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BUP2022-00177 (6) Site Address: ,e;'835 t/3 Ca l'A.h)v1 g • 1101 Building Division TIGARD Deferred Submittal Transmittal Letter TO: DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: K f 7, t K-k( AUG 6 2024 COMPANY: CO/c G"- f`'`c oc,A BUILDING TIGARD IIVIB ON PHONE: 50 3- O -ce4 Z By: RE: G 5 S-0 (,it r.cti - Ev?2O 2? -p ) / 77 (Site Address) (Permit/Case Number) po, ,{'F Nt e Ff., A.A.Ar Item# (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ ?C OOO ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: Copies: Description: 5 }-d_ce... .4- Sys n Artcv.er Remarks: NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building. The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2 FOR OFFICE USE ONLY Routed to Permit Technician: Date: g• ce • ay Initials: Fees Due:" Yes ❑ No Fee Description: Amount Due: Deferred Submittal Fee: $ Additional fee based on valuation: $ a 9 3 . Other:Ja•a. / �y•.o5 . J a $ 3 6t1?-s Total Fees Due: r a 7 Special � Instructions: Reprint Permit (per PE): ❑ Yes Na No ❑ Done Applicant Notified: Date: c/t, -/.ii Initials: The fee for processing an reviewing deferred plan submittal shall be an amount equal to 65%of the building based on the valuation of the particular portion or portions of the project with a minimum$200.00 fee. This fee is in addition to the project plan review fee based on the total project value. I:Building\Forms\TransmittalLetter-DefrdSubmtl.doc 04/04/07 °Mill COPY DARTMOUTH CROSSING STOREFRONT ANCHORAGE 6835 SW Clinton Street Tigard,Oregon 97223 RECEIVED AUG 6 2024 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS VLMK Project Number:20240336 River City Glass Form 12432 SE Capps Road Clackamas,OR 97015 SUBMITTAL REVIEW 441 [] NO EXCEPTIONS TAKEN 0 REVISE ANO RESUBMIT ❑ MAKE CORRECTIONS NOTED ❑ SUBMIT SPECIFIED ITEM EOUIIIBRIUM CHICHI.IS ONE♦PM OFNFRAI CONFORM..MTN THE DESIOX 0014C[PT E OF OILM CT DOLT ANO MENIS GENERAL C ION SHNCE WITH I SNfORMA 10M M THE CUN ENIEN DOCUMENTS,NY ACTION SxflW x ABOE'E.I CONTRACTOR IS THE RE WIRFMENAS Of THE PLANS 1N0 SMCRIf.ATIOSS C TRRCTOR IS ATED AT SIBEE FOR ONNENSIONS WHICH SHALL St D ATED AN0 CORRELATED AT THE R DI SITE:PARMCATON WORM THAT TECHNIQUES OF CONSTDUCROIC COORDINATION OF iNEIR WORN WITH THAT Of Alt OTHER TRAOEI AND TIE ENGINEER SATIS000100I PERFORMAOCE OP THEIR WORN OS-I 5-24 BY DATE 5.24.2024 EXPIRES: 12/31/2024 V L M K Prepared By: Ken Rust,P.E. May 2024 ENGINEERING + DESIGN Structural Calculations:Dartmouth Crossing Storefront Anchorug- DC Project: Dartmouth Crossing Project Number: 20240336 Storefront Anchorage Project Address: 6835 SW Clinton Street 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-30 C:\ODRAWING\jips\ODartmouth Crossingalculnfians\20240336-DC.docx 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com Structural Calculations:Dartmouth Crossing Storefront Anchorage D(- DESCRIPTION OF STRUCTURAL SCOPE This 'Dartmouth Crossing' storefront anchorage project consists of determining the anchorage of exterior storefront and/or curtainwall to structure by others due to wind loads and checking the deflection of mullions. CODES 2019 Oregon Structural Specialty Code (Based on the 2018 International Building Code) DESIGN LOADS Wind Ultimate Design Wind Speed, 98 mph Risk Category II Wind Exposure B Mean Roof Height 50 ft Least Building Width 177 ft MATERIALS Drilled Anchors Concrete Screw Anchors Hilti Kwik HUS-EZ Screw Anchor ICC ESR-3027 Wood Structural Screws Wood Screws #12 Wood Screws (0.216" Diameter) NDS Tables Self-Drilling Screws Metal Stud and Steel Beam Screws Elco Dril-Flex Structural Fasteners ICC ESR-3332 C:\ODRAWINl ips\ODartmouth Crossingalculntions\20240336-DC.docx 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com Structural Calculations:Dartmouth Crossing Storefront Anchorage Df_ 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. C:\ODRAWING\ips\0Dnrtmouth Crossing\Calculations\20240336-DC.docx 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com C-1 ASCE 7-16 Wind load Program(30.3 Part 1:Low-Rise Building Wall Components and Cladding) Wall Components and Cladding(Mean Roof Height h<=6o ft) Project:Dartmouth Crossing 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=o.18 Enclosed Building 8>Roof angle is greater than 1o° Kzt=too Kd=o.85 Ke=1.00 Mean Roof Height=5o ft Output: Velocity Pressure Exposure Coefficient"Kz max."=o.81 Per Table 26.10-1,page 268 LRFD uses wind speed Vult=97 mph Velocity Pressure(qh LRFD)=16.58 psf=.00256*Kz*Kzt*Kd*Ke*V^2 lb/ft^2 Per eq.3o.3-1,page 335 ASD uses wind speed Vasd1=75 mph Velocity Pressure(qh ASD)=9.95 psf=.00256*Kz*Kzt*Kd*Ke*V^2*o.6 lb/ft^2 LRFD(Load Resistance (Per Figure 30.4-1,Page - Factor Design) 335) Ext Positive Negative Negative Ccef nts re Tributary Zone Center Corner Area Negative Negative Zone 4 Zone 5 Positive 4&5 Sq Feet psf psf psf GCp GCp Corner 10 ft2 19.6 -21.2 -26.2 1.00 -1.10 -1.40 20 ft2 18.7 -20.3 -24.4 0.95 -1.05 -1.29 50 ft2 17.5 -19.2 -22.1 0.88 -0.98 -1.15 too ft2 16.6 -18.3 -20.3 0.82 -0.92 -1.05 20o ft2 16 -17.4 -18.6 o.77 -0.87 -0.94 500 ft2 16 -16.2 -16.2 0.70 -0.80 -0.80 Least Width= 177 ft a=17.7 ft(Zone 5) io%of least width or o.4h,whichever is smaller but not less than 4%of least width or 3ft. 1 04��1. � <pt. a, ,t F, 0�., a� �acit a lady ZONE6 a' .I ZONE5 a ZONE5 J ZONE5 'ti" ZONE5 70NE5 a s ZONE 5 a'a ZONE 5 ava ZONE 5 FLAT ROOF GABLE ROOF 10<_7`) HIP ROOF(0<27') C-2 VV L M K Project: DARTMOUTH CROSSING lob#: 20240336 sy KDR Date: 05/24 sheer# ENGINEERING.DESIGN STOREFRONT ANCHORAGE: CONCRETE ATTACHMENT(SILL): HILTI KWIK HUS-EZ SCREW ANCHORS [SEE PROFIS OUTPUT] Vu=(19.8 psf)(6.00')(6.00')=713#(INTERIORS-S8) Vu=(24.5 psf)(3.20')(6.00')=470#(DOORS-S8) Vu=(24.5 psf)(3.20')(6.00')=470#(JAMBS-S8) Vu=(19.8 psf)(6.00')(6.00')=713# (DOOR BASE ANGLES-S8) Vu=(24.4 psf)(3.33')(6.00')=488# (DOUBLE DOOR BASE ANGLES-S5) Tu=713#(1.25')/(1.25")=713#(INTERIORS) Tu=470#(1.25")I(1.25")=4704(DOORS) Tu=470#(1.25")/(1.25")=4704(JAMBS) Tu=713#(1.00")/(2.0")=357#(DOOR BASE ANGLES) Tu=4884(1.007(2.0")=244#(DOUBLE DOOR BASE ANGLES) USE 1/4"DIA x 2 1/2"EMBED,(2)AT INTERIOR/DOOR MULLIONS,(1)AT JAMB MULLIONS USE 1/4"DIA x 2 1/2"EMBED,(1)AT DOOR BASE ANGLES,(2)AT DOUBLE DOOR BASE ANGLES WOOD ATTACHMENT(HEAD): #12 x 3"WOOD SCREWS Vallow=(156#)(1.6)=250# [NDS TABLE 12M] Tallow=(154#1")(1.6)(2")=492# [NDS TABLE 12.28] Vu=(19.8 psf)(6.00')(6.00')=713#(INTERIORS-S8) Vu=(24.7 psf)(3.10')(6.00')=460#(JAMBS-S8) Tu=713#(2.0")/(1.75")=8154(INTERIORS) Tu=460#(2.0")/(1.75")=5264(JAMBS) UNITY=713#(0.6)I(4'250#)+815#(0.6)1(4*4924)=0.68(INTERIORS-OK) UNITY=460#(0.6)I(3'250#)+526#(0.6)/(3'492#)=0.87 (JAMBS-OK) USE(2)SCREWS AT INTERIOR MULLIONS,(2)SCREWS AT JAMB MULLIONS 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com N1`1r91 C-3 VVLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 1 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Interiors Date: 5/13/2024 Fastening point: Interior Mullions Specifiers comments: 1 Input data �, �, i Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1/2) ,,,, � 7 j Item number: 418045 KH-EZ 1/4"x2 5/8" Effective embedment depth: het,aa=1.920 in.,ham,=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022 112/1/2023 Proof: Design Method ACI 318-14/Mech Stand-off installation: eb=0.000 in.(no stand-off);t=0.125 in. Anchor plateR: In x c 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,4000,t.=4,000 psi;h=8.000 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 gip!' \ , oi .3 n _ ,.. , • ,. ------- . ,. Q � y \ 'm f� )-Y Z 5 y//- • i - Y b,, X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2024 Hill(AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 11■■ iLanireI C-4 +VLMK HiIti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 2 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Interiors Date: 5/13/2024 Fastening point: Interior Mullions 1.1 Design results Case Description Forces[lb]/Moments[ft.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=713;Vx=713;Vy=0; no 42 Mx=0.000;My=0.000;M.=0.000; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2024 Hilt AG,FL-9494 Schwan Hilt is a registered Trademark of Hilt AG,Schoen 2 FI .T ILI r VLMK C-5 Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 3 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Interiors Date: 5/13/2024 Fastening point: Interior Mullions 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/Pv[%] Status Tension Pullout Strength 356 959 38/- OK Shear Concrete edge failure in direction x+ 713 1,748 -/41 OK Loading PH Pv t Utilization PN,v[%] Status Combined tension and shear loads 0.372 0.408 5/3 42 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)2003-2024 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 F111`TI C�6 V VLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 4 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Interiors Date: 5/13/2024 Fastening point: Interior Mullions 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 conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2024 Hilo AG,FL-9494 Schaan HXti is a registered Trademark of Hilti AG,Schaan 4 1011`TI C-7 +VLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 1 Address: Specifier: Ken Rust Phone I Fax: i E-Mail: Design: Doors Date: 5/13/2024 Fastening point: Door Mullions Specifiers comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1/2) tttta NM UM tttt5r ttttes ter,=u===fit Item number: 418045 KH-EZ 1/4"x2 5/8" Effective embedment depth: hetaa=1.920 in.,h., =2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022 i 12/1/2023 Proof: Design Method ACI 318-14/Mech Stand-off installation: eo=0.000 in.(no stand-off);t=0.125 in. Anchor platen: Ix x Iv 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,4000,fe'=4,000 psi;h=8.000 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] . . Xrco en 14111 i X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003.2024 Hlli AG,FL-9494 Schaan Hid is a registered Trademark of Hilt AG,Schaan 1 I PL. I y VLMK_8 Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 2 Address: Specifier: Ken Rust Phone I Fax: [ E-Mail: Design: Doors Date: 5/13/2024 Fastening point: Door Mullions 1.1 Design results Case Description Forces[lb]/Moments[ft.ib] Seismic Max.Util.Anchor[%] 1 Combination 1 N=470;Vx=470;Vy=0; no 96 Mx=0.000;M5=0.000;Ma=0.000; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2024 Hilt AG,FL-9494 Schwan Hit]is a registered Trademark of Hilti AG,Schwan 2 NI`TI C-9 VVLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 3 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Doors Date: 5/13/2024 Fastening point: Door Mullions 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity ON/Itv[0/o] Status Tension Pullout Strength 484 959 51/- OK Shear Steel Strength 705 930 -/76 OK Loading RN Pv C Utilization I1NA,[%] Status Combined tension and shear loads 0.505 0.758 5/3 96 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 Engneering(c)2003-2024 Hilti AG,FL-9494 Schwan Hit is a registered Trademark of Hilt AG,Schwan 3 C-10 VVLMK Hilti PROFIS Engineering 3.0.94 `"°'""'""°""" www.hilti.com Company: VLMK Engineering+Design Page: 4 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Doors Date: 5/13/2024 Fastening point: Door Mullions 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 Hilt 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.Hitti 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 conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2024 Hilt AG,FL-9494 Schwan Hit is a registered Trademark of Hilt AG,Schwan 4 I■■��i.T� C-11 V VLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 1 Address: Specifier: Ken Rust Phone I Fax: i E-Mail: Design: Jambs Date: 5/13/2024 Fastening point: Jamb Mullions Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1!2) ,Item number: 418045 KH-EZ 1/4"x2 5/8" V, Effective embedment depth: hef =1.920 in.,hnon,=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022 1 12/1/2023 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 4.000 in.x 0.125 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,f =4,000 psi;h=8.000 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.Ib] • cr co Y 60 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2024 Hilt AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 IlmlILL°11"I 1 C-12 VLMK Hilti PROFIS Engineering 3.0.94 •°• www.hilti.com Company: VLMK Engineering+Design Page: 2 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Jambs Date: 5/13/2024 Fastening point: Jamb Mullions 1.1 Design results Case Description Forces[lb]/Moments[fl.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=470;Vx=470;Vy=0; no 63 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)2003-2024 Hite AG,FL-9494 Schwan Hilt is a registered Trademark of Hilti AG,Schwan 2 I011`TI C-13 VVLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 3 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Jambs Date: 5/13/2024 Fastening point: Jamb Mullions 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity ON/t'v[%] Status Tension Pullout Strength 470 959 50/- OK Shear Steel Strength 470 930 -/51 OK Loading PN Pv t Utilization PN,v[%] Status Combined tension and shear loads 0.490 0.505 5/3 63 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)2003-2024 Hilti AG,FL-9494 Schaan Hiiti is a registered Trademark of Hilti AG,Schaan 3 �■■uuL_TI C-14 VLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 4 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Jambs Date: 5/13/2024 Fastening point: Jamb Mullions 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 Hilts Website.Hilts 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 conformity with the eriating conditions and for plausibilky! PROFIS Engineering(c)2003-2024 HIM AG,FL-9494 Schaan Hitt is a registered Trademark of Hilo AG,Schaan 4 F■�I�IIIITi C-15 vVLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 1 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Door Base Angles Date: 5/13/2024 Fastening point: Door Base Angles Specifiers comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1/2) eletlitille11114 Item number: 418045 KH-EZ 1/4"x2 5/8" Effective embedment depth: hef =1.920 in.,Nor,=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022 112/1/2023 Proof: Design Method ACI 318-14/Mech Stand-off installation: eb=0.000 in.(no stand-off);t=0.125 in. Anchor platen: Iz 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,4000, =4,000 psi;h=8.000 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] co. _ 440 ,,,. m 60 Y ‘.? input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2024 Hilt AG,FL-9494 Schaan I-ltld is a registered Trademark of Hilti AG,Schaan 1 I■■IILiTI C-16 V VLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 2 Address: Specifier: Ken Rust Phone I Fax: i E-Mail: Design: Door Base Angles Date: 5/13/2024 Fastening point: Door Base Angles 1.1 Design results Case Description Forces[lb]/Moments[ft.lb] Seismic Max Util.Anchor[%] 1 Combination 1 N=357;Vx=713;Vy=0; no 84 M„=0.000;My=0.000;Ma=0.000; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2024 Hilt AG.FL-9494 Schaan Hiti is a registered Trademark of Hi10 AG,Soheen 2 �11`TI C-17 vVLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 3 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Door Base Angles Date: 5/13/2024 Fastening point: Door Base Angles 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity Sv[%] Status Tension Pullout Strength 357 959 38/- OK Shear Steel Strength 713 930 -/77 OK Loading 13N Pv ; Utilization PN,V[%] Status Combined tension and shear loads 0.372 0.767 5/3 84 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)2003-2024 Hilt AG,FL-9494 Schaan Hitt is a registered Trademark of Hilti AG,Schaan 3 1■■111 11... C-18 V VLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 4 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Door Base Angles Date: 5/13/2024 Fastening point: Door Base Angles 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.Hitt'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 conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2024 Mk AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 4 loll 1`TI C-19 vVLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 1 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Double Door Base Angles Date: 5/13/2024 Fastening point: Double Door Base Angles Specifier's comments: 1 Input data itkikkokikkomptii Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1/2) + Item number: 418045 KH-EZ 1/4"x2 5/8" Effective embedment depth: het,aa=1.920 in.,KNOT=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 4/1/2022 112/1/2023 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 Iv 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,4000,f,'=4,000 psi;h=8.000 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[lb,ft.lb] -- tJ t � 60 - r Y X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2024 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schoen 1 I�11`TI C-20 vVLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 2 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Double Door Base Angles Date: 5/13/2024 Fastening point: Double Door Base Angles 1.1 Design results Case Description Forces[lb]/Moments[Rib] Seismic Max.Util.Anchor[%] 1 Combination 1 N=244;Vx=488;Vy=0; no 33 M,=0.000;My=0.000;fik=0.000; Input data and results must be chedced for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2024 Hilti AG,FL-9494 Schoen Hild!s a registered Trademark of Hilt AG,Schaan 2 1■■11I.T1 C-21 vVLMK • Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 3 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Double Door Base Angles Date: 5/13/2024 Fastening point: Double Door Base Angles 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity ON I Sv r ] Status Tension Pullout Strength 122 959 13/- OK Shear Concrete edge failure in direction x+ 488 1,479 -/33 OK Loading PN Pv t Utilization PN,v[%] Status Combined tension and shear loads 0.127 0.330 5/3 19 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)2003-2024 HIS AG,FL-9494 Schaan Hitt is a registered Trademark of Hit AG,Schoen 3 I■11`TI C-22 vVLMK Hilti PROFIS Engineering 3.0.94 www.hilti.com Company: VLMK Engineering+Design Page: 4 Address: Specifier: Ken Rust Phone I Fax: I E-Mail: Design: Double Door Base Angles Date: 5/13/2024 Fastening point: Double Door Base Angles 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 conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2024 Hilt AG,FL-9494 Schaan Hill is a registered Trademark of Hilti AG,Schaan 4 C-23 Table 12M WOOD SCREWS: Reference Lateral Design Values,Z,for Single Shear (two member)Connections1'2'3 for sawn lumber or SCL with ASTM 653,Grade 33 steel side plate (tabulated lateral design values are calculated based on an assumed length of wood screw penetration,p,into the main member equal to 10D) g 8 L L N U e mUC 3 C u. 7' V1 N LL°ALu-.-. W 1 W d t0 O 1�V L N R l0 O N IL '7 LL [�S'§ 2 E i g N M m Q7 *8 a, W ci yy 1 ..., 0 . O C g O X g „ O ci O O 1 a'. a N N O mi 30 3 0re 0 ''o) 00 Cho iS0x 0z ( a t3l3 t7wu, t�z t. D in. in. lbs. lbs. ins lbs. lbs. lbs lbs. lbs. lbs. lbs. 1 0.105 0.138 6 104 90 84 82 79 74 73 66 65 63 (12 gage) 0.151 7 114 99 02 90 86 81 80 72 71 69 0.164 8 129 111 103 '02 97 92 90 81 80 77 0.177 9 148 128 119 116 111 105 103 93 91 89 0.190 10 160 138 128 125 120 113 111 100 98 96 0.216 12 196 168 156 153 146 138 135 122 120 116 0.242 14 213 183 170 167 159 '50 147 132 130 126 Table 12.2B Cut Thread or Rolled Thread Wood Screw Reference Withdrawal Design Values,W1 Tabulated withdrawal design values. V1,arc in pounds per inch of thread penetration into side grain of snood member(see 12.2.2.1). Specific N1 ood Screw Number Gravity, 6 7 8 9 10 12 14 16 18 20 24 e2 0.73 209 229 249 268 288 327 367 406 446 485 564 0.71 198 216 235 254 272 310 347 384 421 459 533 0.68 181 199 216 233 250 284 318 352 387 421 489 0.67 176 193 209 226 243 276 309 342 375 409 475 0.58 132 144 157 169 182 207 232 256 281 306 356 0.55 119 130 141 152 163 186 208 231 253 275 320 0.51 _ 102 112 121 131 141 160 179 198 217 237 275 0.5(► _ 98 107 117 126 135 154 172 191 209 228 264 u.49 94 103 112 121 130 147 165 183 201 219 254 0.47 87 95 103 111 119 136 152 168 185 201 234 0.46 83 91 99 107 114 130 146 161 177 193 224 0.44 76 83 90 97 105 119 133 148 162 176 205 0.43 73 79 86 93 100 114 127 141 155 168 196 0.42 69 76 82 89 95 108 121 134 147 161 187 0.41 66 72 78 85 91 103 116 128 141 153 178 0.40 63 69 75 81 86 98 110 122 134 146 169 0.39 60 65 71 77 82 93 105 116 127 138 161 0.38 57 62 67 73 78 89 99 110 121 131 153 0.37 54 59 64 69 74 84 94 104 114 125 145 0.36 51 56 60 65 70 80 89 99 108 118 137 0.35 48 53 57 62 66 75 84 93 102 111 130 0.31 38 41 45 48 52 59 66 73 80 87 102 I. Tabulated withdrawal design values.W,for wood scree connections shall be multiplied by all applicable adjustment factors(see Table 11.3.1). 2. Specific gravity.G.shall he determined in accordance with Table 12.3.3A. C-24 VLMK Project Dartmouth Crossing Job at 20240336 By: KDR Date: 05/24 Sheet v1.01-Software Copyright 2021 VLMK Consulting Engineers. All Rights Reserved. Mullion Checks 6063-T6 Aluminum: Fb = 15,152 psi Allowable Bending Stress E = 10,100 ksi Modulus of Elasticity (Storefront) E = 29,000 ksi Modulus of Elasticity (Steel Reinforcing) ;allow = L/175 Allowable Deflection (L <= 13'-6") ,allow = L/240 + 0.25" Allowable Deflection (L > 13'-6") Worst Ix Sx h h Trib Area WL(ULT) WL(ASD) Designation Case (in4) (in3) (in) (ft) (ft) (ft2) (psf) (psf) 452TCG001 S1 2.324 1.033 135 11.3 3.2 36 19.7 11.8 ,actual -allow Moment Sreq (in) (in) (Ib*ft) (in3) 0.581 0.771 OK 598.4 0.474 OK Worst Ix Sx h h Trib Area WL(ULT) WL(ASD) Designation Case (in4) (in3) (in) (ft) (ft) (ft2) (psf) (psf) 452TCG012 S5 3.404 1.513 144 12.0 3.2 38 23.0 13.8 -‘actual ;allow Moment 5,, (in) (in) (ib*ft) (in3) 0.599 0.823 OK 794.9 0.630 OK Worst Ix Sx h h Trib Area WL(ULT) WL(ASD) Designation Case (in4) (in3) (in) (ft) (ft) (ft2) (psf) (psf) 452TCG013 S8 4.549 2.022 144 12.0 6.0 72 18.8 11.3 ,actual -allow Moment Sreci (in) (in) (Ib*ft) (in3) 0.687 0.823 OK 1218.2 0.965 OK Worst I, Sx h h Trib Area WL(ULT) WL(ASD) Designation Case (in4) (in3) (in) (ft) (ft) (ft2) (psf) (psf) 534501 S5 2.634 1.170 144 12.0 3.2 38 23.0 13.8 ,actual -allow Moment Sreg (in) (in) (Ib*ft) (in3) 0.774 0.823 OK 794.9 0.630 OK Worst Ix S. h h Trib Area WL(ULT) WL(ASD) Designation Case (in4) (in3) (in) (ft) (ft) (ft2) (psf) (psf) 534501 with S8 4.958 2.203 144 12.0 6.0 72 18.8 11.3 452TCG001 ,actual —,allow Moment Sre4 (in) (in) (Ib*ft) (in3) 0.631 0.823 OK 1218.2 0.965 OK JULY,2020 Trifab® 451 UT Framing System C-25 EC 97911-234 WINDLOAD 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) 1.0 2.0 B= 20 PSF(960) 33 PSF(1580) 1.0 2.0 15 15 14 1„■■■■■■ D- 30 PSF(1440) 50 PSF(2400) 14 ,,,■■■■■■ r 13 ,"•■■■■■ 4.0 E= 40 PSF(1920) 67 PSF(3200) 13 ,,`.■■■■M 4.0 F 12 „",■■■■■ r 12 �,",■■■■■ U) Y m m E. W 11 �".■■■■ W LL 11 ""■■■■ W iu o LLz „".■■■ Z „"'■■■ $-'o H g li 19 ""„■■ 3.0 z 2 19 ,,,,,`'■ 3.0 LT ■,",,■ O ■,",.■A a�K� w 8 ► ► O w_ 8 ti__g C7 8."s7 ■■■■■\■A Cri= ■■■�■_�I�.g if S g E 0 6 ■■■,,`!B2.0 7 ■■■.■ZIE E2.0 m gra ■■■■■\1 u 6 ■■■■■■■ g 5 5 5 5 ■■■■■■■ 452TCG001 5 ■■■■ ■■■ " 3 8 E c 4 WINDLOAD CHARTS ARE BASED ON 4 g§N 1 2 3 4 5 6 7 8 COMPOSITE PROPERTIES WHICH 1 2 3 4 5 6 7 8 map WIDTH IN FEET ARE CALCULATED IN ACCORDANCE WIDTH IN FEET m5t.. 5 e A WITH AAMATIR-8 AND AAMA 505 g 1§c WITH HORIZONTALS WITHOUT HORIZONTALS a S E S WIDTH IN METERS WIDTH IN METERS 5 2? 0 1.0 2.0 1.0 2.0 1 8 2 14 ,\„■■■■■ 14 `\„■■■■■ 8. 13 „"■■■■ 4.0 18 „"■■■1 4.0 H 12 „",■■■ F 12 „",.■■ co Z 11 • ��,� ■ ilii z 11 •`M\�'" it 10 ■� �►�■A P i ■��\s�■e = 9 ■■,,,,R 3.0 ' ini 2 9 ■■■■■`■C3.0 F w 8 ■■■►■\■C W 6 ■■■■■■\_° 7 ■■■■',,D 2101 7 ■■■■■■.E _ i ■■■■■■■ 2.0 ■■■■■■i 2.0 5 ■■■■■■■ 451UTCG581/451UT082 5 ■■■■■■■ 1 VVINDLOAD CHARTS ARE BASED 8 4 ■■■■■■■ COMPOSITE PROPERTIES WHICH ON 4 ■■■■■■■ g 1 2 3 4 5 6 7 8 ARE CALCULATED IN ACCORDANCE 1 2 3 4 5 6 7 8 E. WIDTH IN FEET WITH AAMA TIR-8 AND AAMA 505 WIDTH IN FEET s 0 1 WITH HORIZONTALS WITHOUT HORIZONTALS h WIDTH IN METERS WIDTH IN METERS 1.0 2.0 1.0 2.0 P c 15 14 „`O,.■■ 15 ,`M'■�■ 8 0 13 ■"„'■ 4.0 13 ■■■■■■■ 4.0 g. t ■�■■■■■ ■■■■■■■A r €E F 12 , A K F 12 9 (§ W 11 ■■■■\■■ W 4r�� W 11 ■■■■■■_■e v2 Ia t Z 10 ■■■■,`,C3.0 Z ��'�� iO ■■■„'a°3. Lj 0 Z_ 2 _ ■■■■N■E 13 i 9 ■■■■■�■E o LL 9 ■■■■■■, E C7 w g ■■■■■■■ 0I y ® = 6 ■■■■■■■ _ _ ■■■■■■■ _ 7 ■■■■■■■ 2.0 451 UTCG581/451 UT082 7 ■■■■■■i 2.0 6 with 400110 STEEL 6 4 ■■■■■■■ CHARTS ARE BASED COMPOSITTE PROPERTIES WHICH ON 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 ADMCO60EN <KAWNEER 20 Trifab® 451 UT Framing System JULY,2020 C-26 WINDLOAD CHARTS EC 97911-234 WITH HORIZONTALS Allowable Stress I LRFD Ultimate WITHOUT HORIZONTALS Design Load Design Load WIDTH IN METERS WIDTH IN METERS I A= 15 PSF(720) 25 PSF(1200) 1.0 2.0 1.0 2.0 B= 20 PSF(960) 33 PSF(1580) 15 ,",■■■Y■ 1200) 42 PSF(2000) D= 30 PSF(1440) 50 PSF(2400) 15 14 ,",■■■Y■ 14 „"■■■■■ 4.0 E= 40 PSF(1920) 67 PSF(3200) 13 „"■■■■■ 4.0 13 „"„■■■■ W F 12 „"„■■■■ m W 12 „"„■■■ W 11 „"„■■■ m m o` Z 10 "",■■ m Z 10 ■",,,■A MEMORISE 3.0L# ` lv w g ■■■■■■,E ■■■■■■■ E E 5 ■■■■■■■ 452TCG012 ■■■■■■■ 8 i 5 n 4 WINDLOAD CHARRTSTS5 ARE BASED ON 4 1 2 3 4 5 6 7 8 a.m D 1 2 3 4 5 6 7 8 COMPOSITE PROPERTIES WHICH i i m WIDTH IN FEET ARE CALCULATED IN ACCORDANCE WIDTH IN FEET F v$ WITH AAMA TIR-8 AND AAMA 505 ma o VI WITH HORIZONTALS WITHOUT HORIZONTALS g a5 c WIDTH IN METERS WIDTH IN METERS =m �a 1.0 2.0 1.0 2.0 2'8 8 15 15 i 1 13 14 I - I 14 ,"`ll■■Y■ m i l l 13 — 4.0 t3 „"■■■M 4.0 c „",,■■■ co w 12 w W 12 ■"„'■_ w Z 70 ? 11 ■„",',_A 2 = 9 A3.0 - 2 10 ■■UUI B3.0 w0 ]8 B i w_ 8 ■■.EMEINE D 6 7 D = 7 ■■■■'�a E = 8 6 — 2.0 ■■■■■■■ 2.0 m E 6 ■■■■■■■ 5 452TCG013 WINDLOAD CHARTS ARE BASED ON 4 ■■■■■■■ o 4 1 2 3 4 5 6 7 E COMPOSITE PROPERTIES WHICH 1 2 3 4 5 6 7 8 ` WIDTH IN FEET ARE CALCULATED IN ACCORDANCE WIDTH IN FEET WITH AAMA TIR-8 AND AAMA 505 t WITH HORIZONTALS WITHOUT HORIZONTALS WIDTH IN METERS WIDTH IN METERS 1.0 2.0 1.0 2.0 18 ;; 1\1■■■■Y■ 14 la ,". `1`\\■■■■Y■ ■■■■U 4.0 73 \ '■■■■■ 4.0 3: h- 12 ,\",■■■■■ cn oc H. 12 „",■■■■■ cn �'E o ~ �� U • 10 „"'■■■ 3.0 Z K 10 „",.■■stearipillpirs 3.0 Z m o 7• ■■\O\\N B = f 7 ■■em��D Y 6 ■■■„``CD 452TCG112 6 ■■■■452TCG112 E E2.0 5 ■■■■•,, E WINDLOAD 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 ADMC060EN kawneer.com 452TCG001 D PAINTED PERIMETER CONFIDENTIAL AND PROPRIETARY METAL FACE 2 INFORMATION KAWNEER COMPANY INC (INTERIOR) THESE DRAWINGS ARE THE SOLE MO EXCLUSIVE PROPERTY OF I A2,102 SEATCLR WC CONTAIN SJNSIT1Lc.PRI/CEDED OR CONFIDENTIAL INFORMATION ASCII MAY BE USED ONLY FOR ITS I 9ENENT.THE DISCLOSURE OF THESE DR...TO UNAUTHORIZED PERSONS B STRICTLY PROHIBITED.THIS I DOCUMENT ALL AND LL COPIES MUST BE RETORTED UPON DEMAND. B1010TNAMEER COMPANY,INC.,2018 L-- FINISH CODE(S) • STANDARD FINISHES I O'S.PER. • 28.547 PNT.PER. • 7.884 ri .I. EXP.PER. • N/A ll b --J SSG PER. • N/A AREA OF ALUM • 1.109 I AREA OF URETHANE(Ho) • 0281 MASS OF ALUM 1.302 No MASS OF URETHANE • 0.105 AI ill 00.190s.007 MASS TOTAL • 1.408 g' co O i n Al • 0.495 N A2 • 0.495 `T cs tw 101 • 0.183 N I 102 • 0.183 D • 3.087 ---1 C11 B 0707 0.080'0 C12 • 0.998 C21 • 0.996 C22 • 0.707 I DC • 1.376 • 0.19 S 0 1.094 I NI • 0.08 I GE • 38000 I METAL FACE 1 H 4.5 (EXTERIOR) I Al,101 ALLOWABLE SHEAR FLOW(q)•180 Ibshn L A3 B PAINTED PERIMETER x�"0'Gr'1)ACTUAL SIZE Ixx=(.85)2.734=2.324 Sxx=(.85)1.215= 1.033 lyy=(.85)0.462=0.393 Syy= (.85)0.384=0.327 SRAM PART TYPE VAR PAD ASSEMBLY 95484-101 0 Corrected Sales Code&Description 11)23/2020 DATE MIAOW' EGO REV DESCRIPTION DATE 10/26/2009 TRIFAB VG 451(451T PART DESCRIPTION ix CHR..I j SALES CODE ALLOWABLE BOW:•0.0063'PER FOOT OF STOCK CNEgK MULLION/JAMB/OG HEAD 552 LENGTH EXTRUSION.WITH A MAXIMUM BOW OF KAM 0.1500'PER STOCK LENGTH.BOW TO BE CHECKED APPRD , KAWNEER PART NUMOCP BY MEASURING WEAK AXIS AGAINST A STRAIGHT ICBM 452TCG001 VERTICAL FENCE EQUAL TO OR GREATER IN LENGTH THAN THE STOCK LENGTH. SCALE AS NOTED NORCROSS,GA-NPD 1 OF 1 n I N 452TCG012 D u.I PAINTED PERIMETER iI r —1CONFIDENTIAL AND PROPRIETARY LL DEBRIDGING BETWEEN I METAL FACE 2 INFORMATION KAWNEER COMPANY INC TV"GROOVES I (INTERIOR) THESE DRAWINGS ARE THE SOLE NC EXCLUSIVE PROPERTY OF A2,B2 KAWIEER AND COIRAIN SEPEIINE,PRNIEGED OR CONRCENIML KORMAMW URIC.MAYBE USED ONLY FOR RS BENE�1 I UNAUTHORIZED PERSONSE STTRICTLY PRRCCIBITED.TO A I DOCUMENT AND ALL COPES MUST BE RETURNED PO RNED UN DEMAND. O COPYRIGHT KAWNEER COMPANY,INC..2C•A I 0 L._ FINISH CODE(S) • STANDARD FINISHES 1 tI P &.PER. • 27.628 __ _J O.O PNT.PER • 7.828 j 1.., S0.1: EXP.PER. • WA SSG PER • WA j b AREA OF ALUM • 1.269 n(��^ _J AREA OF URETHANE(AC) • 0161 . S LJ(J S! MASS OF ALUM 1492 TOP OF ROLLERS I C _ -'1 ) MASS OF URETHANE • 0.105 MASS TOTAL • 1.736 0.625 I Al • 0.635 co 00.1901.007 gg A2 • 0.635 S o - 1.719 0.219 TYPICAL BLADE WIDTH o• go 101 • 0.221 w POSITIONING ON DEBRIDGING TABLE $ + �n 102 . 1.- D • 3.348 48 SCALE 1:1 II I PG C 1 1 • 0.577 O tW I-- C12 • 1.126 C21 • 1.126 P) C22 • 0.577 LL �`- D. • 1.370 Z 2 b • 0.169 U 5 • 1.094 MAX FILL o IC • 0.08 0 Gc • 38000 I H • 4.6 /ly 1--_f I ALLOWABLE SHEAR FLOW(q)•WO berm / U r 4d'AifPWID#TS'M@Y9L!8iserareeiwes.., -�_ I.1N-(.es>d.aas-a4o� f.}_—-' ^ METAL FACE 1 (EXTERIOR) 6tDL-1.85)1.780-1.513 Al,101 L_ J lyy•(.8510.550.0.468 ' \I PAINTED PERIMETER [sr/-(.85)0.47A-0.401 L_ • cN LJ NOTE: .. Soo (1)CONDITION POUR POCKET C. DETAIL A SCALE 1.25:1 PER D452C0001 BEFORE POURING SCALE 4:1 (2)POLYURETHANE MATERIAL o TO BE AZON 303 FORMULATION ■ = DRAWN PART TYPE wVAR P8D ASSEMBLY 95484-101 D Corrected Sales Code 8 Description 1/23/2020 O DATE PRODUCT ECD REV DESCRIPTION DATE w 10/282009 TRIFAB VG 451/451T RANI DESCIMAI r'O CAINSI BALES COVE p ALLOWABLE BOW:•0.0063'PER FOOT OFSTOCK CHECK MEDIUM WEIGHT MULLION 552 LENGTH EXTRUSION.WITH A MAXIMUM BOW OF KAM m APPRD ,0.1500'PER STOCK LENGTH.BOW TO BE CHECKED C KAWNEER P"`T"`" " LI BY MEASURING WEAK AXIS AGAINST A STRAIGHT GBAA 452TCG012 VERTICAL FENCE EQUAL TO OR GREATER IN LENGTH THAN THE STOCK LENGTH. SOME AS NOTEDNORCROSS,GA-NPD 1 OF 1 C') I N 00 452TCG013 E PAINTED PERIMETER CONFIDENTIAL AND PROPRIETARY Ir INFORMATION KAWNEER COMPANY INC METAL FACE 2 THESE DM\MGS ARE THE SOLE MDSCOOP.PROPERTY OF I (NTERIOR) RAWCR AND COWAN SExSRWE,PRIVILEGED OR i 1 A2 102 CONFDENI4L NFORMATDMWI•CH MAY SE USED ONLY FOR ITS BEREFT.THE DISCLOSURE OF THESE ORAV.NGS TO UNAUTHORIZED PERSONS E STRICRY PROHBIIEO.PRE DOCUMENT AND ALL COPES MOST SE RETUNED UPON DEMAND. C COPYRIGHT KAWNEEA COMPANY,INC.,RHI 0 I L--, FINISH CODES) • STANDARD FINISHES 0/S.PER 28.278 0.080-(08 PNT.PER • 7.884 EXP.PER. • N/A b SSG PER • WA AREA Of ALUM - 1.884 r , J AREA OF URETHANE(Ac) • 0261 MASS OF ALUM • 1.958 MASS OF URETHANE • 0.105 MASS TOTAL • 2.084 Al • 0.774 00.1904007 g A2 • 0.774 bo 101 • 023 co QL + A' 102 • 023 i3 co D • 3.662 a PS C11 • 0.474 C12 • 1229 C21 • 1229 C22 • 0.474 \ 5 CI DC • 1,378 �`—, b = 0.189 NV 9 • 1.094 U so • 0.08 Gc • 38000 H • 4.5 ALLOWABLE SHEAR FLOW(q)•180 ibsfin 1 I _I Ixx.(.85)5.352-4.549 I METAL(EXTERIOR) Son•(.85)2.379-2.022 I A1,I01 _•---_-_-.....-...� lyy-(.85).623=..5296 L PANTED PERIMETER J Syy=(.85).565=.4803 NOTE SCALE 1.25:1 (1)CONDITION POUR POCKET PER D452CG001 BEFORE POURING (2)POLYURETHANE MATERIAL TO BE AZON 303 FORMULATION DRAWN PART TYPE VAR P8D ASSEMBLY 95484-101 E Corrected Sales Code&Description 1/23/2020 DATE PROCOCT ECO REV DESCRIPTION DATE 10/26/2009 TRIFAB VG 451/451T PAx'L W8CH•li /ATO*($) SALES Coot ALLOWABLE BOW(•0.0083"PER FOOT OF STOCK CBE. HEAVY WEIGHT MULLION 552 LENGTH EXTRUSION,WITH A MAXIMUM BOW OF KAM 0.1500"PER STOCK LENGTH.BOW TO BE CHECKED , , KAWNEER NARY NUMBER BY MEASURING WEAK AXIS AGAINST A STRAIGHT GSM 452TCG013 VERTICAL FENCE EQUAL TO OR GREATER IN LENGTH THAN THE STOCK LENGTH. SCALE AS NOTED NORCROSS,GA-NPO 1 OF 1 C') I IN (0 PAINTED SURFACE 534103 E r METAL FACE 2 , CONFIDENTIAL AND PROPRIETARY (INTERIOR)A2,102 b INFORMATION KAWNEER COMPANY INC. —,----,.._ THESE DRAWINGS APE THE SOLEANO EXCLUSIVE PROPERTY OF KAWNEER AND COWAN SENSITIVE.PRIIBEOED CR 534005 CONHDEHRAL INFORMATION WHICH WAY BE USED ONLY FOR RS SEH ERT.THE DISCLOSURE OP THESE DRAVAICS TO URAIRSIOLSZED PERSONS IS STRICTLY PROMOTED.THIS N DOCUMENt AND ALL RETURNS()COPES MUST BE RETUR UPCO DEMAND. U (0 P COPT RECUT KAWNEER COMPANY.SIC.Xt4 COS B.n•k ammo to RR,*uN•mip AYN Sna . X K AStand.drtl(S•B HT.Mw HT. Pour an]D•dbP(Dually PIn•DLefiP001) '+ M II 3 1" m OVS.PER. a 22.888 Ls Ep��(A PNT.PER. •17.062 U I V Ip AREA OF ALUA�JUM •1.611 1 I V 3 AREA OF URETHANE(Ac) •0.264 di 3 A 52 ��_ _ __J U W„^Z WEIGHT OF ALUMINUM •1.930 I— , ❑ p O P' WEIGHT OF URETHANE •0.132 �a q� g I v TOTAL WEIGHT a 2.082 I $ i B N R 1 H Nm Al •0.838 , ...I ,,-__, ._ xi („/ S` c ¢gQc �ob `yT�p� .'j111 101 •0.519 If + S•'v u C+x �v�$ �A .7 a 102 •0.405 ii;14 s 111" WAS D •2.303 O U olX �pi N W c11 •1.147 a M2< 82 ( A 0 o E S a UI c12 •tns7 534006_ O � s ? s 0 c21 •0.936 METAL FACE 1 Igg C22 •1.050 (EXTERIOR)Al,101 5 Dc •0.470 L PAINTED SURFACE : 1. b •0279 ACTUAL SIZE g •0210 tw •0.125 2.000'-0Do o ® Gc •38000 1 NOTES: H •4.500 (1)CONDITION POUR POCKET ALLOWABLE ® PER D534600 BEFORE POURING. SHEAR FLOW(q)IbsAn •240 (2)POLYURETHANE MATERIAL EN T tL TO BE AZON 207 FORMULATION. F. f)+I4 a ® DRAWN: MATERAL AND FINISH 95530-022 E I)TONEHNCE WAS A.01SO.0i0 I)WASAZONSPE 06/10/13 MSH E.C.HO. REV. CESCOTIES DATE DATE: 08/12/14 SC. THRM DOOR JAMB 451T 2.000 gpN0 I ® CHECK: PON.. HALF SIZE APPRBAR r(KAWNEER NCR 534103 GBMOF axe AS NOTED Product Englneerblg&Development NINE 534103 0 U W C,