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Specifications (3) 1 .t. It, Submittal Review tel llEssex 72nd & Dartmouth GENERAL CONSTRUCTION,INC. Section: 084313-2.1 Date: 05/28/21 Subcontractor/Supplier: Dallas Glass Description: Aluminum-Framed Storefront Contractor: Stamp Storefront Deferred Submittal Essex General Construction Inc This drawing or submittal has been reviewed - Dallas Glass Transmittal (2) for general conformance with plans and e - Manufacturer's Certificate (3) specifications.Review does not torof fabricator/vendor or subcontractor of - Storefront & Curtain Wall Product Data (7-74) responsibility for errors,omissions,or non-compliance with contract documents. - Storefront & Curtain Wall Shop Drawings (75-170) - Calculations (171-200) x 6&--,_ - Sample Warranty (201-212) 05/28/2022 Reviewed Eliot Adams Architect: Stamp Engineer/Consultant: Stamp PRC Comments: Confirm attachment at bi-fold door sill to attachment angle; ONOPD TNSUBMITTALREVIEW do not fasten vertically through sill (detail 2/480). Beauty joints at sills to o E„EORO CTIONS NOTED get T have weeps 24" o.c. 0 REJECTED ROOF 4*0*.a—W Y.0.*4...0I d du CmY.tl Orc4<mw f0Vwm n n.00euAl.b n..0.mu ro s mno.w.a oo.a..d.,W Im w..w4 wamaum mm vwwna ro a..I*40*40an n w*ro mrt*g4..a m.mwv�.em, —a.n—.. Br �" �c-`- oeb:06/07,2021 4284 W Th Avenue.Eugene,OR 97402 I 541-342-4509 www.essexgc.com 17400 SW 65,h Avenue.Lake Oswego,OR 97035 I 503-747-0092 CCB#OR 54531 I WA ESSEXGC8S21C 72ND AND DARTMOUTH STOREFRONT ANCHORAGE 11882 SW 72nd Avenue Tigard,Oregon 97223 STRUCTURAL CALCULATIONS VLMK Project Number:20210111 Dallas Glass 111 NW 506 Avenue Salem, OR 97304 ���ED PROFFS �,\C) �G I N eF�s% 656 E r- 0 GO h D. RUSE , 04-15-21 EXPIRES: 12/31/2022 ' -../F v los M K Prepared By: Ken Rust, P.E. April 2021 ENGINEERING + DESIGN Structural Calculations:72nd and Dartmouth Storefront Anchorage DC-1 Project: 72nd and Dartmouth Projed Number: 20210111 Storefront Anchorage Project Address: 11882 SW 72nd 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-26 G\Acad2021\20210111\02 Calculations\20210111-DC-Dallas Glass.dacx 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vImk.com Structural Calculations:72nd and Dartmouth Storefront Anchorage DC-2 DESCRIPTION OF STRUCTURAL SCOPE This '72nd and Dartmouth' 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 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS Wind Ultimate Design Wind Speed, Vuir 120 mph Risk Category II Wind Exposure B MATERIALS Drilled Anchors Concrete Screw Anchors Hilti Kwik HUS-EZ Screw Anchor ICC ESR-3027 Wood Structural Screws Wood Stud and Wood Beam Screws Simpson SDS Heavy-Duty Connector Screw ICC ESR-2236 Self-Drilling Screws Metal Stud and Steel Beam Screws Elco Dril-Flex Structural Fasteners ICC ESR-3332 Gicad2021\20210111\02 Calculations\20210111-DC-Dallas Glass.docx 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com rrrrrrwr � . . , t _ Structural Calculations:72nd and Dartmouth Storefront Anchorage DC-3 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. Wcad2021\20210111\02 Calculations\20210111-DC-Dallas Glass.docx 3933 S Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com , i, C-1 ASCE 7-10 Wind load Program(30.4 Part 1: Low-Rise Building Wall Components and Cladding) Wall Components and Cladding(Mean Roof Height h <=6o ft) Project:72nd and Dartmouth PER ASCE 7-10,SECTION 30.6.2: Prepared by: of E-mail: EXCEPTION: In buildings with a mean roof height h greater than 60 ft(18.3 m)and less than Input: 90 ft(27.4 m), (GCp)values from Figs. 30.4-1 ASCE 7-10 Strength Design Load&Allowable Stress Design through 30.4-6 shall be permitted to be used if Wind Speed= 120 mph the height to width ratio is one or less. Building Exposure= B(Urban&Suburban areas) Internal Pressure Coefficient GCpi= 0.18 Enclosed Building Roof angle is less than or equal to io°or flat(External Pressure Coefficient is reduced 10%) Kzt= 1.0o Kd= 0.85 Mean Roof Height=78 ft Output: Velocity Pressure Exposure Coefficient"Kz max." =0.92 Per Table 30.3-1,page 317 LRFD uses wind speed Vult= 120 mph Velocity Pressure(qh LRFD) =28.83 psf= .0o256*Kz*Kzt*Kd*V^2 lb/ft^2 Per e4.3o.3-1,page 316 ASD uses wind speed Vasdl=93 mph Velocity Pressure(qh ASD) = 17.3 psf= .0o256*Kz*Kzt*Kd*V^2*0.6 lb/ft^2 LRFD (Load Resistance Factor ASD(Allowable Stress (Per Figure 30.4-1,Page - Design) Design) 335) Positive Negative Negative Positive Negative Negative External Pressure Tributary Coefficients Zone Center Corner Zone Center Corner Area 4&5 Zone 4 Zone 5 4&5 Zone 4 Zone 5 Positive Negative Negative Sq Feet psf psf psf psf psf psf GCp Center Corner GCp GCp 10 ft2 31.1 -33.7 -41.5 18.E -20.2 -24.9 0.90 -0.99 -1.26 20 ft2 29.8 -32.4 -38.8 17.9 -19.4 -23.3 0.85 -0.94 -1.16 50 ft2 27.9 -30.5 -35.1 16.8 -18.3 -21.1 0.79 -o.88 -1.04 100 ft2 26.6 -29.1 -32.4 16 -17.5 -19.4 0.74 -0.83 -0.94 200 ft2 25.2 -27.8 -29.6 16 -16.7 -17.8 0.69 -0.78 -0.85 500 ft2 23.4 -25.9 -25.9 16 -16 -16 0.63 -0.72 -0.72 Least Width= 1o8 ft a= 1o.8 ft(Zone 5) io%of least width or o.4h,whichever is smaller but not less than 3 ft. r i rf `\ r AJor ,�a��:Qt''F '' 17, - ' t F i 7i'r/ h L`� lly t; ZONE6 I r ZONES i ZONE5 a� t I 4� \ .? fkiN 'fi ZONES ZONES ZONE5 lle' ZONE5 a e'' ZONE5 eta ZONE 5 ^v ti' FLAT ROOF GABLE ROOF(0 5 7') HIP ROOF(0 s 2r) ,k C-2 89" 1/ LMK Project: 72ND&DARTMOUTH lob u: 20210111 By: KDR Date: 04/21 sheet It: ENGINEERING+DESIGN CURTAINWALL ANCHORAGE-6": MAXIMUM MULLION REACTIONS: [CONTROLLING TYPE] Vu=(31.7 psf)(4.73')(6.67')=1000# [T-ANCHORS-S7] Vu=(40.2 psf)(2.17')(7.17')=627# [F-ANCHORS-S51] Vu=(31.7 psf)(4.73')(6.67')=1000# [U-SHAPE AT DOOR BASE-S7] CONCRETE ATTACHMENT: HILTI KWIK HUS-EZ SCREW ANCHORS [SEE PROFIS OUTPUT] USE 3/8"DIA x 2"EMBED,(2)AT ALL T-ANCHORS AND F-ANCHORS,(1)AT DOOR U-ANCHORS WOOD ATTACHMENT: 1/4"DIA x 3"SIMPSON'SDS'SCREWS Vallow=(420#)(1.6)(0.6)=403# [SEE ICC-2236,TABLE 2] #SCREWS=(1000#)(0.6)/(403#)=1.49 (T-ANCHORS) #SCREWS=(627#)(0.6)/(403#)=0.94 (F-ANCHORS) USE(4)SCREWS AT T-ANCHORS,(3)SCREWS AT F-ANCHORS COLD FORMED STEEL ATTACHMENT: 1/4-20 ELCO SELF-DRILLING SCREWS Vallow=424# [SSMA 16 GAGE STEEL] #SCREWS=(1000#)(0.6)/(424#)=1.42 (T-ANCHORS) #SCREWS=(627#)(0.6)/(424#)=0.89 (F-ANCHORS) USE(4)SCREWS AT T-ANCHORS,(3)SCREWS AT F-ANCHORS STEEL ATTACHMENT(HSS/WF BEAM): 1/4-20 ELCO SELF-DRILLING SCREWS Vallow=(852#)(0.6)=511# [SEE ICC-2236,TABLE 2] #SCREWS=(1000#)/(511#)=1.96 (T-ANCHORS) #SCREWS=(627#)/(511#)=1.23 (F-ANCHORS) USE(4)SCREWS AT T-ANCHORS,(3)SCREWS AT F-ANCHORS Cx'191 Nis 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com r 1 1■0111.4911"11 www.hilti.us Profis Anchor 2.8.9 Company: VLMK Page: 1 Specifier: KDR Project: 72nd&Dartmouth C-3 Address: Sub-Project I Pos.No.: Curtainwall Anchorage Phone I Fax: I Date: 4/8/2021 E-Mail: Specifier's comments:T Anchors(Interior Mullions)-6" I Input data ‘ ,•. .. mot Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/8) { 1M1, Effective embedment depth: hef,act=1.540 in.,hnom=2.125 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 3/1/2020 112/1/2021 Proof: Design method ACI 318-14/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x I,x t=3.376 in.x 8.500 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,fb'=4,000 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,in.lb] Z o� 0 6 6$ N. 6 \J •L �'.. " r rf�sj - 4 x f"t f�?1r1 td • /de. I,#� • , 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 Schaan Hilti is a registered Trademark of Hilti AG,Schaan i 104,�T, www.hilti.us Profis Anchor 2.8.9 Company: VLMK Page: 2 Specifier: KDR Project: 72nd&Dartmouth C-4 Address: Sub-Project I Pos.No.: Curtainwall Anchorage Phone I Fax: I Date: 4/8/2021 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity rN I w[%] Status Tension - - - -/- - Shear Concrete edge failure in direction x+ 1,000 2,669 -/38 OK Loading t+N I3v i, Utilization DN,V[%] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings 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,Schaan www.hilti.us Profis Anchor 2.8.9 Company: VLMK Page: 1 A-� Specifier: KDR Project: 72nd&Dartmouth Address: Sub-Project I Pos.No.: Curtainwall Anchorage Phone I Fax: I Date: 4/8/2021 E-Mail: Specifier's comments: F Anchors(Jamb Mullions)-6" 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/8) rw' IWO Ile'1 Effective embedment depth: het,act=1.540 in.,hnom=2.125 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 3/1/2020 12/1/2021 Proof: Design method ACI 318-14/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=3.376 in.x 8.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,fb'=4,000 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,in.lb] z 0 6 Y- 111111k2:,„7-,15:,,,>0"•':;',',414111111111, OSR '' :`g ar ,t; ,,xprptfat° al x a,z 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,Schaan r 1111111..T1 www.hilti.us Profis Anchor 2.8.9 Company: VLMK Page: 2 Specifier: KDR Project: 72nd&Dartmouth C-6 Address: Sub-Project I Pos.No.: Curtainwall Anchorage Phone I Fax: I Date: 4/8/2021 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity ON 113v[%] Status Tension - - - -/- - Shear Concrete edge failure in direction x+ 1,030 1,648 -/63 OK Loading ]3N Pv C Utilization Div/[%] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings 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,Schaan e s 10111,��, www.hilti.us Profis Anchor 2.8.9 Company: VLMK Page: 1 �-� Specifier: KDR Project: 72nd&Dartmouth Address: Sub-Project I Pos.No.: Curtainwall Anchorage Phone I Fax: i Date: 4/8/2021 E-Mail: Specifier's comments:U Anchors(Door Mullions)-6" 1 Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/8) it V.1 Effective embedment depth: hef,act=1.540 in.,hnom=2.125 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 3/1/2020 112/1/2021 Proof: Design method ACI 318-14/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=3.376 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,fb'=4,000 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,in.lb] Z 6 y 6 0 _ =� 0- 1 .0 25� 0 , 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 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.8.9 Company: VLMK Page: 2 �-� Specifier: KDR Project: 72nd&Dartmouth Address: Sub-Project I Pos.No.: Curtainwall Anchorage Phone I Fax: I Date: 4/8/2021 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity De I Pv[%] Status Tension - - - -I- - Shear Pryout Strength 1,065 1,438 -/75 OK Loading YN Dv c Utilization PN,v[%] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings 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,Schaan ESR-2236 I Most Widely Accepted and Trusted Page 4 of 5 C-9 TABLE 2—REFERENCE LATERAL DESIGN VALUES(2)FOR SINGLE SHEAR STEEL-TO-WOOD CONNECTIONS WITH SDS SCREWS" STEEL SIDE MEMBER DESIGN THICKNESS5'4,t$(inches) SCREW LENGTH 0.0584 0.0721 0.1026 0.1342 0.1795 0.2405 (inches) (No.16 gage) (No.14 gage) (No.12 gage) (No.10 gage) (No.7 gage) (No.3 gage) Lateral Design Value(2)5'6'7(Ibf) 1'/., 250 250 250 250 250 250 13/, 250 250 250 250 250 250 2 250 290 290 290 290 290 21/2 250 390 390 420 420 420 3 I 250 420 420 r 420 420 420 3,12 250 420 420 420 420 420 41/ 250 420 420 420 420 420 5 250 420 420 420 420 420 6 250 420 420 420 420 420 8 250 420 420 420 420 420 For SI: 1 inch=25.4 mm,1 lbf=4.45 N,1 ksi=6.89 MPa. 'The side member must be steel having a minimum tensile strength(F„)equal to 45 ksi when the steel member design thickness is from 0.0584 inch to 0.1795 inch,and a minimum F,equal to 52 ksi when the steel member design thickness is 0.2405 inch, 'The main member must be wood having a minimum assigned specific gravity of 0.50,such as Douglas fir-larch.and must be sufficiently sized to accommodate theg�screw length less the thickness of the side member.Values are also applicable for fasteners instated into the face of engineered wood described in Section i The uncoated minimum steel thickness of the cold-formed product delivered to the jobsite must not be less than 95 percent of the tabulated design thickness.I,. °Holes in the steel side member must be predntled or prepunched.Hole diameter must comply with Section 3.2 3 of this report. $Tabulated lateral design values(Z)must be multiplied by all applicable adjustment factors,including the load duration factor, C .from the NOS as referenced in the IBC or IRC. ''Screws must be installed into the side grain of the wood main member with the screw axis perpendicular to wood fibers. 'Minimum fastener penetration must be equal to the screw length less the thickness of the metal side plate. TABLE 3—REFERENCE LATERAL DESIGN VALUES(Z)FOR SINGLE SHEAR WOOD-TO-WOOD CONNECTIONS WITH SOS SCREWS WOOD SIDE MEMBER ACTUAL THICKNESS',is(inches) SCREW LENGTH 1'I2 13l4 Inches ( Lateral Design Value(Z)°2'4'5(Ibf) 2'ht 190 — 3 280 — 31 i2 340 340 4`/2 350 340 5 350 340 6 350 340 8 350 340 For SI: 1 inch=25.4 mm,1 lbf=4.45 N. 'The actual thickness of the wood side member,t,,must be either 1'/2 or 1'/,inches.as specified in the table.The wood side member thickness is an absolute value,and is not a minimum or maximum value. 'The tabulated lateral design values(Z)are based on wood members having a minimum assigned specific gravity of 0.50,such as Douglas fir--larch.Values are also applicable for fasteners installed into the face of engineered wood described in Section 3.2 2. 'The wood main member must be equal to or greater than the screw length less the thickness of the wood side member. °Tabulated lateral design values(Z)must be multiplied by all applicable adjustment factors,including the load duration factor,C.from the NDS as referenced in the IBC or IRC. 'Screws must be installed into the side grain of the wood members with the screw axis perpendicular to wood fibers. ESR-2236 I Most Widely Accepted and Trusted Page 5 of 5 c-1 0 TABLE 4—CONNECTION GEOMETRY MINIMUM DISTANCE OR CONDITION' SPACING(in.) Perpendicular to grain loading 1'/2 Edge distance (Loaded or unloaded edge) Parallel to grain loading Perpendicular to grain loading 4 End distance Parallel to grain loading 3 (Loading toward or away from end) Between fasteners in a row 3 Spacing Between rows 3 (Loading parallel or perpendicular to grain) Between staggered rows 116 For SI: 1 inch=25.4 mm. 'Edge distances,end distances and spacing of the screws must be sufficient to prevent splitting of the wood,or as required by this table,whichever is the more restrictive. 2 Values for spacing between staggered rows apply where screws in adjacent rows are offset by half of the spacing between screws in a row. TABLE 5—REFERENCE WITHDRAWAL DESIGN VALUE FOR SOS SCREWS INSTALLED IN THE SIDE GRAIN OF A WOOD MAIN MEMBER SDS WOOD SCREW DIMENSIONS(in.) REFERENCE WITHDRAWAL DESIGN VALUE224, W Screw Length,L! Thread Length', T (lbs/inch) 1'12 1 1'14 1'1: 2 11/, 21/2 11/2 3 2 172 3'12 21/4 4't 2'1 5 2°I4 6 8 3'14 For St: 1 inch=25.4 mm,1 Ibf/inch=4.44 kPa, 'The tabulated reference withdrawal design value(W.172 Ibsfinch)is in pounds per inch of the thread penetration into the side grain of the main member. 'Tabulated reference withdrawal design values(W=172 lbs/inch)must be multiplied by all applicable adjustment factors from the NDS as referenced in the IBC or IRC. 'Embedded thread length is that portion held in the main member including the screw tip. 'The tabulated withdrawal design value(W)is based on wood members having a minimum assigned specific gravity of 0.50,such as Douglas fir—larch.Values are also applicable for fasteners installed into the face of engineered wood described In Section 3,2.2. TABLE 6—RECOGNIZED EXPOSURE CONDITIONS FOR SIMPSON STRONG-TIE SDS FASTENERS WITH DOUBLE BARRIER COATING EXPOSURE TYPICAL APPLICATIONS RECOGNITION LIMITATIONS CONDITION Limited to use where equilibrium moisture content of the chemically 1 Treated Wood in dry use applications treated wood meets the dry services condition as described in the NDS 3 General construction Limited to freshwater and chemically treated wood exposure,e.g.,no saltwater exposure `� Screw and Weld Capacities 0 SSMA C-11 Screw Capacities Table Notes 1. Capacities based on AISI S100 Section E4. 6. Pull-out capacity is based on the lesser of pull-out capacity in 2. When connecting materials of different steel thicknesses or sheet closest to screw tip or tension strength of screw. tensile strengths, use the lowest values.Tabulated values 7. Pull-over capacity is based on the lesser of pull-over capacity for assume two sheets of equal thickness are connected. sheet closest to screw header or tension strength of screw. 3. Capacities are based on Allowable Strength Design (ASD) and 8. Values are for pure shear or tension loads. See AISI Section E4.5 include safety factor of 3.0. for combined shear and pull-over. 4. Where multiple fasteners are used, screws are assumed to 9. Screw Shear(Pss),tension (Pts),diameter, and head diameter have a center-to-center spacing of at least 3 times the nominal are from CFSEI Tech Note(F701-12). diameter(d). 10.Screw shear strength is the average value, and tension strength 5. Screws are assumed to have a center-of-screw to edge-of-steel is the lowest value listed in CFSEI Tech Note (F701-12). dimension of at least 1.5 times the nominal diameter(d)of the 11.Higher values for screw strength (Pss, Pts), may be obtained by screw. specifying screws from a specific manufacturer. Allowable Screw Connection Capacity(Ibs) #6 Screw #8 Screw #10 Screw #12 Screw 'I,Screw Thickness Design Fy Fu (Pss=643 Ibs,Pts=419 Ibs) (Pss=1278 Ibs,Pts=586 lbs) (Pss=1644 Ibs,Pts=1158 Ibs) (Pss=2330 Ibs,Pts=2325 lbs) (Pss=3048 Ibs,Pts=3201 Ibs) (Mils) Thickness Yel d Tensile (ksi) (ksi) 0.138"dia,0.272"Head 0.164"dia,0.272"Head 0.190"dia,0.340"Head 0.216"dia,0.340"Head 0.250"dia,0.409"Head Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 103 48 140 111 55 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 110 318 MIME 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 . 415 54 0.0566 33 45 214 100 140 344 118 195 370 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 33 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1,016 396 1,067 54 0.0566 50 65 214 140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 50 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1,016 572 1,067 Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for 6. Transverse capacity is loading in perpendicular direction of the fillet welds and E2.5 for flare groove welds. length of the weld. 2. When connecting materials of different steel thicknesses or 7. For flare groove welds,the effective throat of weld is tensile strengths, use the lowest values. conservatively assumed to be less than 2t. 3. Capacities are based on Allowable Strength Design(ASD). 8. For longitudinal fillet welds,a minimum value of EQ E2.4-1, 4. Weld capacities are based on E60 electrodes. For material E2.4 2, and E2.4-4 was used. thinner than 68 mil, 0.030"to 0.035"diameter wire electrodes 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and may provide best results. E2.4-4 was used. 5. Longitudinal capacity is considered to be loading in the direction 10.For longitudinal flare groove welds,a minimum value of of the length of the weld. EQ E2.5-2 and E2.5-3 was used. Allowable Weld Capacity(lbs I in) Fy Fu Fillet Welds Flare Groove Welds Thickness Design (Mils) Thickness Yield Tensile (ksi) (ksi) Longitudinal Transverse Longitudinal Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 1269 -' -' 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 -' ' 'Weld capacity for material'thickness greater than 0.10'requires engineering judgment to determine leg of welds,W1 and W2. 70 www.SSMA.com Copyright©2015 by the SSMA ESR-3332 I Most Widely Accepted and Trusted Page 4 of 9 C-12 TABLE 1-ELCO DRIL-FLEX SELF-DRILLING STRUCTURAL SCREWS DRILLING MINIMUM SCREW DESCRIPTION NOMINAL HEAD HEAD POINT CAPACITY2 REQUIRED TYPE (nominal size and tpi) DIAMETER STYLE' DIAMETER TYPE (inch) PROTRUSIONS (inch) (inch) Min. Max. (inch) 1 #10-16 0.190 PPH 0.365 #2 0.048 0.110 0.406 2A #10-16 0.190 IHWH 0.400 #3 0.048 0.150 0.500 28 #10-16 0.190 IHWH 0.415 #3 0.048 0.150 0.500 3 #10-24 0.190 PWH 0.470 #3 0.048 0.150 0.468 4 #12-14 0.216 IHWH 0.500 #2 0.048 0.110 0.625 5 #12-14 0.216 IHWH 0.415 #3 0.048 0.187 0.500 6 #12-14 0.216 PUFH 0.415 #3 0.048 0.187 0.500 7 #12-24 0.216 IHWH 0.415 #5 0.048 0.500 0.938 8 1/4-14 0.250 IHWH 0.500 #3 0.048 0.210 0.563 9 1/4-20 0.250 IHWH 0.500 #4 0.060 0.312 0.688 10 1/4-20 0.250 IHWH 0.500 #5 0.060 0.500 0.938 11 5/16-18 0.313 IHWH 0.600 #3 0.105 0.312 0.688 12A 5/1e-24 0.313 IHWH 0.600 #4 0.105 0.312 0.750 12B 5/16-24 0.313 IHWH 0.600 #4 0.105 0.312 0.750 For SI:1 inch=25.4 mm. 'Head styles:IHWH=Indented Hex Washer Head;PPH=Phillips Pan Head;PWH=Phillips Wafer Head;PUFH=Phillips Undercut Flat Head. 2 The drilling capacity of a screw refers to minimum and maximum thickness of the steel that the screw is designed to drill through. 'Maximum load bearing length can be calculated by subtracting the minimum required protrusion from the nominal length of the screw. TABLE 2-SCREW SHEAR AND TENSION STRENGTH,pounds-force''2,3 NOMINAL STRENGTH ALLOWABLE STRENGTH(ASD) DESIGN STRENGTH(LRFD) SCREW TYPE SCREW HEAD (TESTED) 52=3 0=0.5 SIZE STYLE Shear,Pss Tension,Pt. Shear,P„/S2 Tension,Pts/O Shear,OP.. Tension,OPt. 1 #10-16 PPH 1526 2273 509 758 763 1136 2A,2B #10-16 IHWH 1463 2276 488 759 732 1138 3 #10-24 PWH 1080 2613 360 871 540 1307 4,5 #12-14 IHWH 1992 3216 664 1072 996 1608 6 #12-14 PUFH 2128 2663 709 888 1064 1332 7 #12-24 IHWH 2503 4177 834 1392 1252 2088 8 1/4-14 IHWH 2692 4363 897 1454 1346 2182 9, 10 I 1/4-20 IHWH 2617 4619 872 1540 1308 2309 I 11 5/16-18 IHWH 4568 8070 1523 2690 2284 4035 12A, 12B 5/15-24 IHWH 5471 8757 1824 2919 2736 4379 For SI: 1 inch=25.4 mm,1 lbf=4.4 N. 'For tension connections,the lower of the available screw tension strength,pullover strength,and pull-out strength found in Tables 2,4 and 5,respectively,must be used for design. 2For shear connections,the lower of the available screw shear strength and the allowable shear(bearing)capacity found in Tables 2 and 3,respectively,must be used for design. 3Nominal strengths are based on laboratory tests. ESR-3332 I Most Widely Accepted and Trusted Page 5 of 9 C-1 3 TABLE 3—SHEAR(BEARING)CAPACITY OF SCREW CONNECTIONS,pounds-force1'2,3,4s SCREW SCREW DESIGN THICKNESS(in.)6 TYPEHEAD STYLE SIZE 0.048-0.048 0.048-0.075 0.060-0.060 0.075-0.075 1/6"3/16" 3/16"'/4" 1/4"-0.105" ALLOWABLE STRENGTH(ASD) 1 #10-16 PPH 289 289 404 - - - - 2A,2B #10-16 IHWH 369 395 453 - - - - 3 #10-24 PWH 32210 57110 5347'6'9 - - - - 4,5 #12-14 IHWH 356 573 513 497 - - - 6 #12-14 PUFH 32510 60910 481749 6247.8 - - - 7 #12-24 IHWH 29110 61010 4767'9.9 6477'8 630789 734789 6007'B9 8 1/4-14 IHWH 377 626 520 661 638 - - 9, 10 1/4-20 IHWH 3867.8 5267'e 5338 6708 5959 6249 5549 11 5/16-18 IHWH 408 622 561 891 - - - 12A, 12B 5/16-24 IHWH - - - - 1347 984 887 DESIGN STRENGTH(LRFD) 1 #10-16 PPH 433 433 605 - - - - 2A,2B #10-16 IHWH 590 631 724 - - - - 3 #10-24 PWH 51510 85410 9137.8'9 - - - - 4,5 #12-14 IHWH 569 917 820 795 - - - 6 #12-14 PUFH 52010 97510 7707'6.9 9997'6 - - - 7 #12-24 IHWH 46610 97610 7617'6'9 10357'8 10097'8'9 11747'8.9 9607'es 8 1/4-14 IHWH 603 1001 833 1058 1021 - - 9, 10 1/4-20 IHWH 6177.8 8427'8 8528 10728 9529 9999 8869 11 5/16-18 IHWH 653 996 897 1425 - - - 12A, 12B 5/16-24 IHWH - - - - 2155 1575 1419 For SI:1 inch=25.4 mm, 1 Ibf=4.4 N,1 ksi=6.89 Mpa. 'Available strengths are based on laboratory tests,with safety factors/resistance factors calculated in accordance with AISI S100. 2For shear connections,the lower of the available screw shear strength and the available shear(bearing)capacity must be used for design. 'Values are based on steel members with a minimum yield strength of Fy=33 ksi and a minimum tensile strength of F,=45 ksi. ^Available capacity for other member thickness may be determined by interpolating within the table. 5Unless otherwise noted,when both steel sheets have a minimum specified tensile strength F.z 58 ksi,multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength F>_65 ksi steel,multiply tabulated values by 1.44. 'The first number is the thickness of the steel sheet in in contact with the screw head(top sheet). The second number is the thickness of the steel sheet not in contact with the screw head(bottom sheet). 7When both steel sheets have a minimum specified tensile strength of F >_55 ksi(e.g.ASTM A653 SS Grade 40),multiply tabulated values by 1.22. 'When both steel sheets have a minimum specified tensile strength of F >_52 ksi(e.g.ASTM A653 SS Grade 37),multiply tabulated values by 1.15. 'When both steel sheets have a minimum specified tensile strength of F >_58 ksi(e.g.ASTM A36),multiply tabulated values by 1.29. t"lncreasing values for higher steel tensile strength per Note 5 is not allowed. • ESR-3332 I Most Widely Accepted and Trusted Page 6 of 9 C-14 TABLE 4—TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS,pounds-force1'3,a,5,6 MINIMUM DESIGN THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD(in.) EFFECTIVE SCREW TYPE SCREW SIZE HEAD PULL-OVER STYLE DIAMETER 0.048 0.060 0.075 0.105 1/8.. 3/16 114 " 5116" (in.) ALLOWABLE STRENGTH(ASD) 1 #10-16 PPH 0.357 386 4812 4812 4812 4812 - - - 2A,2B #10-16 IHWH 0.400 415 4812 4812 4812 4812 - - - 3 #10-24 PWH 0.470 6102 5972 7152 7152 7152 - - - 4,5 #12-14 IHWH 0.415 430 537 672 7342 7342 7342 - 6 #12-14 PUFH 0.415 3912 5372 6832 7982 7982 7982 - - 7 #12-24 IHWH 0.415 430 537 672 7342 7342 7342 7342 7342 8 1/4-14 IHWH 0.500 518 648 810 11262 11262 11262 - - 9, 10 1/4-20 IHWH 0.500 - 648 810 11262 11262 11262 11262 11262 11 5/16-18 IHWH 0.600 - - - 11692 11692 - - - 12A, 12B 5/16-24 IHWH 0.600 - - - 13262 13262 13262 13262 13262 DESIGN STRENGTH(LRFD) 1 #10-16 PPH 0.357 578 723 7812 7812 7812 - - - 2A,2B #10-16 IHWH 0.400 622 778 7812 7812 7812 - - - 3 #10-24 PWH 0.470 9762 9552 11432 11432 11432 - - - 4,5 #12-14 IHWH 0.415 645 806 1007 11922 11922 11922 - - 6 #12-14 PUFH 0.415 6262 8602 10922 12762 12762 12762 - - 7 #12-24 IHWH 0.415 645 806 1007 11922 11922 11922 11922 11922 8 1/4-14 IHWH 0.500 778 972 1215 1701 18302 18302 - - 9, 10 I 1/4-20 IHWH 0.500 - 972 1215 I 1701 I 18302 18302 18302 18302 11 5/16-18 IHWH 0.600 - - - 18712 18712 - - 12A, 12B 5/16-24 IHWH 0.600 - - - 21212 21212 21212 21212 21212 For SI: 1 inch=25.4 mm,1 Ibf=4.4 N,1 ksi=6.89 Mpa. 'Available strengths are based on calculations in accordance with AISI S100,unless otherwise noted. 2Available strengths are based on laboratory tests,with safety factors/resistance factors calculated in accordance with AISI S100,or on the shear strength of the integral washer. Increasing values for higher steel tensile strength per Note 6 is not allowed. 'For tension connections,the lowest of the available pull-out,pull-over,and screw tension strength must be used for design. 'Values are based on steel members with a minimum yield strength of Fy=33 ksi and a minimum tensile strength of F,,=45 ksi. 'Available capacity for other member thickness may be determined by interpolating within the table. 'For steel with a minimum tensile strength F„>_58 ksi,multiply tabulated values by 1.29 and for steel with a minimum tensile strength F,>_65 ksi steel,multiply tabulated values by 1.44. .,:lllule difis e.Wiiuluduttu to xH s uud dist uiul )t.,itafwrfu r'r d....a u:f:uueuu i.)rr.: r ufiuufffidlil}f/4tilli/}itN l/M/#1fiWlNflNHHivadyursrfuuw.se +)rf auied.FetuulsW.NwsseilddMrNiiHbeiNJitiYN r:.: :vex ru arf l..rrvf:r + mrusrdlYusYu.a r.. ESR-3332 I Most Widely Accepted and Trusted Page 7 of 9 C.1 5 TABLE 5—TENSILE PULL-OUT CAPACITY OF SCREW CONNECTIONS,pounds-force',2,3,0 SCREW SCREW DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD(in.) TYPEHEAD STYLE SIZE 0.048 0.060 0.075 0.105 1/e" 3/16" 1/4.. 5/16" ALLOWABLE STRENGTH(ASD) 1 #10-16 PPH 136 193 236 307 297 - - - 2A,2B #10-16 IHWH 136 193 236 307 297 - - - 3 #10-24 PWH 1228 186' 2506 4156 546' - - - 4,5 #12-14 IHWH 132 205 264 328 510 665 - - 6 #12-14 PUFH 132 205 264 328 510 665 - - 7 #12-24 IHWH 966 165' 2246 3816 507' 891' 1020 1020 8 1/4-14 IHWH 131 207 255 342 561 899 - - 9, 10 1/4-20 IHWH - 2046 2606 4236 524' 914' 1044 1206 11 5/16-18 IHWH - - - 520 707 - - - 12A, 12B 5/16-24 IHWH - - 459 637 724 1189 1424 DESIGN STRENGTH(LRFD) 1 #10-16 PPH 217 309 378 492 476 - - - 2A,2B #10-16 IHWH 217 309 378 492 476 - - - 3 #10-24 PWH 1946 298' 4006 6646 874' - - - 4,5 #12-14 IHWH 211 328 423 525 816 1064 - - 6 #12-14 PUFH 211 328 423 525 816 1064 - - 7 #12-24 IHWH 1545 264' 3596 6096 811' 1426' 1632 1632 8 1/4-14 IHWH 210 331 409 548 897 1439 - - 9, 10 1/4-20 IHWH - 3266 4166 6776 838' 1462' 1670 1930 11 5/16-18 IHWH - - - 832 1131 - - - 12A, 12B 5/16-24 IHWH - - - 735 1019 1159 1903 2279 For SI:1 inch=25.4 mm,1 lbf=4.4 N,1 ksi=6.89 Mpa. 'Available strengths are based on laboratory tests,with safety factors/resistance factors calculated in accordance with AISI S100. 'For tension connections,the lowest of the available pull-out,pull-over,and screw tension strength must be used for design. 3Values are based on steel members with a minimum yield strength of Fy=33 ksi and a minimum tensile strength of F.=45 ksi. 4Available capacity for other member thickness may be determined by interpolating within the table. 'Unless otherwise noted,for steel with a minimum tensile strength F„>58 ksi,multiply tabulated values by 1.29 and for steel with a minimum tensile strength a>_65 ksi steel,multiply tabulated values by 1.44. 6When both steel sheets have a minimum specified tensile strength of F„>_52 ksi(e.g.ASTM A653 SS Grade 37),multiply tabulated values by 1.15. 'When both steel sheets have a minimum specified tensile strength of F„L.58 ksi(e.g.ASTM A36),multiply tabulated values by 1.29. 'Increasing values for higher steel tensile strength per Note 5 is not allowed. TABLE 6—MINIMUM SCREW SPACING AND EDGE DISTANCE' BASIC SCREW FASTENED MINIMUM SPACING MINIMUM EDGE DISTANCE MINIMUM EDGE DISTANCE FOR DIAMETER MATERIAL (3d) (1.5d) FRAMING MEMBERS(3d) (inch) __ 0.190 Steel 9/1 6" 5/1 6" 9/16" (#10) 0,216 Steel 11/16n 3/8" 11/16. (#12) 0(2� Steel 3/4" 3/8" 3/4Y 0.3125 Steel 15/16" 1/2" 15/16" (5/16) For SI: 1 inch=25.4 mm. 'For screws used in framing connections,the spacing between screws may be less than 3 times the nominal screws diameter,but at least 2 times the screw diameter, provided the connection shear strength values in Table 3 are reduced by 20 percent[Refer to AISI S240 Section B1.5.1.3(Section D1.5 of AISI S200)]. C-16 V L M K Project: 72ND&DARTMOUTH Job#: 20210111 By: KDR Date: 04/21 sheet#: ENGINEERING+DESIGN CURTAINWALL ANCHORAGE-7 1/2": MAXIMUM MULLION REACTIONS: [CONTROLLING TYPE] Vu=(37.8 psf)(3.25')(8.67')=1065# [T-ANCHORS-S52] Vu=(40.5 psf)(1.80')(7.67')=560# [F-ANCHORS-S55] Vu=(37.8 psf)(3.25')(8.67')=1065# [U-SHAPE AT DOOR BASE-S52] CONCRETE ATTACHMENT: HILTI KWIK HUS-EZ SCREW ANCHORS [SEE PROFIS OUTPUT] USE 3/8"DIA x 2"EMBED,(2)AT ALL T-ANCHORS AND F-ANCHORS,(1)AT DOOR U-ANCHORS STEEL ATTACHMENT(HSS/WF BEAM): 1/4-20 ELCO SELF-DRILLING SCREWS Vallow=(852#)(0.6)=511# [SEE ICC-2236,TABLE 2] #SCREWS=(1065#)/(511#)=2,09 (T-ANCHORS) #SCREWS=(560#)/(511#)=1.10 (F-ANCHORS) USE(4)SCREWS AT T-ANCHORS,(3)SCREWS AT F-ANCHORS o*EE Wive. 4� 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com FII1arI www.hilti.us Profis Anchor 2.8.9 Company: VLMK Page: 1 Specifier: KDR Project: 72nd&Dartmouth C-1 7 Address: Sub-Project I Pos.No.: Curtainwall Anchorage Phone I Fax: I Date: 4/8/2021 E-Mail: Specifier's comments:T Anchors(Interior Mullions)-7.5" 1 Input data 4i!". Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/8) OK 10111166.10110 111M01011111a0.111. Effective embedment depth: het.&=1.540 in.,hnom=2.125 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 3/1/2020 112/1/2021 Proof: Design method ACI 318-14/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x Is,x t=3.376 in.x 8.500 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,fb'=4,000 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,in.lb] Z r 1 Q1 o 6 6.5 -X-- 6 0 le, ./10` Ilk 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,Schaan IIIiii.TI www.hilti.us Profis Anchor 2.8.9 Company: VLMK Page: 2 Specifier: KDR Project: 72nd&Dartmouth C-1 8 Address: Sub-Project I Pos.No.: Curtainwall Anchorage Phone I Fax: I Date: 4/8/2021 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity I3N/pv[%] Status Tension - - - -/- - Shear Pryout Strength 1,065 2,877 -/38 OK Loading Utilization I3N0,[%] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings 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,Schaan 1101,11X11.1, www.hilti.us Profis Anchor 2.8.9 Company: VLMK Page: 1 Specifier: KDR Project: 72nd&Dartmouth C-1 9 Address: Sub-Project I Pos.No.: Curtainwall Anchorage Phone I Fax: Date: 4/8/2021 E-Mail: Specifier's comments: F Anchors(Jamb Mullions)-7.5" 1 Input data ;lei►`➢. .�Asi1G tc.fi& hY .,tJ Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/8) Effective embedment depth: hetact=1.540 in.,hnom=2.125 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 3/1/2020 12/1/2021 Proof: Design method ACI 318-14/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=3.376 in.x 8.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,f,'=4,000 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,in.lb] x of o 63.5 6 O ' 5� Jr,i 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,Schaan 1■■IIli.iiiT1 www.hilti.us Profis Anchor 2.8.9 Company: VLMK Page: 2 Specifier: KDR Project: 72nd&Dartmouth C-20 Address: Sub-Project I Pos.No.: Curtainwall Anchorage Phone I Fax: I Date: 4/8/2021 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity YN/pv[%] Status Tension - - - -/- - Shear Concrete edge failure in direction x+ 920 2,014 -/46 OK Loading t+N Dv Utilization DN,v[%] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings 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 Hilt'AG,Schaan 10141II .1111111a.I www.hilti.us Profis Anchor 2.8.9 Company: VLMK Page: 1 w-� Specifier: KDR Project: 72nd&Dartmouth Address: Sub-Project I Pos.No.: Curtainwall Anchorage Phone I Fax: I Date: 4/8/2021 E-Mail: Specifier's comments:U Anchors(Door Mullions)-7.5" 1 Input data • Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/8) 1111111110111011111101118k161114810.1M14 Effective embedment depth: het,act=1.540 in.,hnom=2.125 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 3/1/2020 112/1/2021 Proof: Design method ACI 318-14/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x lY x t=3.376 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,4000,fb'=4,000 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,in.lb] Z 6 'x.. o 6` + , S" { { Q 44, t 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 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 11•4,L:11", www.nilti.us Profis Anchor 2.8.9 Company: VLMK Page: 2 Specifier: KDR Project: 72nd&Dartmouth C-22 Address: Sub-Project I Pos.No.: Curtainwall Anchorage Phone I Fax: Date: 4/8/2021 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity pN/pv[%] Status Tension - - - -/- - Shear Pryout Strength 1,065 1,438 -/75 OK Loading PN Utilization I N,v[%] Status Combined tension and shear loads - - - - - 3 Warnings • Please consider all details and hints/warnings 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,Schaan 28 16000T SystemTM1 Curtain Wall MAY, 2019 C-23 WIND LOAD CHARTS (1" INFILL) EC 97911-205 SINGLE SPAN Allowable Stress LRFD Ultimate TWIN SPAN Design Load Design Load METERS A= 20 PSF(960) 33 PSF(1580) METERS .5 1 1.5 2 B= 30 PSF(1440) 50 PSF(2400) .5 1 1.5 2 23 I IfI 7 C= 40 PSF(1920) 67 PSF(3200) 30 I I N i I —e 22 D= 50 PSF(2400) 83 PSF(4000) 29 -- 21 6.5 E= 60 PSF(2880) 100 PSF(4790) 28 —8.5 I r d 0 20 _6 27 I d .rn A I 8 is` 19 26 Y Ti a :T.,0`m o 18 - '5.5 T • `o 25 0, ,c. .`. 7 2?2c$ W 17 W 24 .0a F.I. a W _"5 I _ D LL cy Z 16 0 0a Z 23 7 �'c'� o = 15 —4.5 (n = • = W I- 22 cn m m _ (Z U 14 W- Z Z 21 B —6.5H m p = Z13 4 C+ O Q Z 20 m `o E O > » O --6 ogo8 J 12 2: v 2: C7 J ,9 N d o —3.5el W 18 C 5.5 t T. 2 11 10 —3 II t7 o N`5. E D —5 c m 9 s 8 p �� i6 �o� C l. O N O N —2.5 5 A 5 m 8 / AIM t5 4.5 32 2 b u ta rn t 7 F • 14 - v y m 2 ''T y 13 6 - 171213 t3 4 1 E I=3.662(152.42x10') 12 -' c.Y2 50 1 2 3 4 5 6 7 8 S=1.662(27.24 x 10') 0 1 2 3 4 5 6 7 8 MULLION CENTERS IN FEET MULLION CENTERS IN FEET INTERMEDIATES AND JAMBS: AREA=(3.301(12.0')=40 sqft Pw=32.0 psf>31.2 psf (OK) SINGLE SPAN CONTROLLING CASE=TYPE S3 TWIN SPAN METERS METERS V .5 1 1.5 2 .5 1 1.5l 2 E 23 ( I 7 30 6 + d \\ 22 29 5 —6.5 —9 21 28 —8.5 8Q 20 27 —6 `o_ A —e 19 26 • T B 18 5.5 25 —7.5 '3 ui F 17 F 1- Q W 24 E W —6 = D W Z 16 0 ra fY 23 7 a EI al W CO 8 2' I CC 6 5 m LT, 14 \\,73 > > O 20 D _"6 Q c J 12 '.L v a J 19 E a D A —3'5 csi W D d u I 11 v 18 -5.5 r U 10 `—3 1 17 y I C \ —5 0 9 to r m Y 2.5 d N `\ b 6 E 15 —4.5 N Y t 7 • 14 2 6 ' 171214 13 —4 1=4.5071(87.60 x 101) 12 5 0 1 2 3 4 5 6 7 8 S=1.968(32.25 x 10') 0 1 2 3 4 5 6 7 8 MULLION CENTERS IN FEET INTERMEDIATES AND JAMBS: MULLION CENTERS IN FEET AREA=(2.17')(14.33')=31 sqft Pw=38.0 psf>37.4 psf (OK) I CONTROLLING CASE=TYPE S51 KAW N E E R ADMD080EN kawneer.com AN ARCONIC COMPANY 28 16000T SystemTM1 Curtain Wall MAY, 2019 C-24 WIND LOAD CHARTS (1" INFILL) EC 97911-205 Allowable Stress LRFD Ultimate Design Load Design Load A= 20 PSF(960) 33 PSF(1580) B= 30 PSF(1440) 50 PSF(2400) C= 40 PSF(1920) 67 PSF(3200) D= 50 PSF(2400) 83 PSF(4000) E= 60 PSF(2880) 100 PSF(4790) x d ,v d c Y m m o1 iG1 OE m 0 0 -5 a E.C . m.a c 3 . y rnc = y U c � a� N d o E STOREFRONT INTERIORS(171214 WITH 162362 REINF): °'`a C 4' E W Ix=4.507 in4 Is= 2.228 in4 m o Sx= 1.968 in3 Ss= 1.456 in3 m 3 o 2 o N N ,6 CONTROLLING TYPE=S7 S.0 t W AREA=(4.73')(13.33')=63 sqft N o,m 11 WIND LOAD=30.2 psf(0.6) = 18.1 psf = E C A C l0 y~O N DEFLECTION CHECK: L/175=0.914" 'IT!" w 8, O � N O y O C y 4-, E D= (5)(18.1 psf)(4.73')(13.33')(160")^3=0.895"<0.914" (OK) ° ° " (384)(10,100,000psi)(6.735 in4) F1"8 I P -J aY 2 STRESS CHECK: M=(18.1 psf)(4.731(13.331^2(1/8)= 1902#' Sreq= (1902#')(12)/(15,152psi) = 1.507 in3<3.424 in3 (OK) SINGLE SPAN TWIN SPAN METERS METERS lo .5 1 1.5 2 .5 1 1.5 2 E 23 I I f I 7 30 I I \ 22 29 c m —8.5 3 21 28 —8.5 8 U 20 27 C —6 0 19 26 A —8n 18 -5.5 y--- — 25 B t_ —7.5 S Wu. 17 I— I— Q 111 24 co —5 16 0 (7 a Z 23 7 W 2 15 —a.s CO •= • = Iy F- 22 C U) u W14 W Z Z T 0 21 —8.5 W 0 = 1j 0 0 = L.1 $ f, 13 - —a �` J Q ZZ D 20 0 > > > —6 ° 'O >: J 12 rL v 2 a J 19 m E ii W F A —3.5 . ;. b N ll � 11 v 18 E5.5 $ U 0 10 —3 . 17 2 a C —5 E".' 3 9 • 16 Z 2.5 8 15 —4.5 m N 7 E • A 14 Y c 2 6 171214 13 —^4 5 1=4.5071(87.60 x 10`) 12 0 1 2 3 4 5 6 7 8 S=1.968(32.25 x 10') 0 1 2 3 4 5 6 7 8 MULLION CENTERS IN FEET MULLION CENTERS IN FEET FC KAW N E E R ADMD080EN kawneer.com AN ARCONIC COMPANY MAY, 2019 16000T SystemTM1 Curtain Wall C-25 EC 97911-205 WIND LOAD CHARTS (1" INFILL) SINGLE SPAN Allowable Stress LRFD Ultimate TWIN SPAN Design Load Design Load METERS A= 20 PSF(960) 33 PSF(1580) METERS .5 1 1.5 2 B= 30 PSF(1440) 50 PSF(2400) .5 1 1.5 2 23 } I 7 C= 40 PSF(1920) 67 PSF(3200) 30 I \\ ' I s 22 D= 50 PSF(2400) 83 PSF(4000) 29 a 21 -8.8 E= 60 PSF(2880) 100 PSF(4790) 28 A-es v 3 20 27 _ 3 a 6 y . w 19 26 6 .S v_fno U • 4i od 18 5.5 1 1 25 CrL B -7.5 c a {j 17 • J w a W I- 1- Q W a w 24 cam , W -5 = _ '�m,ip a Z 16 (� Q W Z 23 . 7 w CC,j 2 = 15 K = =ITi I S22m2mc � \\ -1-4.5 Z 1 U C 6.5Wc w$ IlJ 14 O O W21I-.am W? q S Wo>9 T Z 13 J oJQZ 20 °�` o O ° > > O -6 w w 3 i3 J 12 2Q J 19 o N w C 3.5 w n D �+ 11 r - ( 18 5.5 '� � j E wdH � wmS 10 -3 17 FT 2i =e E 5 w p'cg c 9 16 m w o.N F'CO c w 2.5 il t m 13, -4.5 n N a O • c o iu 7 4 wAc -2 2 3 2 6 171215 13 -a 3 nY z 5 =7.91 s(329.45x10') 12 •y,,;�,,. 0 1 2 3 4 5 6 7 8 S=2.635(43.18x10') 0 1 2 3 4 5 6 7 8 MULLION CENTERS IN FEET MULLION CENTERS IN FEET r; " INTERMEDIATES AND JAMBS: AREA=(3.38')(15.33')=52 sqft Pw=31.0 psf>30.4 psf (OK) SINGLE SPAN CONTROLLING CASE=TYPE 555 TWIN SPAN METERS METERS a v .5 1 1.5 2 .5 11 1.5 2 m 23 I I f I 7 3o I I ' I 9 w c 22 29 - 3 -6.5 A c8 21 28 -8.5 c 20 27 B -6 -8 '-,6; 19 26 18 �5.5 1 1 25 C • -7.5 p W 17 F F, Q W 24 E z 16 -5 0 a iii LT, w Z 23 • 7 ? 15 -4.5 !n = '_ 11I = 22 D co Q'c W 14 A W Z Z T C0 21 rt -6.5 W wy B W N = W o> z 13 -4 J m .JI Q Z 20 E Q O C > 7 M 0 -6 22g a -7-112 2O is Eo -3.5 W D t g U 2 11 N ( 2 18 5.5 m a c 10 D` 3 1 t`�.,. 1 n P.o w E 1 5 9 16 c 2.5 3 0n 8 15 -4.5 • Y c 7 4 -2 6 171216 13 -4 5 I=9.594(399.33 x 10R) 12 0 1 2 3 4 5 6 7 8 S=3.163(51.83x 10') 0 1 2 3 4 5 6 7 8 F MULLION CENTERS IN FEET INTERMEDIATES AND JAMBS: MULLION CENTERS IN FEET f 1- `fir AREA=(3.301(16.0')=53 sqft "" ' Pw=34.0 psf>30.4 psf (OK) CONTROLLING CASE=TYPE S61 kawneer.com ADMD080EN VC KAW N E E R AN ARCONIC COMPANY f ,' r} f:r 30 16000T SystemTM1 Curtain Wall MAY, 2019 C-26 WIND LOAD CHARTS (1" INFILL) EC 97911-205 SINGLE SPAN Allowable Stress LRFD Ultimate SINGLE SPAN 162016 W/162300 Design Load Design Load 162016 W/162301 A= 20 PSF(960) 33 PSF(1580) METERS B= 30 PSF(1440) 50 PSF(2400) METERS .5 1 1.5 2 C= 40 PSF(1920) 67 PSF(3200) .5 1 1.5 2 30 I I I 9 D= 50 PSF(2400) 83 PSF(4000) 30 I I I I —9 29 E= 60 PSF(2880) 100 PSF(4790) 29 x d �.v 28 8.5 28 —8.5 4, 27 27 Y i . a O 26 8 26 —8 1 8-m riio p o c 25 I i h`-- L� 25 a n o �, c 7.5 � 0 --7.5 wm�a l j 24 / ~ 24 3 vi W r I•- 11 w '2 c Q 11 23 7 _ , LL 23 • 7 °r6m z '/, d 1, z ` a to i 22 w % _ = zz \ 1111 co aoN 21 I 6.5 FW- ( Z / L921 —6.5 W goaE = W O _ A W 8"5 ce z zo 2 v -J 1z 20 2 �3 a 9 2 O8 7 y iio O —6 aVacmJ19 J19 m�"N m 18 \LIIIik 5.5 + r 2 18 111 5.5 w m .0 a -1— loll yQm v N c Ec. 17 17 g 5 5 2'm c m 16 ‘1111144k 16 - v n w n. 15 161E041 171216 171216 5 a� 2,aa.5 W/162300 W/162301 la=9 a S a.s a'° o 0; la=9.594(399.33 x 104) .594(399.33 x 10") m 2 m W 13 4 Sa=3.163(51.83 x 10') Sa=3.163(51.83 x 10') 13 4 - a Y c Is=3.805(158.37 x 10') Is=5.684(236.59 x 101 120 1 2 3 4 5 6 7 8 Ss=1.669(27.35 x 10') Ss=2.493(40.85 x 10') t2o 1 2 3 4 5 6 7 8 MULLION CENTERS IN FEET INTERMEDIATES: MULLION CENTERS IN FEET AREA=(3.251(17.33')=56 sqft Pw=60.0 psf>34.8 psf (OK) SINGLE SPAN SINGLE SPAN CONTROLLING CASE=TYPE S52 162016 W/162301/302 162016 W/162301/302/303 METERS METERS S 1 .5 1 1.5 2 .5 1 1.5 2 30 I I 1 f 30 I 1 9 29 1 • 29 28 —8.5 28 8.5\.1 c `o 27 27 26 —8 26 \\ 8 0 glIININNII 25 iii �' L� 25 A c —7.5 o ws.m • 1- 7.5 4, W 24 I F- y W 24 0 ° Z23 7 0 1 ((5 Z 23 7 = 22 A N2' % 1 = % = 22 cc w c x0 —6.5 W I 1 (9 W CO 4) ED 21 • F- 1p Z i W 21 6.5 I- �E = W / \ O = W 'o >: ikk / J / Z0 20 B 0 r\� .., J % Oz 20 6 . E n m .may a . sy 19 2 J 19 PA 8 18 s ssr=.41 18 5.5z a m C 1 u.0 a o` 17 17 a" Y D —5 tcni E 5 y pi N 16 16 i 1 15 —45 "171216 171216 15 `, 4.5 Y 14 E W/162301/302 W/162301/302/303 14 la=9.594(399.33 x 10') is=9.594(399.33 x 10') 13 —4 Sa=3.163(51.83 x 10') Sa=3.163(51.83 x 10') 13 4 Is=7.893(328.53 x 10') Is=9.347(389.05 x 10') 120 1 2 3 4 5 6 7 8 Ss=3.462(56.73 x 10') Ss=4.100(67.19 x 10') t20 1 2 3 4 5 6 7 8 MULLION CENTERS IN FEET MULLION CENTERS IN FEET <KAW N E E R ADMD080EN kawneer.00m AN ARCONK COMPANY 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 ( _ , _ Transmittal Letter I i c;A I<r> 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 •www.tigard-or.gov IIMIIIIMMIIIMIIIIIIIIIIIIIMIIMNNMMIIIIIIIMIIIIIMIIIIMIIIIMIIIIIII TO: TOM DATE RECEIVED: DEPT: BUILDING DIVISION ,:° bfArx h � FROM: ELIOT ADAMS .. COMPANY: ESSEX GENERAL CONSTRUCTION,INC. ,,,Ty c , PHONE: (503)951 9912 9L'',, 0'',°` ,l By: EMAIL: ELIOT.ADAMS@ESSEXGC.COM RE: 11974 SW 72ND AVE BUP2019-00346 (Site Address) (Permit Number) DARTMOUTH APARTMENTS,LOT 31 (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies a x1/ , , ,r' r .I'Opies jesexiphQp ',-1 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): Shop Drawings REMARKS: DEFERRED SUBMITTAL:Storefront and Curtain Wall Shop Drawings&Calculations VALUATION:$575,080 i t FOR OFFICE USE ONLY Routto Permit Technician: Date: _Q.,3-24 Initials. Fees Du Yes n No Fee Description:Description: Amount D e: fl ,; , $ 19I .33 ttsr/ ,, , I t� rlftr,,d� !f � C�1 � r r � r l t "`r�t n r p rt It��l1 si,g /5,,>, j r - P 'Q,�Pic Yl .$jlttr r r .� a l �Fli ' . r r '�. , r i f/, x i3 �. 1 $ Special $ 1 q6S • 3 3 I 4 Instructions: Reprint Permit(per PE): E Yes No n Done Applicant Notified: Date: Initials: t t