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Specifications RECEN EL) APR - 2 2019 CITY OF TIGARD BUILDING DIVISION COMPASS ONCOLOGY - STOREFRONT ANCHORAGE 12123 SW 69th Avenue, Bldg A Tigard, OR 97223 REV"SION STRUCTURAL CALCULATIONS VLMK Project Number:20190089 Dallas Glass 111 NW 50"Avenue Salem, OR 97304 �0 ►PN Es'Ye 656' a GO 1.0 ,f-- 12, 2„0 q.• 0• RUS• 02-04-19 EXPIRES: 12/31/2020 • Prepared By: Ken Rust,P.E. I.. IlI February 2019 ENGINEERING + DESIGN Structural Calculations:Compass Oncology-Storefront Anchorage DC-1 Project: Compass Oncology-Storefront Project Number: 20190089 Anchorage Project Address: 12123 SW 69th Avenue, Bldg A Document: Structural Calculations for Tigard, OR 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-9 GNAcad2019\20190089\02 Calculafions\20190089-DC-Dallas Glass.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fox:503.248.9263 www.vlmk.com Structural Calculations:Compass Oncology-Storefront Anchorage DC-2 DESCRIPTION OF STRUCTURAL SCOPE This 'Compass Oncology-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 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS Wind Ultimate Design Wind Speed, Voir 120 mph Nominal Design Wind Speed, Vasd 93 mph Risk Category II Wind Exposure B MATERIALS Drilled Anchors Concrete Screw Anchors Hilti Kwik HUS-EZ Screw Anchor ICC ESR-3027 G\4cad2019\20190089\02 Calculations\20190089-DC-Dallas Glass.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com Structural Calculations:Compass Oncology-Storefront Anchorage SPECIAL INSPECTIONS DURATION INSPECTION COMMENTS AGENCY CONCRETE: Drilled-in Screw 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. GN4cad2019\2O190089\02 Calculations\20190089-DC Dallas Glass.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com _1 VVLM K Project: Compass Job#: 20190089 By: KDR Date: 01/19 Sheet#: C-1 ENGINEERING+DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads - Components and Cladding (10 sf) Based on the 2012 International Building Code and ASCE 7-10, 30.5(Part 2: Low-Rise Buildings - Simplified) V„it = 120 mph Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A, B, &C] B Exposure Category [Section 26.7.3] II Risk Category (II), (I), or(III and IV) [IBC Table 1604.5] KA = 1.00 Topographic Factor [Figure 26.8-1] Roof Slope = 0 to 7 Degrees Effective Area = 10 sf Span Length x Eff. Width (not less than Span Length/3) Load Factor = 1.0 Ultimate = 1.0W, ASD = 0.6W Design Wind Pressure: p net = d KAP net3o [Equation 30.5-1] Wall Loads: (LOW ULTIMATE LEVEL) Height Adjustment Wall - Interior Zone 4 Wall - End Zone 5 _..._......_.._._.(ft) A _ (psf) (psf) 15 1.00 25.9 -28.1 25.9 -34.7 20 1.00 25.9 -28.1 25.9 -34.7 25 1.00 25.9 -28.1 25.9 -34.7 30 1.00 25.9 -28.1 25.9 -34.7 35 1.05 27.2 -29.5 27.2 -36.4 40 1.09 28.2 -30.6 28.2 -37.8 t 45 1.12 29.0 -31.5 29.0 -38.9 50 1.16 30.0 -32.6 30.0 -40.3 55 1.19 i 30.8 -33.4 30.8 -41.3 60 G 1.22 31.6 -34.3 31.6 -42.3 Roof Loads: (LOW ULTIMATE LEVEL) I Height Adjustment Roof- Interior Zone 1 Roof- End Zone 2 Roof- Corner Zone 3 (ft) A (psf) (psf) (psf) 15 1.00 16.0 T -25.9 16.0 -43.5 16.0 -65.4 20 1.00 16.0 -25.9 16.0 -43.5 16.0 -65.4 25 1.00 16.0 -25.9 16.0 -43.5 16.0 -65.4 30 [ 1.00 16.0 -25.9 16.0 -43.5 16.0 -65.4 35 1.05 16.0 -27.2 16.0 -45.7 16.0 -68.7 40 1.09 16.0 -28.2 16.0 -47.4 16.0 -71.3 45 1.12 16.0 -29.0 16.0 -48.7 16.0 -73.2 50 1.16 16.0 -30.0 16.0 -50.5 16.0 + -75.9 55 1.19 1 16.0 -30.8 16.0 -51.8 16.0 -77.8 60 1.22 i 16.0 -31.6 16.0 t -53.1 16.0 -79.8 Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 30.2.2. 2.) Presures shown are applied normal to their respective surfaces. 3.) Plus and minus signs signify pressures acting toward (+) and away(-)from the surfaces. 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax: 503.248.9263 www.vlmk.com _1 VV L M K Project: Compass Job#: 20190089 By: KDR Date: 01/19 sheet#: C-2 ENGINEERING+DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads_. . .u.. ._._... o - Components and Cladding (20 sf) Based on the 2012 International Building Code and ASCE 7-10, 30.5(Part 2: Low-Rise Buildings - Simplified) V„it = 120 mph Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A, B, &C] B Exposure Category [Section 26.7.3] II Risk Category (II), (I), or(III and IV) [IBC Table 1604.5] KZt = 1.00 Topographic Factor [Figure 26.8-1] Roof Slope = 0 to 7 Degrees Effective Area = 20 sf Span Length x Eff. Width (not less than Span Length/3) Load Factor = 1.0 Ultimate = 1.0W, ASD = 0.6W Design Wind Pressure: p net = a KnP net30 [Equation 30.5-1] ( Wall Loads: (1.0W ULTIMATE LEVEL) Height Adjustment Wall - Interior Zone 4 Wall - End Zone 5 (ft) A (psf)... (psf) 15 1.00 24.7 -26.9 24.7 -32.4 20 1.00 24.7 -26.9 24.7 -32.4 25 1.00 24.7 -26.9 24.7 -32.4 30 1.00 24.7 -26.9 24.7 -32.4 35 1.05 25.9 -28.2 25.9 -34.0 k 40 1.09 26.9 -29.3 26.9 -35.3 f 45 1.12 27.7 -30.1 27.7 -36.3 50 i 1.16 28.7 -31.2 28.7 -37.6 55 i 1.19 29.4 -32.0 29.4 -38.6 60 1.22 30.1 -32.8 ( 30.1 -39.5 Roof Loads: (1.0W ULTIMATE LEVEL) Height Adjustment Roof- Interior Zone 1 Roof- End Zone 2 Roof- Corner Zone 3 (ft) A _.. (psf) (psf) (psf) 15 1.00 16.0 * -25.2 16.0 -38.8 16.0 -54.2 20 1.00 16.0 -25.2 16.0 -38.8 16.0 -54.2 25 1.00 16.0 -25.2 16.0 -38.8 16.0 -54.2 i 30 1.00 16.0 -25.2 ( 16.0 -38.8 16.0 -54.2 35 1.05 16.0 -26.5 16.0 -40.7 16.0 -56.9 40 1.09 16.0 -27.5 16.0 -42.3 16.0 -59.1 45 1.12 16.0 j -28.2 16.0 i -43.5 16.0 -60.7 50 1.16 16.0 I -29.2 16.0 -45.0 16.0 -62.9 55 1.19 16.0 -30.0 16.0 -46.2 16.0 1 -64.5 60 1.22 16.0 -30.7 16.0 i -47.3 16.0 1 -66.1 Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 30.2.2. 2.) Presures shown are applied normal to their respective surfaces. 3.) Plus and minus signs signify pressures acting toward (+) and away(-)from the surfaces. 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com • VVLIVIK Project: Compass Job#: 20190089 By: KDR Date: 01/19 sheet#: C-3 ENGINEERING r DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads - Components and Cladding (50 sf) Based on the 2012 International Building Code and ASCE 7-10, 30.5(Part 2: Low-Rise Buildings -Simplified) V„It = 120 mph Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A, B, &C] B Exposure Category [Section 26.7.3] II Risk Category (II), (I), or (III and IV) [IBC Table 1604.5] KA = 1.00 Topographic Factor [Figure 26.8-1] Roof Slope = 0 to 7 Degrees Effective Area = 50 sf Span Length x Eff. Width (not less than Span Length/3) Load Factor = 1.0 Ultimate = 1.0W, ASD = 0.6W Design Wind Pressure: pnet = AK tPnet30 [Equation 30.5-1] Wall Loads: (1.0W ULTIMATE LEVEL) Height Adjustment Wall - Interior Zone 4 I Wall - End Zone 5 (ft) A (psf) (psf) 15 1.00 23.2 -25.4 23.2 -29.3 20 1.00 23.2 -25.4 23.2 -29.3 25 1.00 23.2 -25.4 23.2 -29.3 30 1.00 23.2 -25.4 23.2 -29.3 35 1.05 24.4 -26.7 24.4 -30.8 40 1.09 25.3 -27.7 25.3 -31.9 45 1.12 26.0 I -28.4 l 26.0 -32.8 50 1.16 26.9 i -29.5 € 26.9 -34.0 55 1.19 27.6 -30.2 27.6 -34.9 60 I 1.22 28.3 -31.0 I 28.3 -35.7 I Roof Loads: (1.0W ULTIMATE LEVEL) Height Adjustment Roof- Interior Zone 1 Roof- End Zone 2 Roof- Corner Zone 3 (ff) __..._(psf) .... (psi _ (psf) 15 1.00 16.0 -24.4 16.0 -32.7 16.0 7_ -39.3 20 1.00 16.0 -24.4 16.0 -32.7 16.0 -39.3 25 1.00 16.0 -24.4 16.0 -32.7 16.0 -39.3 30 1.00 16.0 -24.4 16.0 -32.7 16.0 -39.3 35 1.05 16.0 I -25.6 16.0 i -34.3 16.0 1 -41.3 40 1.09 16.0 ( -26.6 16.0 I -35.6 16.0 -42.8 45 1.12 16.0 j -27.316.0 -36.6 16.0 -44.0 50 1.16 16.0 I -28.3 16.0 I -37.9 16.0 -45.6 55 E 1.19 16.0 I -29.0 16.0 € -38.9 16.0 i -46.8 60 I 1.22 16.0 I -29.8 , 16.0 I -39.9 16.0 j -47.9 Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 30.2.2. 2.) Presures shown are applied normal to their respective surfaces. 3.) Plus and minus signs signify pressures acting toward (+) and away (-)from the surfaces. 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com _1 `� V LW(K Project: Compass lob#: 20190089 By: KDR Date: 01/19 Sheet#: C-4 ENGINEERING+DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads - Components and Cladding Based on the 2012 International Building Code and ASCE 7-10, 30.5(Part 2: Low-Rise Buildings - Simplified) /y - ISO' . ,- --------;) eillik' h'N - egha a % %IN> % N>� ,,‹...- -, „7: ,,,,-- 4, -,,. .,,,,,.-- 4,„ Flat Roof Hip Roof (7° < 0 <_ 27°) '''' .4%,,, hIN /., hvv ,N.,),. e-- N iii N>b e.-- \' c'. ---Ilk \,—<--- ' 'XIV 4,...- ''') (; .----- Sz,`,>,,,, Gable Roof (0 7°) Gable Roof (7° < 0 <_ 45°) Interior Zones [1 End Zones ■ Corner Zones Rpots-Zwe ;WS S-Zoned Rsofs-Zone2/Wals-Zc s' Rets-Zo1e3 End Zone Length Calculation [Figure 30.5-1, Note #5] L = 85 ft Least Horizontal Dimension h = 35 ft Mean Roof Height 8.5 ft Smaller of 10% of Least Horizontal Dimension 14 ft Smaller of 40% of Mean Roof Height 3.4 ft Not Less Than 4% of Least Horizontal Dimension 3 ft Not Less Than 3 ft a = 8.5 ft End Zone Length 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fox:503.248.9263 www.vlmk.com V L M K Project: COMPASS ONCOLOGY Job u: 20190089 By: KDR nate: 01/19 Sheet#: C-5 ENGINEERING.DESIGN STOREFRONT ANCHORAGE: MAXIMUM MULLION REACTIONS: [TYPE] INTERIOR MULLIONS: Vu=(28.1psf)(3.0')(4.5')=380# [FF] JAMB MULLIONS: Vu=(28.1psf)(2.0')(4.5')=253# [FF] CONCRETE ATTACHMENT: HILTI KWIK HUS-EZ SCREW ANCHORS [SEE PROFIS OUTPUT] USE 1/4"DIA x 2"EMBED,AT ALL MULLIONS 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com 14II.811rI www.hilti.us Profis Anchor 2.8.0 Company: VLMK Page: 1 Specifier: KDR Project: Compass Oncology C-6 Address: Sub-Project I Pos.No.: Storefront Anchorage Phone I Fax: I Date: 2/1/2019 E-Mail: Specifiers comments:All Mullions 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1/2) Effective embedment depth: hef,ect=1.920 in.,hn0,n=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 12/1/2017 1 12/1/2019 Proof: Design method ACI 318-14/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.125 in. Anchor plate: Ix x ly x t=3.000 in.x 3.000 in.x 0.125 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f,=3,000 psi;h=5.000 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 baseplate assumption. Geometry[in.]&Loading[lb,in.lb] Z T 6 ' 6 _-- 9 9 ..- +.125 V AAr 1111)11b *to. X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schwan 1■■111`TI www.hiltl.us Profis Anchor 2.8.0 Company: VLMK Page: 2 Specifier: KDR Project: Compass Oncology C-7 Address: Sub-Project I Pos.No.: Storefront Anchorage v Phone I Fax: I Date: 2/1/2019 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity PN/13v[%] Status Tension - - - -/- - Shear Concrete edge failure in direction x+ 380 681 -/56 OK Loading uN PV C Utilization DN.v[%] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schoen SEPTEMBER, 2016 TrifabTM VG 451T Framing System C-8 EC 97911-118 WINDLOAD CHARTS (CENTER)Thermal CHARTS 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) 1 1.5 2 B= 20 PSF(960) 33 PSF(1580) 1 1.5 2 15 I I I C= 25 PSF(1200) 42 PSF(2000) 15 I 1 14 D= 30 PSF(1440) 50 PSF(2400) 14 . 13 —4 E= 40 PSF(1920) 67 PSF(3200) 13 —4 .. 32 12 fn 12 ` N 15.% I— —3.5 0! —3.5 ` E 11 11 rn o c w W lWi `V W aoDm z 11 —g Z 10 —3 d- - ' =`omaI Z 9 A Z x U 9 A2.5 2 C7N `=B2.5 = .3. W 8 B U' D 8 �-U -U' Doo 2 W = W 3 rn 7 .C2 = 7 E2 m �� D • '4. 6 451TCG001 6 E " 5 E1.5 5 - 1.5 8 o „,, WINDLOAD CHARTS ARE BASED ON =m E 2 4 1 2 3 4 5 6 7 g COMPOSITE PROPERTIES WHICH ARE 4 1 2 3 4 5 6 7 8 g 3 oCALCULATED IN ACCORDANCE WITH .z-P, WIDTH IN FEET AAMATIR-A8 AND AAMA 505 WIDTH IN FEET w%81 Qa fi/1 U C -cm - a WITH HRIZONTALS JAMB: WITHOUT HORIZONTALS 3 a`= Pw=-100.Opsf>28.1psf (OKI :moo WIDTH IN METERS WIDTH IN METERS -c3 3 0 E 1 1.5 2 1 1.5 2 Di=y D15 15 \ I I = �A d r`m 14 14 13 —4 13 —4 12 co 12 N I- —3.5 Ce H —3.5 CC LL 11 W W 11 W Z 10 -3 Z 10 —3 I- 9 9 A Z 6 I A2.5 = I 8 CB2.5 = W B 0 W p d I 7 W S 7 E W 6 D—2 451TCG012 6 —2 5 E1.5 WINDLOAD 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 AAMATIR-A8 ANDAAMA505 WIDTH IN FEET 'o 3 WITH HORIZONTALS WITHOUT HORIZONTALS WIDTH IN METERS WIDTH IN METERS 2. 1 1.5 2 1 1.5 2 o 15 15 `m ; 14 14 o a M 13N 413 —4a a d E ` 12 12t.".3 _ 3.5 NA3.5 coaaW11W W 11 wEovLL 10g LL 10 �C3 zz Z D d � 9Z F 9 ZYVg o 82.5 = 6E2.5 =W_ W_ C06 _ 7 LT 2 LI I 451TCG013 6 —2 i 5 -E1.5 WINDLOAD 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 AAMATIR-A8 AND AAMA 505 WIDTH IN FEET kawneer.com ADMC040EN ,C KAW N E E R SEPTEMBER, 2016 TrifabTM VG 451/451T Framing System C-9 EC 97911-118 WINDLOAD CHARTS (ENTRANCES) Non-Thermal CHARTS 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) 1 1.5 2 B= 20 PSF(960) 33 PSF(1580) 1 1.5 2 15 \\\ ............................_ 4 C= 25 PSF(1200) 42 PSF(2000) 15 14 D= 30 PSF(1440) 50 PSF(2400) 14 0 13 4 E= 40 PSF(1920) 67 PSF(3200) 13 4 85 12 12 `o I- -3.5 I- -3.5 wm W 11H L [ L W 11 IW- dDZ 10 -3 2 Z 10 A3Vali m _c 3 H 9 .A Z I- 9 g Z 2 2 c Y 6 U' X2.5 2 0 2.52g' ; W 6C C7W 8 �� L °o m = D Wr r r 2 E W_ Y3 rn -E2 -2 z= CO « 6 6 m E J a5 - 1 5 451501 451019 5 • - 1.5 o'er°� yaoi 4 I=3.116(129.7x104) 4 a m io t 1 2 3 4 5 6 7 8 S=1.385(22.7 x 103) 1 2 3 4 5 6 7 8 8= =E' WIDTH IN FEET WIDTH IN FEET �r=a N 3 C 2 2 2 a WITH HORIZONTALS DOOR: WITHOUT HORIZONTALS c c 0 m o PE,',; WIDTH IN METERS Pw=-70.Opsf>28.lpsf (OK) WIDTH IN METERS �-8o= a o g 1 1.5 2 1 1.5 2 v ` =m°==t0 15 15 m c t c 14 - 14 J d.. 1p13 A4 13 \\ .._AB4 12 g cn �I 12 E I- 3.5 H C3.5 W 11 C H W 11 D I- U_ D W LL W Z 10 -3 2 z 10 . . E3 m 9 E Z - F- 9 z 0I 8 -2.5 2 ( -2.5 2 u1 0 W g WE' 2 W C--.) 2 W 7 7 -2 = -2 2 6 451501 451019 6 5 - 1.5 with 450110 STEEL 5 - 1.5 3 4 4 °= 1 2 3 4 5 6 7 8 IA=3.116(129.70 x 104) 1 2 3 4 5 6 7 8 WIDTH IN FEET SA=1.385(22.70 x 103) WIDTH IN FEET ] Is=1.935(80.54 x 104) 3 WITH HORIZONTALS SS=0.938(15.37 x 103) WITHOUT HORIZONTALS _ WIDTH IN METERS WIDTH IN METERS 9 1 1.5 2 1 1.5 2 3 15V..............\...,„......,,..,:s.::......, It I 15 I I m o 14 14 3> R 134 13 -4 o Eci -` 12cn L12 1 g H 3.5 H -3.5v nWW W WZ no UW- W LWi 11 A W5oc- Z 103 Z 10 3`mm r r3 i = 9Z2 9 C Z 22 2 �p 0 2x u © w 82.5 2 C7 8 E2.5 2C7W C7= 7D W 2 7 W -E2 = -2 2 6 451599 451064 6 5 - 1.5 451CG002 451CG002 5 - 1.5 4 4 1 2 3 4 5 6 7 8 I=3.565(148.39 x 104) 1 2 3 4 5 6 7 8 WIDTH IN FEET S=1.559(25.55 x 103) WIDTH IN FEET kawneer.com ADMC040EN ,C KAW N E E R 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 lli Transmi l Letter tta ette 114 / T I G A R n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • wv0/v.tigard-or.gov 1 TO: �E3in.I )4 oc. 115-4-0,. - DAT, RECEIVED: DEPT: BUILDING DIVISION ----_-.-:.rt. FROM: rig Ik-1 1 S - 1 APR - 2 2019 r COMPANY: -1-3 V'+n ev 63 v13+ru C--E+a BUILDING CITYCF I A D rN PHONE: 5 03 3 c.)-7- -2.:3 --2____ By: RE: ! Z /2.-3 Si--0 G9 Avg go P2_018-- U DZ1-f'2_ (Site Address) (Permit Number) C.--, v"1 - �sS c cc,I (Project name or subdivision name and lot •er) ATTACHED ARE THE FOLLO N e 1 1 EMS: Copies: Description: /11, 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. -' Engineer's calculations. Other(explain): la .3f)O00 REMARKS: - ._4 G tns-4- 0 (- ,� r 1� £-va I o,-1-.01.1 G1 c ss Q-- G 2 v c b2.t E r_4-24 O i5 A. .e. e4 FOR OFFICE USE ONLY Routed to Permit Tec ician: Date: Initials: Fees Due: [' Yes ❑ No Fee Description: Amount Due: P) a.% "ex" ,GW/ $ 9 C 'c1' $ $ $ Special Instructions: Reprint Permit(per PE : ElYes 0 No ❑ Done Applicant Notified: Date: ¢r(y// Initials: I:\Building\Forms\TransmittalLetter-Revisions 061316.doc