Loading...
Report 13u 2d2f- d27d/ /05oO so/ cilEc = 4v& 2 BEAVERTON MOTORCYCLE TI STOREFRONT ANCHORAGE 10500 SW Cascade Avenue Tigard, Oregon 97223 xREVIEWED REVISE AND RESUBMIT STRUCTURAL CALCULATIONS REJECTED MAKE CORRECTIONS NOTED VLMK Project Number:20220078 Vendor is entirely responsible for performance of his product(s) Corrections or comments made on the shop drawings dunng this review do not relieve contractor from compliance with requirements of the drawings and specifications This check is only for review of general conformance with the design concept of the project and general compliance with River City Glass the information given in the contract documents The contractor is responsible for:confirming and 12432 SE Capps Road correlating all quantities and dimensions;selecting fabrication processes and techniques of construction: Clackamas, OR 97015 coordinating work with that of all other trades;and performing work in a safe and satisfactory manner. VLMK ENGINEERING+DESIGN (503)222-4453 Date: 02/15/22 By: KDR ��RED PROFESS N eF,f i 656" 'E •- • GO h 12, � 2�0�. N0. RUS-\ 02-15-22 EXPIRES: 12/31/2022 i V L MK Prepared By: Ken Rust, P.E. February 2022 ENGINEERING + DESIGN ti Structural Calculations:Beaverton Motorcycle TI Storefront Anchorage DC- 1 • Project: Beaverton Motorcycle TI Project Number: 20220078 Storefront Anchorage Project Address: 10500 SW Cascade Avenue Document: Structural Calculations for Tigard, Oregon 97223 Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Special Inspections DC-3 Structural Calculations C-1 thru C-16 BIcad2022\0220078\Calculafons 0220078-DC-River City tV Glass.docx 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com Structural Calculations.Beaverton Motorcycle TI Storefront Anchorage DC-2 DESCRIPTION OF STRUCTURAL SCOPE This 'Beaverton Motorcycle TI' storefront anchorage project consists of determining the anchorage of exterior storefront to structure by others due to wind loads and checking the deflection of mullions. CODES 2019 Oregon Structural Specialty Code (Based on the 201 8 International Building Code) DESIGN LOADS Wind Ultimate Design Wind Speed, Vuit 97 mph Risk Category II Wind Exposure B Mean Roof Height 20 ft Least Building Width 160 ft MATERIALS Drilled Anchors Concrete Screw Anchors Hilti Kwik HUS-EZ Screw Anchor ICC ESR-3027 GN1cad2022\20220078\Calculations\20220078-DC-River Ciiy Gloss.docx 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com Structural Calculations:Beaverton Motorcycle TI Storefront Anchorage CC 3 SPECIAL INSPECTIONS DURATION INSPECTION COMMENTS AGENCY CONCRETE: Drilled-in Anchors in Concrete per ICC report P Testing Lab Special Inspection Notes: Duration refers to time and frequency of inspection for the portions of work indicated above. C = Continuous inspection in which the special inspector is on site at all times observing the work requiring special inspection. P = Periodic inspection in which the special inspector in on site at time intervals necessary to confirm that the work requiring special inspection is in conformance with approved permit drawings and specifications. The inspection agencies are as follows: Engineer: VLMK Consulting Engineers Testing Lab: To Be Determined Owner shall hire Special Inspector at owner's expense. The contractor shall notify the special inspector when work is ready for inspection and maintain accessibility of work until it is reported to be in conformance and approved by the Building Official. G\Acad2022\20220078\Cnlculations\20220078-DC-River City Glass.docx 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com ASCE 7-16 Wind load Program(30.3 Part 1: Low-Rise Building Wall Components and Cladding) C-1 Wall Components and Cladding(Mean Roof Height h <= 6o ft) Project:Beaverton Motorcycle TI Prepared by: KDR of VLMK E-mail: Input: ASCE 7-16 Strength Design Load&Allowable Stress Design Wind Speed= 97 mph Building Exposure= B(Urban&Suburban areas) Internal Pressure Coefficient GCpi= 0.18 Enclosed Building Roof angle is less than or equal to 1o°or flat(External Pressure Coefficient is reduced 1o%) Kzt= 1.0o Kd= 0.85 Ke= 1.00 Mean Roof Height= 20 ft Output: Velocity Pressure Exposure Coefficient"Kz max." =0.62 Per Table 26.10-1,page 268 LRFD uses wind speed Vult= 97 mph Velocity Pressure(qh LRFD) = 12.69 psf= .00256*Kz*Kzt*Kd*Ke*V^2 lb/ft^2 Per e4.3o.3-1,page 335 ASD uses wind speed Vasd1=75 mph Velocity Pressure(qh ASD) =7.62 psf= .00256*Kz*Kzt*Kd*Ke*V^2*0.6lb/ft^2 LRFD(Load Resistance Factor (Per Figure 30.4-1, Page - Design) __.., 335) Positive Negative Negative External Pressure Tributarya Coefficients Area Zone Center Corner S Feet 4&5 Zone 4 Zone 5 Positive Negative Negative • q psf psf psf GC Center Corner _ P GCp GCP I 10 ft2 16 -1.6 ' -18.3 j_�j 0.90 IL- -0.99 -1.26 20 ft2 _L_ 16 -16 __ i -17.1 _.. 0.85 L-0.94 -1.16 L_50 ft2 16 -16 L -16 0.79 L_-o.88 -1.04 L 100 ft2_j.L__ 16 ___1__ -16 ' -16 0.74 -0.83 -0.94 1 200 ft2 ( 16 -16 -16 i 0.69 I -0.78 -0.85 1500 ft2JL. 16 ___I 16.__.. I -16 0.63 iL- -0.72 I -0.72 Least Width= 160 ft a= 8 ft(Zone 5) 10%of least width or o.4h,whichever is smaller but not less than 3 ft. I I r , ' I j a i a I F 1.0`4‘(- a it 4" I -Loa`` ; , `/ '6- .)e ka. 8j' ZONES a• ZONES La ZONES •, ti ZONES l ZONES ', ZONES a at ZONE 5 a'a ZONE 5 aka ZONE 5 FLAT ROOF GABLE ROOF(0<_7') HIP ROOF(0 5 27°) l VV L M K Project: BEAV MOTO TI Job a 20220078 By: KDR Date: 02/22 Sheet#: C-2 ENGINEERING+DESIGN STOREFRONT ANCHORAGE: CONCRETE ATTACHMENT(SILL ANGLE): HILTI KWIK HUS-EZ SCREW ANCHORS [SEE PROFIS OUTPUT] Vu=(16.0 psf)(3.25')(6.00')=312# (INTERIORS-B) Vu=(16.0 psf)(5.48')(6.00')=526# (DOORS-B) Vu=(16.0 psf)(1.71')(6.00')=164# (JAMBS-A) Tu=312#(1.25")/(2.0")=195# (INTERIORS) Tu=526#(1.25")/(2.0")=329# (DOORS) Tu=164#(1.25")/(2.0")=103# (JAMBS) USE 3/8"DIA x 2 1/8"EMBED,(2)AT INTERIOR/DOOR MULLIONS,(1)AT JAMB MULLIONS 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vImk.com MII..TI + VLMK C-3 Hilti PROFIS Engineering 3.0.75 - www.hilti.com Company: VLMK Engineering+Design Page: 1 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Interiors Date: 2/8/2022 Fastening point: Interior Mullions Specifier's comments: 1 Input data 4, ..! A 4 . 4 4 Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/8) Item number: 418058 KH-EZ 3/8"x3 1/2" Effective embedment depth: het,act=1.540 in.,hnom=2.125 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 1/1/2021 1 12/1/2021 Proof: Design Method ACI 318-14/Mech Stand-off installation: eb=0.000 in.(no stand-off);t=0.125 in. Anchor platen: Ix x ly x t=4.500 in.x 8.000 in.x 0.125 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fb'=2,500 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition: Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar R-The anchor calculation is based on a rigid anchor plate assumption. • Geometry[in.]&Loading[Ib,ft.lb] 4 . 0_ W 111011°11°1111 2 / _0 • �,�1' X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 MILI.TI C-4 VVLMK Hilti PROFIS Engineering 3.0.75 • www.hilti.com Company: VLMK Engineering+Design Page: 2 Address: Specifier: Ken Rust . Phone I Fax: I E-Mail: Design: Interiors Date: 2/8/2022 Fastening point: Interior Mullions 1.1 Design results Case Description Forces[lb]/Moments[ft.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=195;Vx=312;Vy=0; no 21 Mx=0.000;My=0.000;Mx=0.000; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan lb is a registered Trademark of Hilti AG,Schaan 2 Fi1`TI C-5 ' VLMK Hilti PROFIS Engineering 3.0.75 - www.hilti.com Company: VLMK Engineering+Design Page: 3 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Interiors Date: 2/8/2022 Fastening point: Interior Mullions 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/Pv[%] Status Tension Concrete Breakout Failure 195 1,970 10/- OK Shear Concrete edge failure in direction x+ 312 1,494 -/21 OK Loading PN Pv Utilization PN,v[%] Status Combined tension and shear loads 0.099 0.209 5/3 10 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 11■4i11.:11m1 C-6 '' rVLMK Hilti PROFIS Engineering 3.0.75 www.hilti.com Company: VLMK Engineering+Design Page: 1 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Doors Date: 2/8/2022 Fastening point: Door Mullions Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/8) 11rAiVIM OftIse11, Item number: 418058 KH-EZ 3/8"x3 1/2" Effective embedment depth: het,„=1.540 in.,hnom=2.125 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 1/1/2021 112/1/2021 Proof: Design Method ACI 318-14/Mech Stand-off installation: eb=0.000 in.(no stand-off);t=0.125 in. Anchor platen: Ix x ly x t=4.500 in.x 12.000 in.x 0.125 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fc'=2,500 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar a-The anchor calculation is based on a rigid anchor plate assumption. • Geometry[in.]&Loading[Ib,ft.lb] lor q, 6,10 �0 N i (..1t Y• x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 I. i1L=T1 C-7 '''vVL.MK Hilti PROFIS Engineering 3.0.75 - www.hilti.com Company: VLMK Engineering+Design Page: 2 Address: Specifier: Ken Rust , Phone I Fax: I E-Mail: Design: Doors Date: 2/8/2022 Fastening point: Door Mullions 1.1 Design results Case Description Forces[lb]/Moments[ft.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=329;Vx=526;Vy=0; no 80 Mx=0.000;My=0.000;MZ=0.000; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 MILT' C-8 '' VLMK Hilti PROFIS Engineering 3.0.75 www.hilti.com Company: VLMK Engineering+Design Page: 3 Address: Specifier: Ken Rust , Phone I Fax: I E-Mail: Design: Doors Date: 2/8/2022 Fastening point: Door Mullions 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/Rv[%] Status Tension Concrete Breakout Failure 492 1,469 34/- OK Shear Concrete edge failure in direction x+ 789 1,034 -/77 OK Loading PN Pv Utilization PN,v[%] Status Combined tension and shear loads 0.335 0.763 5/3 80 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! • • Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 NII.TI C-9 loryLNIK Hilti PROFIS Engineering 3.0.75 www.hilti.com Company: VLMK Engineering+Design Page: 1 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Jambs Date: 2/8/2022 Fastening point: Jamb Mullions Specifiers comments: 1 Input data 4 4 4 4 4 ♦ Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/8) '° Item number: 418058 KH-EZ 3/8"x3 1/2" Effective embedment depth: hetact=1.540 in.,hnom=2.125 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 1/1/2021 112/1/2021 Proof: Design Method ACI 318-14/Mech Stand-off installation: eb=0.000 in.(no stand-off);t=0.125 in. Anchor plateR: Ix x ly x t=4.500 in.x 4.000 in.x 0.125 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fc'=2,500 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar R-The anchor calculation is based on a rigid anchor plate assumption. - Geometry[in.]&Loading[lb,ft.lb] 4 e 0 „. woe 0, olio.* 4‘ co tritk - 4, a Y C3s� �.r��O \lk Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 N„1 r1 VLMKC-10 Hilti PROFIS Engineering 3.0.75 _ www.hilti.com Company: VLMK Engineering+Design Page: 2 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Jambs Date: 2/8/2022 Fastening point: Jamb Mullions 1.1 Design results Case Description Forces[lb]/Moments[ft.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=103;Vx=164;Vy=0; no 16 Mx=0.000;My=0.000;Mz=0.000; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 2 N116711'I C-11 Hilti PROFIS Engineering 3.0.75 Y VLMK www.hilti.com Company: VLMK Engineering+Design Page: 3 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Jambs Date: 2/8/2022 Fastening point: Jamb Mullions 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/Sv[%] Status Tension Concrete Breakout Failure 103 1,056 10/- OK Shear Concrete edge failure in direction x+ 164 1,034 -/16 OK Loading PN Pv Utilization I3N,v[%] Status Combined tension and shear loads 0.098 0.159 5/3 7 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! • Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 MAY, 2019 TrifabTM VG 451T Framing System C-12 EC 97911-205 WIND LOAD CHARTS (CENTER)Thermal WITH HORIZONTALS Allowable Stress LRFD Ultimate WITHOUT HORIZONTALS WIDTH IN METERS Design Load Design Load WIDTH IN METERS A= 15 PSF(720) 25 PSF(1200) 0.5 1 1.5 2 B= 20 PSF(960) 33 PSF(1580) 0.5 1 1.5 2 15 I ` I -4.5 C= 25 PSF(1200) 42 PSF(2000) 15 I I I -4.5 14 D= 30 PSF(1440) 50 PSF(2400) 14 x 13 -4 E= 40 PSF(1920) 67 PSF(3200) 13 -4 m a a3 12 to 12 U) >A W 11 I:5 -3.5U-,t Z 2 Z 10 3 2 ! oE- Z `'�A Z c3 `y 0 2.5 2 U_` .2.5 = 0„� 0 w $ �B O w 8 C_0 y �� E 7 �C2 2 7 E w -2 2 o,=-' S 6 D E ;a2 451TCG001 6 o= _ 5 E1.5 WIND LOAD CHARTS ARE BASED ON 5 - 1.5 3 2 24 COMPOSITE PROPERTIES WHICH ARE 4 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 o8 "- " CALCULATED IN ACCORDANCE WITH a N N N r L WIDTH IN FEET AAMA TIR-A8 AND AAMA 505 WIDTH IN FEET nlio-- Em WITH HORIZONTALS INTERMEDIATES AND JAMBS: WITHOUT HORIZONTALS U 8 m S WIDTH IN METERS AREA=(3.25')(12.0')= 39 sqft WIDTH IN METERS s= .m Pw= 22.0 psf> 16.0 psf (OK) ° e$ ° 0.5 1 1.5 2 0.5 1 1.5 2 E^4, 2 3 15 I I II I -4.5 CONTROLLING CASE=TYPE B 15 I I b I -4.5 J a t 14 14 13 -4 13 -4 12 toLT 12 u) I- -3.5 CCH -3.5 W 11 H W 11 H w W w w Z 10 -3 2 Z 10 -3 I- 9 Z I- 9 A Z C9 25 I = C7 - 25 = w 8 A 0 Cu- 8 0 C ' m = 7 B w y I 7 D w 6 Cl 451TCG012 6 -E2 = c D 5 1.5 WIND LOAD CHARTS ARE BASED ON 5 - 1.5 8 E COMPOSITE PROPERTIES WHICH ARE 4 1 2 3 4 5 6 7 8 CALCULATED IN ACCORDANCE WITH 4 1 2 3 4 5 6 7 8 ° WIDTH IN FEET AAMA TIR-A8 AND AAMA 505 WIDTH IN FEET a 5 WITH HORIZONTALS WITHOUT HORIZONTALS WIDTH IN METERS WIDTH IN METERS N 0.5 1 1.5 2 0.5 1 1.5 2 m 15 I I -4.5 15 I I -4.5 0' `m 5, 14 14 5 E 8 'o x 13 -4 13 -4 E' 6 C c E a 12 .2 j A H - 3.5 12 3.5 0 2 W 11 W W 11 CC A w m A N o `3 Ui 10 3 W U.. 10 �_ W �w Z \ B3 Z CD3 g `mmm 9 4 Z 9 Z H N 0 8 2.5 = 8 E2.5 = 2 c © Ei C 6 7 W 0 _ D2 W = 7 _2 w 6 2 451TCG013 6 = 5 _,...E 1.5 WIND LOAD CHARTS ARE BASED ON 5 -- 1.5 4 COMPOSITE PROPERTIES WHICH ARE 4 1 2 3 4 5 6 7 8 CALCULATED IN ACCORDANCE WITH 1 2 3 4 5 6 7 8 WIDTH IN FEET AAMA TIR-A8 AND AAMA 505 WIDTH IN FEET kawneer.com ADMC040EN ,C KAW N E E R AN ARCONIC COMPANY it»kFYiWlN4kiHlritu++ F . u.a.- uWlkaikia4 U itfaxAbaWl iI:�atn ♦ aNltixwk 1 a:Ni:k IrYtitkh+ tshttie: . ,...,... ...:, r .i .i...,e i ,.ix.a ...+ -.., i. i , i. a..a..e i ........ .......... .sr....,. MARCH, 2019 TrifabTM 601/601T/601 UT Framing System C-13 EC 97911-197 WIND LOAD CHARTS (TrifabTM 601T) WITH HORIZONTALS Allowable Stress LRFD Ultimate WITHOUT HORIZONTALS WIDTH IN METERS Design Load Design Load WIDTH IN METERS A= 20 PSF(960) 33 PSF(1580) 1.0 2.o B= 30 PSF(1440) 50 PSF(2400) 1.0 2.0 15 C= 40 PSF(1920) 67 PSF(3200) 15 14 D= 45 PSF(2160) 75 PSF(3600) 14 13 - 4.0 E= 50 PSF(2400) 83 PSF(4000) 13 —4.0 0 F= 60 PSF(2880) 100 PSF(4790)12 12 F- H ! `o a \ . c W 11 H W 11 H o,m U- W LL `A W N Z 10 3.0 _. Z 10 3.0 2 ��� A Z H B Z 9 g Y m 1 8 B U` w 8 C 0 W _ _ ma = W 2 E W 8oii 7 - C 2 7 - 2 a) n D2.0 2.0 6 > 6 E 601TCG001 C N 0 5 5 WIND LOAD CHARTS ARE BASED ON ° o g 0 4 COMPOSITE PROPERTIES WHICH 4 m n° ,, 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 o 3 .f- ARE CALCULATED IN ACCORDANCE 7,mi- WIDTH IN FEET WITH AAMATIR-8 AND AAMA505 WIDTH IN FEET 2 r 0O a U O C JAMBS: TA F, WITH HORIZONTALS WITHOUT HORIZONTALS F 8 O 5 = AREA=WIDTH IN METERS pw= +100 08psf> 1.6.0 psf 4(OK) WIDTH IN METERS ft V C C y 0 3° E 1.0 2.0 1.0 2.0 3 g H 15 CONTROLLING CASE=TYPE A 15 d J m t m 14 14 13 4.0 13 4.0 co co H 12 2 12 X L.L. 11 W U- 11 A W Z 10 3.0 Z Z 10 g3.0 Z C9 g B 2 h 2 g C 2 W 8 0 W 8 ti D 0 o I W 2 W I 7 C2.0 1; ry 7 —2.0 o 6 .E 601TCG112 6 8 5 5 WIND LOAD CHARTS ARE BASED ON g 4 COMPOSITE PROPERTIES WHICH 4 1 2 3 4 5 6 7 8 ARE CALCULATED IN ACCORDANCE 1 2 3 4 s s 7 s 0 E. WIDTH IN FEET WITH AAMATIR-8 AND AAMA 505 WIDTH IN FEET 5 of WITH HORIZONTALS WITHOUT HORIZONTALS m WIDTH IN METERS WIDTH IN METERS a1.0 2.0 1.0 2.0 m 15 I I 15 I c U m *' 14 14 O ) O E. 2 `� 13 4.0 13 4.0 aE s HCD U T 12 \\\\A 12 . o w 11 W W 11 B W u_ W g m Z 10 —3.0 Z 10 C3.0 �<0 ` B Z Z s. m m 2 g I— 2 g E mi c © 8 2 0 F 2 W 0 W 8 0 = 7 C W E 2 W 2.0 2 7 2.0 = 6 E 601TCG013 6 5 F WIND LOAD CHARTS ARE BASED ON 5 4 COMPOSITE PROPERTIES WHICH 4 1 2 3 4 5 6 7 8 ARE CALCULATED IN ACCORDANCE 1 2 3 4 5 6 7 8 • WIDTH IN FEET WITH AAMATIR-8 AND AAMA 505 WIDTH IN FEET kawneer.com ADMC070EN ,C KAW N E ER AN ARCONIC COMPANY r I V 601036 C PAINTED PERIMETER r ,2.000 CONFIDENTIAL AND PROPRIETARY 1 INFORMATION KAWNEER COMPANY INC. R .... 0.080 0.080 THESE S A C THE INSOLE AND EXCLUSIVE.POM PROPERTY OF KAWNEERDRAWINAND CE THE SENSITIVE,PRMLEGED E CONFIDENTIAL INFORMATION WHICH MAY BE USED ONLY FOR ITS BENEFIT.THE DISCLOSURE OF THESE DRAWINGS TO UNAUTHORIZED PERSONS IS STRICTLY PROHIBITED.THIS DOCUMENT AND ALL COPIES MUST BE RETURNED UPON DEMAND. 4O COPYRIGHT KAWNEER COMPANY,INC.,2011 OStandard extrusion Meta noes to apply unless othervBse noted. 0 North(See No Amen Pour and DebIidpe Quaky Plan AOMS -0 5001) CO O L^ ci U DENOTES LOCATION OF IDENT- W M CD IFICATION MARK-SEE T-2013. Cn O a Il RIDGE TYPE .' - ? voi a GROOVE TYPE } - O U co orI II N CV O I'i ®B7 It 0/S.PER. • 24.332 14 Cr to PNT.PER. • 12.774 T AREA • 1.758 DETAIL ^ x a IIII MASS = 2.068 L~ LO B � co o J Ma 0) in _ L----- ory O o�� °° IKK 5.939 IJ, �� oQ 0a LOr Cxx 3.201 o LO co Sox • 1.855 1.000 lyy II 0.916 §� ll I) Cyy = 1.075 0.375 X X LO 1,I X Syy = 0.853 TYP.WALL = 0.094 DETAIL"A" TYP.RADII • 0.062 8 X SIZE 0.260 ��� r TYP OS CNR = 0.015 _t�� 0.032 0.156 0.022 ---- - - DETAIL"A" m o R� y 0.038 J(/ c to c c co Cyy —� o o J I — Ol 1 co 0.103 102' , o 0.080 ° 0 oi o o y 0.020 135" xi. P 8 D POCKET; 1 ( 0 95485-006 B B4)WAS 0.015;B2wA 0.125;B3)wasa.031 01/31/14 BO)WAS 0.015:B5)WAS 0.063;B6)WAS 0.031 B7)RE-RUN PROPERTIES PAINTED PERIMETER Q REVISED P 8 D POCKET:Al)WAS 0.375;A2)WAS 0.313; � (90 95485-005 A A3)WAS 0.156;Ad)WAS 0.226 A5)WAS 0.094 S IN 6 PLACES 05/15/13 ACTUAL SIZE ro�j A7)ADDED V GROED 0.015 OVEIU�RE UN PROPERTES p DRAWN: MATERIAL AND FINISH 95485-00 - ESTABLISHED 09/22/11 SDO 6063-T6 EXTRUDED E.C.NO. REV. DESCRIPTION DATE S 4- 73 DATE: PART oc ALUMINUM THERMAL DOOR JAMB 6010 07/06/11 . OI CHECK pa cum PON 0.030 KAM 1<KA4WNEER NUMB RT I 601036 APPRO: GBM WORel AS NOTED Product Engineering&Development NAME 601036 Is, e— I V PAINTED PERIMETER 601136 C w DETAIL'A' 0 METAL FACE 2 CONFIDENTIAL AND PROPRIETARY z DEBRIDGE BETWEEN IWi "V"GROOVES (INTERIOR) INFORMATION KAWNEER COMPANY INC. ___I_ ___ A2,102 THESE DRAWINGS ARE THE SOLE ANO EXCLUSIVE PROPERTY OF KAWNEER AND CONTAIN SENSITIVE,PRMLEGED OR CONFIDENTIAL INFORMATION WHICH MAY BE USED ONLY FOR ITS BENEFIT.THE DISCLOSURE OF THESE DRAWINGS TO UNAUTHORIZED PERSONS IS STRICTLY PROHIBITED.THIS DOCUMENT MD ALL COPIES MUST BE RETURNED UPON DEMAND. 42 COPYRIGHT KAWNEER COMPANY.INC..2011 Standard extrusion tolerances to apply unless Reee noted. IN (See North American Pour and Oebddpe Query Ran HOM5.50-001) CVN UMDA 0/S.PER. =24.245 _ 0 LL o __- ---- PNT.PER. = 12.774 O1!Y w AREA OF ALUMINUM - 1.738 ~ / F AREA OF URETHANE(Ac) 1=0.352 B J U ). TOP OF WEIGHT OF ALUMINUM =2.044 ROLLERS WEIGHT OF URETHANE =0.177 ® ® TOTAL WEIGHT =2.221 2.361 REF I 0.219 TYPICAL BLADE WIDTH o U b Al =0.794 1 z �� L r J A2 =0.944 ®POSITIONING ON DEBRIDGING TABLE O- coi. ACTUAL SIZE U = o 101 .0.449 J W 0 1® J 102 = 1.330 LL O 44n D =3.105 Z 0tg ® C11 =1.116 x p i.4 O C12 = 1.245 2 O N o C^ r j r c21 - 1.642 t / C4 W \ c22 = 1.779 CA ~E"I \-:1 -1 DC -0.750 xW + b =0.470 M �1r g =0.219 o Ix tw - tw =0.094 VD a Gc •38000 -of _ H =6.000 METAL FACE 1 ALLOWABLE I (EXTERIOR) SHEAR FLOW Al,101 (q) = 180 Ibsfin NOTE: INDENT PER D452008 L PAINTED PERIMETER J BEFORE POURING ACTUAL SIZE 95485-006 B REV.P&D POCKET&RE-RUN PROPS 01/31/14 ID 1)REVISED P&D POCKET/ADDED P&D PROPERTIES h o�— 2)REVISED CUTTER WIDTH(WAS 0.375) d 0 95485-005 A 3)ADDED GLAZING POCKET DIMENSION 05/15/13 II 4)NEW TOLERANCE,DETAILS&POSITIONING ADDED 2 DRAWN: MATERIAL AND FINISH i- 95485-00 - ESTABLISHED 09/22/11 ®DETAIL"A" w ALLOWABLE BOW=0.0063"PER FOOT OF STOCK SDO MADE FROM 4X SIZE o LENGTH EXTRUSION,WITH A MAXIMUM BOW OF DATE, 601036 E.C.NO. REV. DESCRIPTION DATE 0o 0.1500"PER STOCK LENGTH. BOW TO BE 07/06/11 EXTRUSION o SC.. POUR&DEBRIDGE THERM DOOR JAMB Ee m CHECKED BY MEASURING WEAK AXIS AGAINST A CHECK: M PDMPART o STRAIGHT VERTICAL FENCE EQUAL TO OR APPRD: �KAWNEER NUMBER 601136 GREATER IN LENGTH THAN THE STOCK LENGTH s GBM FILE AS NOTED Product Engineering&Development NAME 601136 C-16 VVLMK Vrojert. Beav Moto TI Job 20220078 By: KDR Date: 02/22 Sheet#. ENG`NEERING • LES UN v1.01-Software Copyright 2021 VLMK Consulting Engineers. All Rights Reserved. Storefront Mullion Checks 6O63-T6 Aluminum: Fb = 15,152 psi Allowable Bending Stress E = 10,100 ksi Modulus of Elasticity 4a11ow = L/175 Allowable Deflection (L <= 13'-6") Dallow = L/240 + 0.25" Allowable Deflection (L > 13'-6") Worst I, SX h h Trib Area WL (ULT) WL (ASD) Designation Case (in4) (in3) (in) (ft) (ft) (ft2) (psf) (ft) 601136 A 5.048 1.577 144 12.0 5.48 66 16.0 9.6 Dactuai Dallow Moment Sreq (in) (in) (Ib*ft) (in3) 0.481 0.823 OK 946.9 0.750 OK i 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. City of Tigard ' COMMUNITY DEVELOPMENT DEPARTMENT i 7 _ Transmittal. Letter T[G A R n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: City of Tigard DATE RECEIVED: DEPT: BUILDING DIVISION ' ``"+ FROM: Lisa Berardo FEE 2 ,1 202';. COMPANY: Walen Construction LA I (..1F 11L At i. PHONE: 503-422-0348 EMAIL: lberardo@WalenGC.com RE: 10500 SW Cascade Ave,Tigard,OR 97223 BUP2021-00279 • (Site Address) (Permit Number) Bob Lanphere's Beaverton Motorcycles Service Shop TI (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: 1 Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. _ Floor/roof framing. Basement and retaining walls. . Beam calculations. 2 Engineer's calculations. 2 Other(explain):Storefront Shop Drawings REMARKS: As required for deferred submittal for storefront. Dollar Value-$42,000 FOR OFFICE USE ONLY Routed to Permit Te hnician: Date: 8- 2.._2 Initials ---J Fees Due:'�j \ ❑ No Fee Description: Amount Due: i isrcO Prdce,s,s- \c $ / ..,` o Pin,v-, re_v ► cam✓ ' j a $ 9 i . 8tt $ Special _____ Instructions: Reprint Permit (per PE): C Yes \, No , P Done ,A); ,.,_ Applicant Notified: - Date: ,3 // a- y.- -__ Initials: