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Report . . l REC€IVFD pike 11r0 411 NUV18 � 14 1111111 ! r` I MM .Y . ,.,mW.,Unlit/ CITY 0, i1GA IU Call or visit 71 III ri1►,;rt-9-r 1t?ttV Our Showroom — 503-624-5600 -, F ilk r�'+.1 FAX(503)968-5440 �._. T.-� 1.800-888-9172 www.pikonwning.cam 7300 SW Landmark Ln. Portland.OR 97224 tit Project \\ f3-o" ›l `'" Sunbelt Turret Steel �� Russell Construction `` . runncsT- Date 10/10/14 .n"C7 TURRET y'� ,t s. s_- sTCCt. In'C. Salesman Dan 7934 Description: � ' r Rounded fabric er- , "'"— awning , j . • .�� hr.'s A T�+� C1 i i OF 1 IGARD Fabric&Color: . ,- ' •ReODE.COMP r ` p � Sunbrella#4646 OT 1 �° Captain Navy „ IiWi�riWILia " Address: 'AO , r iftliso Suite#i Multi color $y; `� Date= i heat set graphics OFFICE COPY Note:Artist's Intent&Copyright Approved This Drawing and/or Design is the property 0 of Pike Awning Co.and may not be reproduced in any manner without consent.All primary& Date secondary rights reserved.Copyright 2014 Sy. . HWY 217 • 4 4 r • parking lot ' 1 , SUNBELT - TURRET STEEL INC. ' /� 7930 SW HUNZIKER ST. zSO' / , TIGARD, OR. 97224 '• proposed awning , ' 250' / ' ' I , ' bldg. -id ll , property line -' ,' ./ c. 0 a- 0 PLAN VIEW -771 DATE: <%DATE> PROJECT: DESCRIPTION: QTY: I 7300 SW. LANDMARK LN. PORTLAND OR 97232 BY: DAN SPEARING SUNBELT - TURRET STEEL INC. STYLE: CURVED AWNING _ �•■■■_■ PI#(503) a2.-5600 FABRIC: SUNBRELLA CAPT NAVY NORTH Fx#(50.3) 968-5440 SHEET: I _ 7930 SW HUNZIKER ST. 1-- �l'71 dan©pikeawnfng.com SCALE: <%SCALE> TIGARD, OR. 97224 FRAME: I"COAT: ALUMINUM JPOWDER COAT: N/A proposed new 8' wide awning existing awning new awning to match 250' v • v, +jy AI saismeq 'sp8wenroa . 0 fir. ,-.-4q v' '. ",.. -..r -. .' M1 1"r •8%1 ...-r '. W i- 1 - �tt c ,« �1. 4, r Mew'! e. r 1 � 1 � .k ,. r 3• a, k'aaa' 1 y�kf.. . .• R ".� °""'"s . MI MIN P .. M FRONT ELEVATION UL r �J�'., DATE: <%DATE> PROJECT: 1 7300 SW LANDMARK LN. ---- - --- �--- - DESCRIPTION: QTY:� Di PORTLAND OR 97232 BY: SPEARING_ SUNBELT TURRET STEEL INC. [STYLE: CURVED AWNING •• �•� PH#<soa) 624 5600 FABRIC: SUNBRELLA CAPT NAVY I FA#(503) 968-5440 SHEET: I 7930 SW HUN ZIKER ST. ------- dancnpikeawning.com SCALE: <%SCALE> TIGARD, OR. 97224 FRAME: I;SQ ALUMINUM — ' — — — - -- ---------- IPOWDER COAT: N/A o Awning Frame o• ' 1" x 1" x 1/8" sq. o ,' alum. tube oo typ. all frame typ. awning anchors c Air- into conc. wall 1 ,i v.P ' ' 4 light 7 P 'Is ! U C+1 i9' o l'O" (8) Awning Anchors a � 3/8" x 4" Powers �, r \ Power Stud SD1 \ ° 3'o" typ. top &. bottom o' 2'o" P. %4 v i i'v v \ M kl {A GL 'ffiL v 4'0" -- 8'O" 1 1 v ri P SECTION OCCURS v EVERY 24" 0 P ° v P P - concrete a wall 7'4" ° F' ° N V i P 0 v v P V 9° . I SIDE VIEW FRAME FRONT VIEW FRAME A DATE: <%DATE> 1u� _ 7300 SW.LANDMARK LN. PROJECT: _ DESCRIPTION: QTY: PORTLAND OR 97232 BY: DAN SPEARING SUNBELT - TURRET STEEL INC. STYLE: CURVED AWNING P+■�■slic PHN(503) 624-5600 FABRIC: SUNBRELLA CAPT NAVY r���1 Fx#(503) 966-5440 SHEET: I 7930 SW HUNZIKER ST. FRAME: I" SQ. ALUMINUM JH[Wiii danf®pikeawnIng.com SCALE: <%SCALE> TIGARD, OR. 97224 ____ POWDER COAT: N/A a ° Awning Fabric o°� Sunbrella #4646 , \ ✓ ' Captain Navy V ° r V I ✓ I - v r V° 7 \ ° ' 4 light v. v v vO" I / 4'O" / v ° v o' i V 3'O"t I lr- 0° 2'O" lr gn GRAPHICS v `, AREA VI v° - - \ _ V [ I V _ °, v° 4'O" 1 r1 8'0" Ii V • 0 ✓ V V v ° v V N V i 7'4" 0. a ° v V ° V p: . V .0 ° • v P•.S V SIDE VIEW COVER FRONT VIEW COVER JUJLUIJIJ -- — 1 7300SW.LANDMARKLN. DATE: <96DATE> PROJECT: DESCRIPTION: QTY: I PORTLAND OR 97232 B Y: DAN SPEARING SUNBELT - TURRET STEEL INC, STYLE: CURVED AWNING ����. 1 �MN(503) 624-5600 FABRIC: SUNBRELLA CAPT NAVY Px#(503) 968-5440 SHEET: I 7930 SW HUNZIKER ST. dan©pikeawning.com SCALE: <%SCALE> TIGARD, OR. 97224 FRAME: i" SQ. ALUMINUM POWDER COAT: N/A STRUCTURAL CALCULATIONS FOR SUNBELT - TURRET STEEL INC. 7930 SW HUNZIKER ST TIGARD, OR 97224 -- FABRIC COVERED AWNING -- 39 PRO,re io ' :,..,,, A,187 OREGON '4'4 55 ✓ 1' 15, �9 `0 tiN E. NO90" I EXPIRES:12/31/ Contents Summary 1 Details A-D 2-5 Awning Calculations Cl -C3 Awning Analysis D 1 -D7 NORDLING Proj. No.: 14-407 STRUCTURAL c 4 4 � ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th,Suite 200-Beaverton OR,97008 Date:NOV 2014 By:JHW Sheet No.:COVER SUMMARY EA_5RLc__ yF,.EFj2_A,kws DESIC�► CRITERIA. 2014 Oregon Structural Specialty Code Wind 120 11P1-1 (3 sec gust, V:uLT) Exp B Snow Load:. 20 psf + Drifting Snow Load (20 psf minimum) PER SNOW LOAD ANALYSIS FOR OREGON(THIRD EDITION)DECEMBER 2001 STATEWIDE ALTERNATE METHOD No.OSSC 08-01 - ISSUED.MAY 1,2008 Dead Load I psf Connections to existing concrete wa:Il. There is one new 4'-0".x.3'-0" x S'-0" awning. TA = Aluminum Tube (6063-T&) NORDLING Proj. No.: 14-407 STRUCTURAL SUNBELT AWNING . T ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200•Beaverton OR,97008 Date:NOV 2014 By:JHW Sheet No.: 1 r(E) CONCRETE WALL _ _______ ____ir O 0 v 0 TA IxIx0.125 j TYP 2'-0' 2'-0' 2'-0' 2'-0' ' I \�`%14Z PROFFss/o 0;A - (4. :.-2 e sREGON RUIN I NG FLAN .oti4G4 t 5. Rod NO _ — I EXPIRES: 12/31/ I NORDLING Proj. No.: 14-407 STRUCTURAL SUNBELT AWNING i'k / 1 ENGINEERS, LLC PIKE AWNING COMPANY 8775 SW 111th.Suite 200.Beaverton OR.97008 Date:NOV 2014 By: JHW Sheet No.: 2 I . :1f-(E) CONCRETE WALL . 1 ,I . o i e '.....-.) N N 1 0 e I TA Ixlx0.125 I_. ( rr L__- - k 0 4'-V' \ Se PROF�C /o i 12,1; 1 \y • b OREGON i AWNING SECTION �04, °`` ,5. ,�0 F• NORv\' 1 EXPIRES:12/31/ MP I NORDLING Proj. No.: 14-407 4 t‘ ■5 STRUCTURAL vn SUNBELT ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200•Beaverton OR.97008 Date:NOV 2014 By:JHW Sheet No.: 3 4'-0' 4'-0' {l- r e O TYP in t1_ O 0 -- ' "-TA IxIx0.125 TYP TYP \S�skED PROIci- % !4_,1,44 12 1 ' ..- I A O REG • . 4JNING ELEVATION p `y ,5.yy • NORM I EXPIRES: 12/31/ I I NORDLING Proj. No.: 14-407 STRUCTURAL SUNBELT r>11 5 AWNING ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200-Beaverton OR.97008 Date:NOV 2014 By:JHW Sheet No.: 4 EXISTING CONCRETE WALL - .I (t BRACKET---....I ft ANCHORS 1 i.1 i. 1' x I' ALUM. TUBE i ��1 .` I I „..--•14 HEX HEAD TEK SCREW r m E III --...---. -_4_,......:„..H_ __ t: '_. _ _ _ _ ___ _ _=all`�3/8'4) ANCHOR (3' EMBED) -.�\E 3/le x I' Z-BRACKET • •1 ANCHOR OPTIONS: I 3' MIN ' HILTI 'KWIK-BOLT TZ' ANCHORS SIMPSON 'STRONG BOLT' ANCHORS .; 4 POWERS 'POWER-STUD+ SDI'i 0., „ 1 SIMPSON 'TITEN HD' ANCHORS POWERS 'WEDGE-BOLT 4' • • . EXISTING CONCRETE WALL f I , t. _ i 3' MIN ' ).?. • 3/ ;, •� !6 x I' Z-BRACKET I ' f .% . . ., ..,.., , . ! „ ----3/8". ANCHOR (2a' EMBED) . z _...._. E Z • I �' —..`Z �n E ICJ "14 HEX HEAD TEK SCREW r1°N. t_ 1' x I' ALUM. TUBE (E) WALL REINFORCING. \. ,.,G 1 PR,.4, /o DO NOT CUT. RELOCATE 'i 1.4 y ANCHOR AS REQUIRED. . r 1 4 ORE" • I D F• N00) I EXPIRES:12/31/ 4 , i ; NORDLING Proj. No.: 14-407 STRUCTURAL SUNBELT r,_ AWNING � ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200 Beaverton OR.97008 Date:NOV 2014 By:JHW Sheet No.: 5 ALINING CRITERIA .. •. .ALL MEMBERS.TO BE: FABRIC.AWNING DESIGN.REQUJREMENTS .. 1' x=.l'.x.lib'.ALUMINUM.TUBE LGL # WIND.LOAD. Ix = 0.051 irel LC2....-..WIND.LOAD . ... Sx = 0.114:. in3 . LC4 SNOW.4 DRIFT..... MEMBER.CONNEc.TIONS TO BE: WELDED.ALL AROUND STANDARD AWNING SIZE a1LO• 0.1 1:Z •.: Ab• l41•:233; . Al ... 2 g 10.0). • ray,01 4'-0' • NORDLING Proj. No.: 14-407 STRUCTURAL SUNBELT AWNING ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200 Beaverton OR.97008 Date: NOV 2014 By:JHW Sheet No.: Cl LOAD.INCs_.CRITERIA. .. CONNECTIONS LC1 WwND T = 141 its DL = I psr x 2'-0' = 3 plf V = 65 lbs W = 18.4 psr ASCE.1.10,WIND DESIGN - SHEET.DI LC4 SNOW T = 189; lbs = 18.4 psr x 2'-0' = 31 plf V = 158: Ibs 3/8"0 Hilti"KWIKBOLTTZ"(2 1/2"Embedment) .SNOW .= 7.0 psr x 2'-0.' = 28 plf ITllti"KWIKBOLTTZ" P V No.:1 DRIFT L = 42 psr x 2'-0' = I61 plf PALL 605 lbs 189 158 VALL 1,100 lbs 0.312 0.144 0.183 DRIFT R :_26 psr x .2'-0' = 105 plf. FAcri 250 in 605 1,100 ESR-1395 Unity=(Ps/P t)3'3+(Vs/Vt)S'3 3/8"0 Simpson"STRONG BOLT"(2 9/16"Embedment) Simpson"STRONG BOLT" P V No.:I PALL 555 lbs 189 158 VALL 1,055 lbs 0.341 0.150 0.208 E1wx 2.56 in 555 1,055 ER-363I Unity=(PstPt)573+(Vs/Vt)s" 3/8"0 Powers"POW RSTUD+SD1"(2 3/8"Embedment) DL 3 p11 Powers"POWERSTUD+SDI" P V No.:1 PALL 954 lbs 189 158 g1,PAC VALL 635 lbs 0.198 0.249 0.447 - - �°p�6m pit Fi na d 238 in 954 635 SL 1111111111MinnilimmL,0•9 ER-5225 Unity=(Ps/Pt)+(Vs/Vt) 3/8"0 Simpson"TITAN-HD"(2 3/4"Embedment) MMIlli C3 Simpson"TITEN-HD" P V No.:1 WIND - PALL 1,315 lbs 189 158 ..: T 31 p11 VALL 1,665 lbs 0.144 0.095 0.059 aux 2.75 in 1,315 1,665 V OI I n ESR-1056 Unity=(Ps/Pt)S3+(Vs/Vt)u3 V B 1 : LCI LC2 LC4 T 33 -53 -I89 LB5 B -141 16.1 189 LeS V -131 158: 316 LBS I NORDLING Proj. No.: 14-407 STRUCTURAL SUNBELT kio k AWNING ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200•Beaverton OR.97008 Date:NOV 2014 By:JHW Sheet No.: C2 ' Z-CLIP LCI WIND T - 141 tos • LC4 SNOW T = 189 lbs 1 �' T i4 Oflia Or- 't'11 Z-CLIP (Clip/Anchor Geometry A36 #clips 1 a 0.50 in 't' 3/16 in 'w/ 1.00 in ,Section Property I S= 1.0* 0.1875^2/6 (wt2/6=bd2/6) = 0.0059 in^3 Fb= 36,000 psi* 0.75 = 27,000 psi 'Tension SNOW' M= 189 lbs * 0.500 in/ 1 = 95 in-lbs fn= 95 in-lbs/0.0059 in^3 = 16,128 psi ok 'Tension WIND' M= 141 lbs * 0.500 in/ 1 = 71 in-lbs fb= 71 in-lbs/0.0059 in^3 = 12,032 psi ok Use(1)3/16"x 1"Z-Clip I � NORDLING Proj. No.: 14-407 4* ,,,,5 STRUCTURAL SUNBELT AWNING ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200•Beaverton OR.97008 Date:NOV 2014 By:JHW Sheet No.: C3 ASCE 7-10 Wind Force Standard Components and Cladding Wind Speed : 120 mph Exposure: B • Structure Type: Building-Components&Cladding Building Type: Enclosed Building Topographic Feature Height(h): 15 ft Homogeneous Height of Hill(h) 0 ft Kz: 0.701 Crest Length(Lt) 0 ft qh: 21.95 psf Crest to Structure Dist(x) 0 ft GCp : 1.4 corner zone Ka: 0.85 K1 : 0.00 External Pressure: 30.7 psf-LRFD G Cpi: ±0.18 I(2 : 0.00 18.4 psf-ASD Ka: 1.00 K3 : 0.00 SEA Snow Loading 7930 SW Hu nziker St,Tigard OR 97223 Lat: 45°25'38.81"N Snow Load: 10.0 psf Long: 122°45'30.57" W Elevation: 206.0 ft Snow Drift Analysis Snow Loads L upper 100'-0" Ground Snow Load 10.0 psf L lower 4'-0" Roof Snow Load 7 psf Drift Type Lower Structure W 10.88 ft Upper Roof Pitch 0 /12 Seperation Distance 0 Height Hr(hc+hb) 5'-0" Drift Surcharge Only Considered When Drift Surcharge Applies ? hc/hb>0.2(hc=hr-hb)[(hr-hb)/hb>0.2] = 9.93 Yes hd=(0.43(Lu^(1/3))* ((Pg+10)^(1/4))-1.5)* ((20-S)/20) 2.72 ft hb=Pf/y 0.46 ft. y=0.13Pg+14.0<=30 pcf 15.3 pcf SUMMARY Surcharge Load due to Drifting Pd 42 psf Drift Load at Lower Roof Edge 26 psf NORDLING Proj. No.: 14-407 SUNBELT STRUCTURAL AWNING ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200 Beaverton OR.97008 Date:NOV 2014 By:JHW Sheet No.:D1 I" x I" x iia" ALUMINUM TUBE SECTION PROPERTIES Area 0.438 Bounding Box X : 0 .500 : : 0 . 500 Y : 0 .500 : : 0 . 500 x XX YY Moment of Inertia 0. 057 0 . 057 \11. Section Modulus 0. 114 : : 0 . 114 Radius of Gyration 0 . 361 : : 0. 361 Geometry data Nodes Node X Y Z Rigid Floor [in] [in] [in] 1 0.00 35.00 0.00 0 2 0.00 0.00 0.00 0 3 36.80 34.00 0.00 0 4 40.70 33.10 0.00 0 5 44.00 30.80 0.00 0 6 46.20 27.40 0.00 0 7 47.00 23.50 0.00 0 8 47.00 0.00 0.00 0 Restraints Node TX TY TZ RX RY RZ 1 1 1 1 0 0 0 2 1 0 1 0 0 0 Members Member NJ NK Description Section Material dO dL Ig factor [in] [in] 1 1 3 Frame TA 1.0 x 1.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 2 3 4 Frame TA 1.0x 1.0x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 3 4 5 Frame TA 1.0x 1.0x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 4 5 6 Frame TA 1.0x 1.0x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 5 6 7 Frame TA 1.0x 1.0x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 6 7 8 Frame TA 1.0x 1.0x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 7 8 2 Frame TA 1.0x 1.0x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 8 1 2 Frame TA 1.0x 1.0x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 9 2 3 Frame TA 1.0x 1.0 x 0.125 Fy 15(Aluminum) 0.00 0.00 0.00 10(5-4-:=. NORDLING STRUCTURAL Proj. No.: 14-407 SUNBELT ENGINEERS LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 200•Beaverton OR,97008 Date:NOV 2014 By:JHW Sheet No.:D2 • Load data Load conditions Condition Description Comb. Category dl Dead load ---- No DL wI Wind Load No WIND sl Snow and Drift Load No SNOW LC1 dl+wl Yes LC2 dl-wl Yes LC4 dl+sl Yes Distributed force on members Condition Member Dirt Vail Va12 Dist1 Y. Dist2 % [Lb/ft] [Lb/ft] [in] [in] dl 1 Y -3.00 -3.00 0.00 No 100.00 Yes 2 Y -3.00 -3.00 0.00 No 100.00 Yes 3 Y -3.00 -3.00 0.00 No 100.00 Yes 4 Y -3.00 -3.00 0.00 No 100.00 Yes 5 Y -3.00 -3.00 0.00 No 100.00 Yes wl 1 2 37.00 37.00 0.00 No 100.00 Yes 2 2 37.00 37.00 0.00 No 100.00 Yes 3 2 37.00 37.00 0.00 No 100.00 Yes 4 2 37.00 37.00 0.00 No 100.00 Yes 5 2 37.00 37.00 0.00 No 100.00 Yes 6 2 37.00 37.00 0.00 No 100.00 Yes sl 1 Y -97.00 -73.00 0.00 Yes 100.00 Yes 2 Y -73.00 -60.00 0.00 Yes 100.00 Yes 3 Y -60.00 -30.00 0.00 Yes 100.00 Yes 4 Y -30.00 0.00 0.00 Yes 100.00 Yes Analysis Results Reactions Forces[Lbl Moments ILbft1 Node FX FY FZ MX MY MZ ---- ------- ------ ---- ---- Condition LC1=dI+w1 1 33 -131 0.00000 0.00000 0.00000 0.00000 2 -141 0 0.00000 0.00000 0.00000 0.00000 Condition LC2=dI-wl 1 b3 158 0.00000 0.00000 0.00000 0.00000 2 161 0 0.00000 0.00000 0.00000 0.00000 Condition LC4=d1+sl 1 -189 316 0.00000 0.00000 0.00000 0.00000 2 189 0 0.00000 0.00000 0.00000 0.00000 Analysis Results Reactions-LRFD Forces f Lbl Moments f Lbitl Node FX FY FZ MX MY PM Condition LC 1 0.9d1+1.66w! 1 63 -228 0.00000 0.00000 0.00000 0.00000 2 -242 0 0.00000 0.00000 0.00000 0.00000 Condition LC2=1.2d1-1.66w1 1 -83 256 0.00000 0.00000 0.00000 0.00000 2 262 0 0.00000 0.00000 0.00000 0.00000 Condition LC4=1.2d1+1.6s1 1 -299 500 0.00000 0.00000 0.00000 0.00000 2 299 0 0.00000 0.00000 0.00000 0.00000 NORDLING Proj. No.: 14-407 STRUCTURAL SUNBELT '47k / AWNING ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th.Suite 290•Beaverton OR.97008 Date:NOV 2014 By:JHW Sheet No.:D3 Load conditions to be included in design: LC 1=dl+wl LC2=d1-+M LC4=dl+sl • Description Section Member Ctrl Eq. Ratio Status Reference Frame TA 1.0x 1.0 x0.125 1 LC4 at 100.00% 0.56 OK (H1-1b) 2 LC2 at 0.00% 0.32 OK (H1-1b) 3 LC2 at 0.00% 021 OK (H1-1b) ■ 4 LC4 at 0.00% 0.14 OK (H1-1b) 5 LC2 at 100.00% 0.11 OK (H1-1b) 6 LC2 at 3125% 0.18 OK (H1-1b) 7 LC2 at 0.00% 0.15 OK (H1-1b) 8 LC4 at 0.00% 0.42 OK (H1-1b) 9 LC4 at 100.00% 0.42 OK (H1-1a) MEMBER 1 Plane 1-2 Plane 1-3 Condition Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [in] [Lb] [Lb] [Lb'ft] [Lb] ILb*ft] [Lb*t] LC4 d I+sI 0% 0 172 136 -43 0.000 0.000 0.000 48% 17 169 -0 53 0.000 0.000 0.000 100% 36 165 -133 -57 0.000 0.000 0.000 TA 1.0 x 1.0 x0.125 Constants Member 1 1 1 b 1.000 in nu 1.95 Load Case LC4 LC4 LC4 d 1.000 in ny 1.65 Dist to J [ft] 3.00 3.00 3.00 t 0.125 in na 1.2 Axial [Lb] 172 169 165 . z A 0.438 In Bc 27 .64 V22 [Lb] 136 0 -133 Av 0.250 in2 Dc 0.14 M33 [Lb*ft] -43 53 -57 Ix 0.057 In4 Cc 78.38 V33 [Lb] 0 0 0 7 Sx 0.114 in Bs 17.63 M22 [Lb*tt] 0 0 0 rx 0.361 in Ds 0.07 1y 0.057 in4 Cs 98.14 fb 33 psi 4.529 5,582 6.004 Sy 0.114 in3 fb 22 psi 0 0 0 ry 0.361 in Fv 3,485 psi fv psi 311 0 304 J 0.114 in4 Ft 15,335 psi fa psi 0 0 0 ft psi 393 386 377 6063-T6 165 pcf Fb33 psi 11.849 11,849 11.849 Ftu 30 ksi 0.50 plf Fb22 psi 11,849 11,849 11.849 Fty 25 ksi Fa psi 5,136 5,136 5.136 Fcy 35 ksi Fs u 19 ks i Fb&Fa Eq 4.1.1-1 0.32 0.40 0.43 Fs y 14 ksi Fb&Fa Eq 4.1.1-2 0.38 0.47 0.51 E 10,100 ksi Ft& Fb Eq 4.1.2-1 0.41 0.50 0.53 kt 1.00 Fv,Fa,&Fb Eq 4.4-1 0.15 0.22 0.26 kc 1.12 Type 2 I- ; NORDLING Proj. No.: 14-407 STRUCTURAL SUNBELT i ,. ; ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW I I Ith.Suite 200•Beaverton OR.97008 Date:NOV 2014 By:JHW Sheet No.:D4 SIMPSON Anchor Designer TM Company: Date: 11/12/2014 Engineer: Page: 1/5 Software Project: Strong-Tie Version 2.0.5090.23 Address: Phone: E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail. Fastening description: Comment: 2. Input Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,fc(psi):3000 Anchor type:Concrete screw 4'0,v: 1.0 Material: Carbon Steel Reinforcement condition: B tension, B shear Diameter(inch):0.375 Supplemental reinforcement: Not applicable Nominal Embedment depth(inch):3.000 Do not evaluate concrete breakout in tension:No Effective Embedment depth,her(inch):2.190 Do not evaluate concrete breakout in shear:No Code report: ICC-ES ESR-2713 Ignore 6do requirement: Not applicable Anchor category: 1 Anchor ductility:No Build-up grout pad:No hm;,,(inch):4.67 Base Plate cagy(inch):3.31 Cmm(inch): 1.75 Smin(inch):3.00 Load and Geometry Load factor source:ACI 318 Section 9.2 - _ Load combination: not set t � a � Seismic design:No ��xdi �� �O, I Anchors subjected to sustained tension:Not applicable �'� der ti i r ` �� Apply entire shear load at front row:No r dx„ � Anchors only resisting wind and/or seismic loads No4.` " 4 ` .; _ e LW:' ru <Figure 1> 1 4 � r ♦ W gg 250 lb rte. 6 •w kb aw9+b i - - J. } • 0 l - Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simrsor;Stir:';;;e Ccrrpcany Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com �5 • SIMPSON Anchor Designer TM Company: Date: 11/12/2014 Engineer: Page: 3/5 Software • Strong Tie` Version 2.0.5090.23 Project: ® Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Voox(Ib) Vu••(Ib) N/(Vuax)2+(Vuay)2(Ib) 1 300.0 0.0 250.0 250.0 Sum 300.0 0.0 250.0 250.0 Maximum concrete compression strain(%•):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):300 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'n0(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'NY(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 ¢N..e(Ib) 10890 0.65 7079 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kciiifchef'5(Eq. D-7) kc 2 fc(psi) her(in) Nb(Ib) 17.0 1.00 3000 2.190 3018 fiNcb=0(Aft/ANco)'Ped.N'1c,N'Pcp.NNb(Sec. D.4.1 &Eq. D-4) ANC(in2) ANco(in2) 'PedN 'PC.N /cp,N Nb(Ib) p 0Nc•(Ib) 39.19 43.16 0.945 1.00 1.000 3018 0.65 1682 6. Pullout Strength of Anchor in Tension(Sec. D.5.3) 0Npn=O'Pc.PANp(fc/2,500)"(Sec.D.4.1, Eq.D-14&Code Report) 'Pc.P 2 Np(Ib) f'c(psi) n 0 ON,,,,(Ib) 1.0 1.00 2212 3000 0.50 0.65 1575 • • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. v Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 1 SIMPSON Anchor DesignerTM Company: _Date: 11/12/2014 Engineer: Page: 4/5 Software Stro Tie Project: Version 2.0,5090.23 Address: Phone: E-mail: • 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(Ib) tgrour 0 rpgro„r0Vsa(Ib) 4460 1.0 0.60 2676 9. Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) Shear perpendicular to edge in y-direction: Vby=7(le/da)°24da.1.JPccarr s(Eq.D-24) /e(in) da(in) A t'c(psi) car(in) Vby(Ib) 2.19 0.38 1.00 3000 2.68 1466 OVcby=0(Ave/Avco)'led.V'lcV`Ph.VVby(Sec. D.4.1 &Eq. D-21) Avc(in2) Av.,(in2) Y'ad,V 'IC.V 'Yh,v Vby(Ib) 0 OVcby(Ib) 32.32 32.32 1.000 1.000 1.000 1466 0.70 1026 Shear parallel to edge in y-direction: Vbx=7(!e/ae)02JdaiJf'ocar1.e(Eq.D-24) le(in) da(in) A f'c(psi) car(in) Vbx(lb) 2.19 0.38 1.00 3000 16.00 21386 0Vc4=0(2)(Avc/Avco)Wed.vNyJ'hVVbx(Sec. D.4.1,D.6.2.1(c)&Eq.D-21) Avc(in2) Ave.(in2) ` edV i'V Y'n.v Vbx(Ib) T' tVcby(Ib) 160.08 1152.00 1.000 1.000 2.000 21386 0.70 8321 10.Concrete Pryout Strength of Anchor in Shear(Sec. D.6.3) OVcp=OkcpNcb=0kcp(ANC/ANco)I'awN`lc,Nycp.NNb(Eq. D-30) kcp ANC(in2) ANro(in2) " ' '' ( ) 0 0Vcp(Ib) l ) 1 ) 'Pod. �qN fcp.P! Nn Ib 1.0 39.19 43.16 0.945 1.000 1.000 3018 0.70 1812 11. Interaction of Tensile and Shear Forces(Sec. 0.71 Tension Factored Load,N.(lb) Design Strength,oNn(Ib) Ratio Status Steel 300 7079 0.04 Pass Concrete breakout 300 1682 0.18 Pass Pullout 300 1575 0.19 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,0V„(lb) Ratio Status Steel 250 2676 0.09 Pass T Concrete breakout y+ 250 1026 0.24 Pass (Governs) II Concrete breakout x- 250 8321 0.03 Pass(Governs) Pryout 250 1812 0.14 Pass r Interaction check N,.-/CtNa V./0V,, Combined Ratio Permissible Status Sec. D.7.2 0.00 0.24 24.4% 1.0 Pass 3f8"0 Titen HD, hnom:3"(76mm)meets the selected design criteria. 12.Warnings Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strnrci-Ti:;Company inc: 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Dl