SHOWN AT WAGH HANGER INTO LEDGER -D '__R TO 7\ALL 0 SCALE: I" = 1'-0" PROJECT TITLE: 12000 SW SUMMERCREST DR SEI PROJECT#: P21-0022 1-23-21 °!.. S xERIVI.AN A 3151 NE SANDY BLVD.SUITE 100 ENGINEERING PORTLAND,OR 97232 INC L 71 I�„�" PHONE(503) 230-8876 u SHERMANENGINEERS.COM DECKING PER PLAN END BEAM PER PLAN TOE KICK AND NOSING PER ARCH lip Mai ``� DECK JOISTS �Z PER PLAN HANGER PER PLAN--//117 I- (LSU26 MIN.) / LSGZ ADJUSTABLE STAIR STRINGER 2x12 STAIR STRINGERS AT IS" o.c MAX �j DROP BLOC< \C� =OR STA R D✓ --- SCALE: I" = I'-O" PROJECT TITLE: 12000 SW SUMMERCREST DR SEI PROJECT#: P21-0022 1-23-21 * 5\ SHERMAN 3151 NE SANDY BLVD.SUITE 100 ENGINEERING PORTLAND,OR 97232 ZINC r_,,,i-ij t - -u"n- PHONE(503)230-8876 SHERMANENGINEERS.COM I I -4 %-<1 L=-<'�" t-><- SIMPSON KBSIZ Tl> - �'� TOP BEAM EACH • STRINGER 4X GUT TO MATCH111 F L-- 1 ►...4111 SLOPE OF STRINGER POST TO BEAM 'V ACE GAP GONN. eS-R \ TT CO\ \ . @ " D-SA\ SCALE: I = I -O PROJECT TITLE: 12000 SW SUMMERCREST DR SEI PROJECT#: P21-0022 1-23-21 ATCHazards by Location Search Information f�4,°pair.. BAPS Seri Address: 12000 SW Summercrest Dr Tigard OR 18 88 '—nin r'yari Ma idit Coordinates: 45.4362932,-122.7985728 I,) ,,ft 9 `.` Elevation: 188 ft Timestamp: 2021-02-23T17:58:09.611 Z Hazard Type: Seismic Reference ASCE7-16 Map data�2021 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.854 MCER ground motion (period=0.2s) I Si 0.396 MCER ground motion (period=l.0s) SMS 1.025 Site-modified spectral acceleration value SMi * null Site-modified spectral acceleration value SDS 0.683 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA See Section 11.4.8 ►Additional Information Name Value Description SDC x null Seismic design category Fa 1.2 Si:e amplification factor at 0.2s Fv *null Si:e amplification factor at 1.0s CRS 0.884 Coefficient of risk(0.2s) CR1 0.866 Coefficient of risk(1.0s) PGA 0.39 MCEG peak ground acceleration FPGA 1.21 Si:e amplification factor at PGA PGAM 0.472 Si:e modified peak ground acceleration 5I1ERMAN ENGINEERING, INC. 3/5/ NE Sandy Blvd. 5te. l 00 Port/and. OR 97232 JOB: 12000 SW Summercrest Dr Dr 1 CLIENT: Jim Barnes 2/23/202 I JML DECK LEDC_�R Loading: DL psf LL psf Total psf 10 60 70 Tributary: 1 ft I ft x 70 psf = 70 plf 70 plf x 1 .33 ft = 93. 1 # V 16d= I39 # USE: 93. I = 0.67 (I) 16d NAILS @ 1 6" O.C. 139 Seismic: 51 = 0.653 R = G.5 V = Sd W = O. 105 W Load: 10 psf x 15 x 34 = 5. I kips VW = 0. 1 1 x 5. i 0 = 0.54 kips Lag Bolts: V 1/4" SDS SCREW 340 # = 340 W 1/4" SDS SCREW: 340 # x 3" = 1020 V Governs: 0.54 / 0.34 = 1 .58 1 .58 = (2) 1/4" SDS SCREWS USE 2x LEDGER W/ (I) I Gd NAILS @ 1 6" 0.C. AND (I) I/4" SDS SCREWS 4' O.C. ASHERIVIAN ENGINEERING A .- 3151 NE SANDY BLVD.,SUITE 100 PORTLAND,OR 97232 INC PxovE (503) 230 88?6 SHER''Y!ANENGINEERs.Cor:: Structural Calculations FD1 Gravity Loading: FTG 1 R = 6175# (EB1) A = 6175# / 1500# = 4.1 Ftg. sq. USE: 26" sq. x 18" deep conc. ftg. FTG 2 R = 3101# (EB2) A = 3101# / 1500# = 2.0 Ftg. sq. USE: 24" sq. x 18" deep conc. ftg. . FORTE MEMBER REPORT PASSED Level, Floor: Drop Beam r- 1 piece(s)4 x 10 Hem-Fir No. 1 16 2 1/2 0 , s r r _ Y All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LOF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2297 @ 15'11" 2297(1.62") Passed(100%) -- 1.0 D+1.0 L(Alt Spans) Member Type:Drop Beam Building Use:Residential Shear(Ibs) 2309 @ 10'8 1/4" 323E Passed(71%) 1.00 1.0 D+ 1.0 L(Adj Spans) Building Code:IBC 2015 Moment(Ft-Ibs) -4172 @ 3'2 3/4" 4866 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.176 @ 0 0.215 Passed(211440) -- 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.195 @ 0 0.323 Passed(211398) -- 1.0 D+1.0 L(Alt Spans) • Deflection criteria:LL(L/350)and TL(L/240). •Overhang deflection criteria:LL(2t./360)and TL(2L/240). •Allowed moment does not reflect the adjustment for the beam stabliy factor. • Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Beam-HF 5.50" 5.50" 3.95" 938 4660 5598 Blocking 2-Column-HF 5.50" 5.50" 4.36" 940 5235 6175 Blocking 3-Hanger on 9 1/4"HF beam 3.50" Hanger, 1.62" 392 2136/-89 2 B9/ See note 1 •Blocking Panels are assumed to carry no loads arplied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 15'11"o/c Bottom Edge(Lu) 15'11"o/c -Maximum allowable bracing Intervals based on applied load. Connector;Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 3-Face Mount Hanger HHUS48 3.00" N/A 22•lod 8-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 15'11" N/A 8.2 1-Uniform(PSF) 0 to 16'2 1/2"(Front) 11' 12.0 60.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disdaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 3ob Notes 2/23/2021 5:25:47 PM UTC JEFF LEITER SHERMAN ENGINEERING INC ForteWEB v3.1, Engine: V8.1.5.1, Data:V8.0.1.0 (503)230-8876 jefh8shermanengineers.com lteyerhaeuser File Name:Jim Barnes Deck Analysis Pagel/ 1 .41FORTE MEMBER REPORT FAILED Level,Floor: Drop Beam 1 piece(s)4 x 10 Hem-Fir No. 2 • r � 1 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual O Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 310) 2" 4961(3.50") Passed(62%) -- 1.0 D+ 1.0 L(All Spans) Member Type;Drop Beam Shear(Ibs) 2881 1'3/4" 2914 Passed(99%) 0.90 1.0 D(All Spans) Building Useo :RIBC 2015 Building_Code:IBC 2015 mar'; 65 ti 3/21. 1.0 D(All Spans)) Design Methodology:ASD Live Load Deft(in) 0.007 Cc 3'3 1/2" 0.208 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.173 3'3 3/8" 0.313 Passed(L/433) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/350)and TL(L/240). •Mowed moment does not reflect the adjustment for the beam stability factor. •Applicable cakulations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Column-HF 3.50" 3.50' 2.19" 2903 198 3101 Blocking 2-Column-HF 3.50" 3.50" 2.13" 2828 198 3026 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 6"o/c Bottom Edge(Lu) E'7"ofc •Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 6'T' N/A 8.2 -- 1-Uniform(PSF) 0 to 6'7"(Front) 1' 12.0 60.0 Default Load • 2-Point(lb) 3'3"(Front) N/A 5598 - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its prodtots will be in accordance with Weyerhaeuse•product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports E5R-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/documenblibrary. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes 2/23/2021 5:39:01 PM UTC )EFF LETTER SHERMAN ENGINEERING INC ForteWEB v3.1, Engine:V8.1.5.1, Data:V8.0.1.0 (503)230-8876 jeff4shermanenglneers.com File Name: Jim Barnes Deck Analysis Pagel/ 1 MEMBER REPORT PASSED Level, Floor:Joist 11 piece(s)2 x 10 Hem-Fir No.2 @ 12"OCF C:sera _e-ig:n: 12 - / 12 / 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LOF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 432 @ 3 1/2" 911(1.50") Passed(47%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 377 @ 1'3/4" 1388 Passed(27%) 1.00 1.0 D+ 1.0 L(All Spans) Building Cod::MCResidential015 Building Code:IBf_'2015 Moment(Ft-Ibs) 1296 @ 6'3 1/2" 1917 Passed(68%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.218 @ 6'3 1/2" 0.300 Passed(L/662) -- 1.0 D+1.0 L(All Spans) Total Load Deft.(in) 0.261 @ 6'3 1/2" 0.600 Passed(L/551) -- 1.0 D+1.0 L(All Spans) TJ-Pro"^Rating N/A N/A N/A -- N/A • Deflection criteria:LL(L/480)and TL(L/240). •Mowed moment does not reflect the adjustment for the beam stability factor. •A 15%Increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Live Total Accessories . 1-Hanger on 9 1/4"5PF beam 3.50" Hanger.. 1.50" 76 378 454 See note, 2-Hanger on 9 1/4"SPF beam 3.50" Hanger', 1.50" 76 378 454 See note: •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •°See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) "'4"o/c Bottom Edge(Lu) 12'o/c •Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Ar'ssories 1-Face Mount Hanger Connector not found N/A N/A N;A N/A 2-Face Mount Hanger Connector riot found N/A N/A NIA N/A •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 12'"," 12" 12.0 60.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its produts will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASfM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes 2/18/2021 9:44:06 PM UTC JEFF LEITER SHERMAN ENGINEERING INC ForteWEB v3.1, Engine:V8,1.5.1, Data: V8.0.1.0 (503)230-8876 jeff@shermanengineers.com Weyerhaeuser File Name: Jim Barnes Deck Analysis Page 1/ 1 HERM.AN ENGINEERING A - 3151 NE SANDY BLVD.SUITE 100 PORTLAND,0R 97232 INC r' r--r--1 ( 1. _ PHONE(503)230-8876 LI' �� I SHERMANENGINEERS.COM RECEIVED JUL 2 6 2021 CITY OF TIGARL BUILDING DIVISION PT 2XI2 STRINGER @ lb'O.G. )\ _- [ .II = .-M L ,,r' NEW GONG FTG / . / / [`� 1117:- -1 i 2X6 SCAB W!160o8` iv // O.G.STAGGER'D IV SPANS A "/ >8'O" ,7:- -fr--_ x Ns PT 2,03 KIOSILL W/(2) I/256"EXP BOLTS -i1� t11�-11E H1+ {TI' � 1i3 ili 4 V _I4 #4 CONT REINF I'-0" X STAIR / WIDTH + 12" 1--) _ADD ) \6 SAD @ 5-RI \6ER \\F.........7 FND STAIRS SCALE: I" = I'-O" PROJECT TITLE: 12000 SW SUMMERCREST DR SEI PROJECT#: P21-0022 1-23-21 ti -- -2x10 HEM FIR PRESSURE TREATED GC 4x10 HEM FIR PRESSURE TREATED GC _SIMPSON® LU210 CONNECTOR I SIMPSON® AC4 CONNECTOR 4x12 HEM FIR PRESSURE TREATED GG 4x4 HEM FIR PRESSURE 1 Er 0 'JUL 2 (32021 CITY OF TIGABL L3 SECTION CUT DETAIL VIEW (9 SECTION CUT DETAIL VIEW BUILDING DIVISION. 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Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT N _ Transmittal Letter -i I t., H 11 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Tigard Buidling Permits DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: Carmen Campbell MAR 12 2021 COMPANY: CITY OF TIGARD PHONE: 503-544-2975 BUILDING DIVISION EMAIL: ccampbell827@gmail.com MS1201l - 00002. RE: 12000 SW Summer Crest Drive lam looking to obtain one . (Site Address) (Permit Number) (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: _ Copies: Description: Additional set(s)of plans. Revisions: x Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. x Engineer's calculations. Other(explain): REMARKS: I am not exactly sure which boxes above to check. I had a original permit years ago and personal things happened in my life preventing me from getting the deck done. We tried to follow the plans last year and it was recommended to have a new set of plans drawn up that were actually something that could be accomplished. 1 just had a engineer do the attached. FO OFF CE USE ONLY Routed to Pe ' Tec •�•cian: Date: -7c27 � I Initials: Fees Due: Ye sf No Fee Description: Amount Due: $ o6 ?IAA r $ $ Special Instructions: Reprint Permit (per PE): ❑ Yes No f_ n Done Applicant Notified: ate: —7�� �( Initials: �i '" 1\Bi.lilding\Form s\Transmittal Lettcr-ReN isions_073120.doc FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. IIICity of Tigard ' COMMUNITY DEVELOPMENT DEPARTMENT go g Transmittal Letter T I ;A It., 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Tigard Buidling Permits DATE.$E�J �ED� 1RR� DEPT: BUILDING DIVISION RECEIVED FROM: Carmen Campbell JUL 2 5 2021 COMPANY: CITY OF TIGARL BUILDING DIVISION „ PHONE: 503-544-2975 By: tJ- EMAIL: ccampbe11827@gmail.com I'1 ST 2017 _ ovvv. RE: 12000 SW Summer Crest Drive I am looking to obtain one (Site Address) (Permit Number) (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: LCopies: Description: Y Copies: Description: _1 Additional set(s)of plans. x Revisions: As outlined on the letter. Cross section(s)and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. x Engineer's calculations. Other(explain): REMARKS: I am not exactly sure which boxes above to check. I submitted plans on 3/12 and on 6/7 received a notice from Allyson my plans needed more calculations(letter attached). Please see new plans from the engineer. FOR II FFI E USE ONLY Routed to Permit Technic'an: Date: -7Fl1 Initials: r , Fees Due: fl Yes Nd% Fee Description:xi Amount Due: li ° Ni / $ $ 52(--.7 Special Instructions: Reprint Permit(per PE): [ Yes ►'i o ❑ Don Applicant Notified: Date: 7/ 7 Initials. ` 1:\Building\Fomis\TransmittalLetter-Revisions 073120.doc