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Report (63) N /Ptie_i_ot?-oc,73, . GENERAL WALK-IN COOER LOAD CALCULATION ., .. . . , .:•-iilliiiiillii:" ',. ,:.;:,,c,orl:::;,-1.4:1!,-:',;, TRENTON 7,........, . . LB.OSTERUD COMMERCIAL REFRIGERATION INC 5920 NE GLISAN KELMAN ACRES PORTLAND,OR AA CONSULTING PM LLC 97213 USA PORTLAND,OR Ph:5032346445 97210 USA Fx:5032340668 Email:LB.Osterud.cri-pdx.com -1,--•w- ,,- "41`1.ri,:7.%trit,,1,.. .:;.,;1'1:''';•rg .!;•9,,!,'' ,11'dioatio itgoittikEtits,,•, 33.., .3,,',....!:,.., - -,-,:„:,. ••.,, ..;_. .„r ,-,•..N,..,43!.3.: 3.3 3.!J,-... Application General Walk-In Freezer Location Indoor Internal Temp -10 OF Internal RH 95% , External Temp 85°F External RH 55% Wall Load 1,468 BTUH Infiltration 1,624 BTUH Products 730 BTUH Miscellaneous 558 BTUH 17% 13% 34% 37% • • - - ,.., ,t:•:. .,,„ ••;... ,. .- ,.., ••:'•• 1,, ..: , 't,'..,71;•!-4,7!„c'f;it''..7.:0-,77!-44ii!::;•'741!;:4:0;:liei::1•••L '..1,411.,'• itry.ii:I**4000.R0.A410.00:40.01 ) ii,q'..:;;;' .::--, -. _n K Factor R Value El_ _ m..._u_i___ 1 Dim 2 Area Load Section Construction ThickTempfn; (ft) (ft2) (BTUH) Rear Urethane,Standard panels , 4.000 0.14 28.57 85.0 , 9.00 8.00 72 239 Right End Urethane,Standard panels 4.000 0.14 28.57 85.0 8.00 8.00 64 213 Front Urethane,Standard panels 4.000 0.14 28.57 85.0 9.00 8.00 72 239 Left End Urethane,Standard panels , 4.000 0.14 28.57 85.0 8.00 8.00 64 213 Insulated Floor-Panels On Floor 10.000 0.31 32.32 9.00 8.00 72 324 Concrete On Grade , Ceiling Urethane,Standard panels 4.000 0.14 28.57 85.0 9.00 8.00 _ 72 239 VOLUME (ft3) 576 TOTAL WALL, FLOOR AND CEILING LOAD 1,468 'IviLv:".14iAii .7',:liftr ..•:,•kt.eir;:g:.4:4fgiii:NatioN lESTIMATEDoAPic: :**3 -**OKEVAMPOSAGC4.::':31:",'''3:3 ,'3'..-.3 3-Ii..,..:''.3'.'... • ','.3'.- ' 3- 'n, 311,3•3; i',31-•,:,!!3e333;;1:10, . ,333• ..3... -• ,•<- • • - - Internal Temp Internal Rh External Temp External Rh Ventilation Load Box usage (°F) (%) (OF) (%) (CFM) (BTUH) Re9ular -10 95 85 55 1,624 NI;gr,m!'61.1rIPT, .7`4ti, ,-.41 :,;!:t.:4.,J.,;1 ifq,, ..,or,-. ,,rgagitcr:kO. .. .,:..::,• •!, . : 3:3 334-..k3.33:3, i.•33.;:3, 3.3.3--.,,,.,..3.3,..3:3, .. . .-.., ,..-.3,. .::,. ''''' '''''' • *''‘'. ''''''' ''.- '-- • •'. ' . 'Weight Enter Temp-Final Temp Pull Down Load Type (lb) (°F) (OF) (hrs) (BTUH) General,Mixed Products,Approximation 576 0.0 -10.0 24 103 General,Mixed Products,Approximation 3,500 0.0 -10.0 _ 24 627 TOTAL PRODUCT WEIGHT(Ihs) 4,076 TOTAL PRODUCT LOAD 730 71 , 4 '.a. ,, . : .1isql.1.491.!s koAoq.,.. Load Quantity Description Power Units Run (hTimers) , (BTUH) LIGHTING 1 W/ft2 24 246 1 EVAPORATOR MOTORS 100 W 22 313 TOTAL MISCELLANEOUS LOAD 558 "7 i9 ', 114UZ,,,V,9i•Ntiie,r144t , ' `s'YS'TEmpEs-g"''N-1!-S"O'4rko •' '':tli';''' ‘1qr 'i /.!:'1•.;;!:;;I:'';t,:;',......:.::''',:,':.-1'i :,::::::-:''''.'i.,!,,,f,::".•:. •:., . ...,;!.:1:1•:-.1! ::. ..,„,1,1.::;:..:., :..:-.:, r:..,4.?,,.1....::•:.,V1:,,:. ..:..,...,•;„.4.4/..,....,..:;-• •; Design SafeRun Time DiTD Li Safety Capacity Line Condenser ty gn ne Loss Load Load es Required Refrigerant Frequency Ambient Factor (Hours) (0F) (*F) (BTUH) (BTUH) (BTUH) (Hz) (°F) 4,380 10% 4,818 18 6,424 R404A 60 10 0.5 95 •,•.!:•,.1.4.i.m1.4:•••-,-.?•:,:qpv:::4„,„::::-.1..,••.,:•-:,,..„ .... ti ,ii!!:••yr EQUIPMENTSELECTIONsystom, . ,,, ,..:.„. .,„ .. ,.; 3:.,::3!3,..3 : •,.,'-..: .: • .;,.:3- - 11 - 31.4, 3:-,3.,6.,33,13.4.,L-Y),,!;,:,i,i2.,fii:c3re-3,4.,! 4, '.., ' Rating Equipment Type Quantity Model Number Description Voltage (BTUH) Condensing Unit 1 TEHA025L6-HT3B EH-Une Herrnetic]Condensing Units-Air 208-230/3/69 . 8,941.. .. ..„-rrr.--7„,tr.,,i7:,:ri..1..-rE,V•v:50.1•1.).4••,:iotp,T.:',.:,,I: ! ,.;:i0-1;,e'•,••W!',;0;:'-''•••::k•SifirrEi4118A1:40Cf.:- '. :.,•:•'"-,• ••,....,•i::t,::.i?:','!:: ••• .. ,;:• ,,,,,:,„i.,,. • ,-„,-,•,„;,,,i...;„,..:•, ••••i,'''.211i:&.':'inli.?''Ati''..... 41.4:':',..:,''..":.:::-..1:1.:c.:E:4•i.••!'•.-..:4.i•li:•.:1:, •,ii,::.ee a•;•• . . ., . . ,. .., Fan Load( TWI) 1 Suction Temp(OF) Evaporator TD(OF) System Capacity(BTUH) 0 0 PAGE 1 OF 4 NATIONAL REFRIGERATION AND Order Item No:0 .406.1011111. AIR CONDITIONING CANADA CORP. TLP21411A-S16-T TRENTON 159 ROY BLVD, PO BOX 2020 LOW PROFILE CANADA '1111111111111." ORD,ON EVAPORATOR CANADA N3T 5Y6 DATE : 18 Sep 201T NATIONAL REFRIGERATIO ,ill furnish equipment in accordance with this drawing and specifications,and PURCHASERA : 1AA8 2017 P C subject to its published warranty. .vat of this drawing signifies that the equipment is acceptable under the provision of the job specifications.An, • ange made hereon by any person whomsoever subject to acceptance PROJECT: Busters Tex- •BQ Tigard OR by NATIO REFRIGERATION at its home office. SUBMITTED BY: LB.Oster . Dimensions shown are for standard unit less a38 SLOTS options. ��l�titi�`�\ �1�"\\\��\\\\4\\__ \\\MOUN11 BRACKETS DIMENSIONS DIMENSION A 46 1/4 in DIMENSION B 33 1/4 in . DIMENSION C 15 7/8 C AIR THROW DIMENSION 0 [403] APPROc Xi DIMENSION E DIMENSION F Hi DIMENSION G 0 in DIMENSION H N ' y 3 3/4 MPT / 3/4 FLARE CONNECTIONS t76) DRAIN CONNECTION DISTRIBUTOR 1/2 in SUCTION 7/8 int/4 t 11 7,8[302) 9] �8 DRAIN 3/4 in WATER M'"_iM� DISCHARGE PAN LOOP A HOT GAS SIDE PORT B / HOT GAS INLET 162l � - i- �t 3 HOT GAS OUTLET REF- " RATIONt42 ` OTHER NECTIONS. ] SHIPPING,WEIGHT 78 lb SUCTION & LIQUID. CONNECTIONS. REFRIGERANT CHARGE 21b ,1 U ELECTRICAL RECEIVER CAPACITY ...._4$ - (TOP VIEW) APPROVALS r.d.t7;i 41) � o = a a C (h' . � i 0O 00 NOTES: Z-V1 W13-4 ` _ PAGE 7 OF 7 NATIONAL REFRIGERATION AND -ii� AIR CONDITIONING CANADA CORP. TEHA025L6-HT3B TRENTON 159 ROY BLVD,PO BOX 2020 `416110111111P" BRANTFORD, EH-LINE HERMETIC "' CANADA N3T5Y6 CONDENSING UNITS-AIR PURCHASER :AA Consulting PM LLC SUBMITTED BY : LB.Osterud PROJECT: Busters Texas BBQ Tigard OR DATE : 18 Se• 2017 ORDER# : -A00 ITEM # : 0 QUOTE# : ID # : PURCHASER'S PO# : TAGGING : MODEL FEATURES • Copper tubing secured with cushion • Outdoor weather-resistant housing • Weatherproof electrical control box clamps made from G90 galvanized steel with compressor contactor and fused •Crankcase heater • Pre-formed piping control circuit • Fixed Flooded head pressure control • Receiver with fusible plug and outlet •Adjustable low pressure control with (unless otherwise indicated) valve flex hose/fixed high pressure control • High efficiency PSC fan motor with •Suction Service valve • High efficiency enhanced copper tube internal overload protection • Units are shipped with Helium holding and aluminium fin coil design charge • PrePainted steel cabinet MODEL OPTIONS( * = Shipped Loose) — _PRE-ENGINEERED OPTION PACKAGE AD3USTABLE PRESSURE CONTROLS Heated and Insulated Receiver A-STD _Continued Hoffmann Fan Speed Control 1 B _ Johnson Dual with flex hose '—HOUSING MATERIAL C _ Separate High/Low with flex hoseStainless Steel _ D BALL VALVE Insulated Suction Line E *Liquid line LIQUID LINE FILTER+SIGHT GLASS F *Suction Line 1 Sealed G CABINET FINISH _Liquid Una Lock-Out Relay H D Painted Grey LIQUID LINE SOLENOID VALVE ...� J —CAPACITY CONTROL-HOT GAS BYPASS _ *Standard 230V Coil W — To Inlet of Evaporator *Standard 115V Coil L _ To Suction Une —Oversized Receiver 1 DEFROST FUSING-SHOW SET QTY Compressor Circuit Breaker —PHASE/VOLTAGE MONITOR Up to 30 Amps —Compressor Time Delay Relay 3-Lead 35 Amps to 60 Amps _CONDENSING UNIT PRISON PACKAGE — 6-Lead(MotorSaver455) ELECTRIC DEFROST KIT _ Tamper Proof Screws Pump Down Toggle Switch (TIMECLOCK INCL) Crankcase Pressure Regulator '~Receiver Inlet Ball Valve Up to 40A Htrs,30A Fans 1 Evap ^Discharge Air Hood _Single Point Electrical Up to 60A Htrs,30A Fans 1 Evap DISCONNECT SWITCH _Sub Cooling Circuit Up to 40A Htrs,30A Fans 2 Evap — Fused SUCTION ACCUMULATOR _ Up to 60A Htrs,30A Fans 2 Evap — Non-Fused 1 With Heat Exchanger Up to 60A Htrs,40A Fans 3 Evap EC FAN MOTORS+SPEED CONTROLLER Without Heat Exchanger Up to 80A Htrs,50A Fans 3 Evap _ All Motors Variable Speed-230V Units —SUCTION FILTER DEFROST KIT SmartSpeed 0 Sealed Type (USE WITH KE2) Export Crating _TIME CLOCK Up to 30A per Evap ^Extended Leg Kit _ Paragon 8145 Style 35A to 50A per Evap COIL COATING *230V Paragon 8145 Style 115V Control Circuit ^ Heresite Coating _ •115V Paragon 8145 Style 30A Contactor — ElectroFin Coating Two Valve AdjustableFfooded Head 40A Contactor __ FIN AND MATERIAL Pressure Control 60A Contactor ^ Gold Coat Fins Wind Guard AD3USTABLE PRESSURE CONTROLS Copper Fins ___Less Flooding Valve(s) Danfoss Dual with flex hose _Hail Guard for Condenser 1 TQuickVac Valves VOLTAGE SYSTEM REFRIGERANT RATING SUCTION TEMP AMBIENT TEMP CAPACITY 208-230/3/60 R404A 2,5Hp -20.5 of 95 of 8944 BTUH FANS COMPRESSOR CIRCUIT TOTAL QTY POWER FLA/FAN TYPE QTY RLA LRA AMPS WATTS MCAt MOP* 1 1.1 CF09K6E-TF5-247 _ 1 9.2 72.2 10.3 12.6 20 LIQUID 3/8 in SOUND - REC CAPACITY 14 lb APPROVALS SUCTION , 7/8 in _ WEIGHT 281 lb REF CHARGE NOTES: leo t MCA.. Minimum Circuit Ampacity, * MOP.. Maximum Overcurrent Protection MCA&MOP are for the condensing unit ONLY. Single point connections WILL show different on dataplate. APPROVED BY: DATE: Approval of this drawing signifies that the equipment is acceptable under the provision of the job specifications.Any change made hereon by any person whomsoever subject to acceptance by NATIONAL REFRIGERATION at its home office. PAGE 2 OF 4 (f NATIONAL REFRIGERATION AND TEHA02516-HT3B ... AIR CONDITIONING CANADA CORP. EH-LINE HERMETIC TRENTON 159 ROY BLVD,PO BOX 2020 ��' BRANTFORD,ON CANADA N31 5Y6 CONDENSING UNITS-AIR PURCHASER :AA Consulting PM LLC SUBMITTED BY : LB.Osterud PROJECT : Busters Texas BBQ Tigard OR DATE : 18 Sep 2017 ORDER# : -A00 ITEM # : 0 QUOTE # : ID # : PURCHASER'S PO # : TAGGING : SELECTED OPTION DESCRIPTIONS LiAyid Live Filter+Sight Glass-Sealed Sporian C Series with ODE solder connections and Sporian SA moisture indicator factory installed in liquid line. pre-Engineered Option Package-B Uquid line filter drier and sightglass: Sporlan C Series filter-drier with ODF solder connections and Sporian SA moisture indicator factory installed in liquid line. Approval of this drawing signifies that the equipment is acceptable under the provision of the job specifications.Any change made hereon by any person whomsoever subject to acceptance by NATIONAL REFRIGERATION at its home office. PAGE 3 OF 4 r NATIONAL REFRIGERATION AND Order Item No:0 .,' .4111111.1b. AIR CONDITIONING CANADA CORP. TEHA025L6-HT3B TRENTON 159 ROY BLVD,PO BOX 2020 `1111111111111111r BRANTFORD,ON EH-LINE HERMETIC sii CANADA N3T 5Y6 CONDENSING UNITS-AIR NATIONAL REFRIGERATION will furnish equipment in accordance with this drawing and specifications,and DATE : 18 Sep 2017 subject to its published warranty.Approval of this drawing signifies that the equipment is acceptable under the PURCHASER :AA Consulting PM LLC provision of the job specifications.Any change made hereon by any person whomsoever subject to acceptance PROJECT: Busters Texas BBQ Tigard OR by NATIONAL REFRIGERATION at its home office. SUBMITTED BY : LB.Osterud Dimensions shown are for standard unit less options. DIMENSIONS DIMENSION A 19 7/8 in OP110kiLAR DIMENSION B 36 3/8 in arsa+u»HHOOD DIMENSION C 30 3/8 in DIMENSION D 4 in DIMENSION E DIMENSION F I;, DIMENSION G 0 in ," �� DIMENSION H \ w s CONNECTIONS �' "''' LIQUID 3/8 in �d SUCTION 7/8 in DRAIN WATER �' DISCHARGE PAN LOOP �. HOT GAS SIDE PORT `\ I .ice HOT GAS INLET HOT GAS OUTLET }'fes - -�. � T — SHIPPING WEIGHTR 281 lb A �� _+ ,,----:— , L.:' 1 .� REFRIGERANT CHARGE = + RECEIVER CAPACITY 14 lb .= - �-r `ice 0 0 APPROVALS 8I C0 MEAsna—f� — e-- z h j WARM I.j1-- C D B NOTES: PAGE 4 OF 4 j Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING ` Location: TIGARD,OREGON CALCULATIONS TAMARACK r GROVE TGE Job Number: TGE17-8941 ENGINEER i NG BRIAN J. SIELAFF, P.E. STRUCTURAL ENGINEERING CALCULATIONS FOR IMPERIAL-BROWN, MFG. BUSTER TEXAS STYLE BBQ TIGARD, OREGON TGE PROJECT NO.: TGE17-8941 �p PROFk.5' P�"" .G 0 N t;`�� ✓'r>� '703PE gOREGON/'IIMP EXPIFiAT 021 DATE. DESIGN CRITERIA: STRUCTURAL CODE: 2014 OSSC SEISMIC PARAMETERS: Ss=0.971 g Si =0.422 g SEISMIC DESIGN CATEGORY: D WALL/CEILING DEAD LOAD: 5.0 PSF CEILING LIVE LOAD: 10.0 PSF CEILING SNOW LOAD: 20.0 PSF EXTERIOR LATERAL LOAD: 16.0 PSF EXTERIOR UPLIFT LOAD: -16.0 PSF 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 1 of 40 itt STRUCTURAL ENGINEERING 4 Project Name:BUSTER TEXAS STYLE BBQ CALCULATIONS = Location: TIGARD,OREGON TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEEPING TABLE OF CONTENTS 1 PROJECT INFORMATION 3 2 SCOPE OF WORK 3 3 JURISDICTIONAL INFORMATION 4 4 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS 4 5 GENERAL STRUCTURAL NOTES 5 6 USGS SEISMIC ANALYSIS 6 7 WIND ANALYSIS 10 8 SNOW ANALYSIS 12 9 STRUCTURAL ENGINEERING CALCULATIONS 13 10 MATERIAL PRINOUTS AND TESTING REPORTS 25 10.1 SIMPSON ANCHOR SOFTWARE �5 10.2 IB SPAN CHART 34 10.3 PANELS TESTING REPORT 35 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 2 of 40 Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK 11 GROVE TGE Job Number: TGE17-8941 ENGINEERING PROJECT INFORMATION Tamarack Grove Engineering TGE Project Number: TGE17-8941 Date: 9/13/2017 TGE Contact: Garrett Davis,E.I. TGE Engineer of Record: Brian J.Sielaff,P.E.,P.Eng. Project Client Information: Company: Imperial-Brown Contact: Ken Rhoads Address: 2271 N.E.194th Portland,OR 97230 Phone: 503-665-5539 Email: KRhoads®aimperial-brown.com Client Logo: • Imperial is i Project Site Information: Name: Buster Texas Style BBQ Address: 11419 SW Pacific HWY Tigard,OR 97223 Coordinates: 45.42525°N,122.76567°W Phone: N/A Email: N/A Site Elevation: N/A Live and Dead Loads Ceiling Live/Snow Load: zo PSF Ceiling Dead Loads: Steel Facing(ASTM-A-646) 1.8 PSF (26 GA.—t=0.02 inch) Insulation: o.8 PSF Miscellaneous: 2.4 PSF Total: 5.o PSF 2 SCOPE OF WORK Tamarack Grove Engineering is providing structural engineering calculations for the walk-in cooler manufactured by Imperial Brown, Mfg to verify the structural integrity of the panels and anchorage to the slab. The design of the slab/foundation is to be provided by others. Redline drawings provided to the client as needed based on calculations and code requirements. 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 3 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS _ Location: TIGARD,OREGON TAMARACK `GROVE TGE Job Number: TGE17-8941 ENGINEERING 3 JURISDICTIONAL INFORMATION Seismic Design Information: Seismic Parameters: Ss=0.971 g S�=0.422 g SDs=0.720 g SDS=0.440 9 Site Coefficient, FA: 1.112 Site Coefficient,Fv: 1.578 Building Site Class: D Seismic Design Category: D Analysis Procedure Used: Equivalent Lateral Force Procedure Basic Seismic-Force-Resisting-System: Bearing Wall System—Light Framed Walls of All Other Materials Importance Modification Factor, le: 1.o (ASCE 7-10 Table 1.5-2) Response Modification Factor, Rp: 2.5 (ASCE 7-10 Table 12.2-1) Seismic Response Coefficient,AP: 1.o Lateral Pressure Design Information: Exterior Lateral Load 16.o PSF Exterior Uplift Load -16.o PSF 4 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS • IMPERIAL BROWN TESTING REPORT • 2015 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION(NDS) • ICC-ESR-2713,"TITEN HD SCREW ANCHOR AND TITEN HD ROD HANGER FOR CRACKED AND UNCRACKED CONCRETE" 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 4 of 40 Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING `i CALCULATIONS ""` Location: TIGARD,OREGON TAMARACK `'y GROVE TGE Job Number: TGE17-8941 ENGINEERING 5 GENERAL STRUCTURAL NOTES 1.GENERAL STRUCTURAL NOTES: A. CONTRACTOR TO VERIFY ALL OPENINGS,BUILDING DIMENSIONS,COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING OF ANY COOLER BOXES OR CONSTRUCTION. B. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN WRITING TO THE ENGINEER OF RECORD. C. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL CONFIGURATION. D. NOTCHING AND/OR CUTTING OF ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED, UNLESS PRIOR CONSENT IS GIVEN BY THE ENGINEER OF RECORD. 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 5 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING - , r Location: TIGARD,OREGON CALCULATIONS TAMARACK'S GROVE TGE Job Number: TGE17-8941 ENGINEERING 6 USGS SEISMIC ANALYSIS 911212017 Design Maps Detailed Report igusGsDesign Maps Detailed Report 2012/2015 International Building Code (45.42525°N, 122.76567°W) Site Class D-"Stiff Soil", Risk Category 1/I1/III Section 1613.3,1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration.They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Sc)and 1.3(to obtain 5;).Maps in the 2012/2015 International Building Code are provided for Site Class B.Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(11 Eu Ss = 0.971 g From Figure 1613.3.1(2)I31 S, = 0.422 g Section 1613.3.2 —Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data,and/or the default has classified the site as Site Class D,based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard-Table 20.3-1 SITE CLASS DEFINITIONS Site Class v5 Nor Nd, s. A.Hard Rock >5,000 ft/s N/A N/A B.Rock 2,500 to 5,000 ft/s N/A N/A C.Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D.Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E.Soft clay soil <600 ft/s <15 cl,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w z 40%,and • Undrained shear strength s < 500 psf F.Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For 51: lft,is=0.3048 m/s 1Ib/ft2=0.0479 kN/m2 haps://earthquake.usgsgovlcnnesignmapsluslreport.php?templste-rninimal&latitude 5.4252479978164481oagitude 122.765673917022338sitecl 114 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 6 of 40 tillik.:„.,'' ,k, Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK r - GROVE TGE Job Number: TGE17-8941 ENGINEER NG 9/1212017 Design Meps Detaied Repoli Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fo Site Class Mapped Spectral Response Acceleration at Short Period Ss 5 0.25 Sc=0.50 Ss --= 0.75 S5 = 1.00 S,,, ?_ 1.25 A 0.8 0.8 0.8 0.8 0.8 6 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class=0 and Ss=0.971 g,F.,= 1.112 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at 1-s Period S., 5_ 0.10 S, = 0.20 S, = 0.30 S, =0.40 S, 1. 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1,0 1.0 1.0 1,0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class=V and Ss=0.422 g,F,= 1.578 https llearthouake.usgs.govicnnesignmaps/usireport.ptiptemplate=rninimal8latitude=45.4252479978164481ongitude--122.76567391702233&meci,. 214 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 7 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERINGLocation: TIGARD,OREGON CALCULATIONS TAMARACK rff GROVE TGE Job Number: TGE17-8941 ENGINEERING 9f12f2017 Design Maps Dataied Report Equation (16-37): Sms = FaSs= 1.112 x 0.971 = 1.080 g Equation(16-38) Sm, = FwS1= 1.578 x 0.422 = 0.666 9 Section 1613.3.4— Design spectral response acceleration parameters Equation(16-39): 5o,, =%Sys = x 1.080= 0.720 g Equation (16-40): SD,, = %SM, =%x 0.666 = 0.444 g https:Hearthguake.usgs.gavacnnewenmapsiuslreport.phi?ternptate rn nimal8jatitude=45.425247997816448Jongitude=122.76561391702233&sited... 314 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 8 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING 9/1212017 Design Maps Detaied Repoli Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD(0.2 second)RESPONSE ACCELERATION RISK CATEGORY VALUE OF SOS I or ix Ut IV sp,<0.167g A A A 0.1679 5 S , <0.339 0.33g 5 S„<0.50g 0.50g 5 Sos For Risk Category=I and So.=0.720 g,Seismic Design Category=D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY EASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sol I or II III IV < 0.067g A A A 0.067g 5 So,< 0.133g 0.133q 5 S„<0.20g 0.20g S„ For Risk Category=I and SD,=0.444 g,Seismic Design Category= D Note:When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings In Risk Categories I, II, and III, and F for those in Risk Category IV, Irrespective of the above. Seismic Design Category "the more severe design category in accordance with Table 1613.3.5(1)or 1613.3.5(2)" = 12 Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 161.3..3-1(1): https://earthquake.usgs.gov/hazards/designmaps/downloads/pcifs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): https://earthquake.usgs.gov/hazards/designmaps/downloads/pcIfs/IBC-2012- Fig1613p3p1(2).pdf https llearthquake.usgs.govicnnesionmaps/uskeporLphptemplaler minimalMatitude=45.4252479978164481ongiude.-122.765673917022338.srteel.. 414 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 9 of 40 tos .. Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING ,.: rt Location: TIGARD,OREGON CALCULATIONS TAMARACK tr GROVE TGE Job Number: TGE17-8941 ENGINEER i N G 7 WIND ANALYSIS 9/12/2017 Search Results for Map Apptiud Tebnchnolog5 Counc,f WI if P E BYL O AT/O >Fu ASCE E r Winclapand ASCE 7 Ground.Snow':_cat Related 1:es,o rcespooh-ars 1A so t ATC Contact Search Results Query Date:Tue Sep 12 2017 l Latitude:45.4312 t , Longitude;-122.7715 t ASCE 7-10 Windspeeds o (3-sec peak gust in mph'): foo �' �ra.xon, uurcraw� ongz Risk Category I:100 Risk Category II:110 p 5 A L Risk Category 1114V;115 ° ° rtro M,uc MRI"`10-Year:72 MRI*`25-Year:79 4" MRI'''50-Year:85 KEAbd H Dtritattsc MRI}'100-Year:91ItEr- € t r sva Co€rpz �c,c,7aa;; ales Yeses ASCE 7-05 Windspeed: r 85(3-sec peak gust in mph) , = lawa wtw arcx,bu ASCE 7-93 Windspeed: son rngt ..':*z..: E.. .,.�,. .,, 4 'dap lora�2C�77 Google,IN=cI 77(fastest mile in mph) - 'Mlles per hour "Mean Recurrence Interval Users shoe rt consult with local building otfidais to determine adage are Cnmmuntty-specltn wind speed requirarnents that govern. 11 CCS Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund•Aoolied Technok av Council.201 Redwood Shores Partrwey,Suite 240•Redwood City,California 94065•(650)595-1642 http://windspeed.atcouncil.wgiindex.php?oplion=cam content&view=article&id=10&dec=1&latitude=45.4312294&longitude=122.7714861&risk categ.,. 111 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 10 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAPLARACK"P GROVE TGE Job Number: TGE17-8941 ENGINEERING Project Title: Engineer Proiect ID: TGE17-8941 Project Descr: TAMARACK ITT GROVE ENGINEERING ritoptipbwir p..ger•gasEirs941,Busier Texas St.fie MOW,tat CALOENERCALMF-HEACALC.ece ASCE 7-10 Wind Forces Chpt 2o r %‘• ENERCALC,1140.1983-2017,151Aktr/17.82tVeclaire.29 Lic.#:KW-0 60077 53 Licensee:TAMARACK GROVE ENGINEERING Description: -WIND LOADS- Analytical Values Calculations per ASCE 7.10 V:Basic Wind Speed per Sect 265-1 A,B or C 110.0 mph Roof Slope Angle 0 to 5 degrees Occupancy per Table 1.5-1 II All Buildings and other structures except those listed as Category I,III,arid IV Exposure Category per 26.7 Exposure B MRH:Mean Roof Height 8.330 ft Lambda:per Figure 28.6.1,Page 305 1.00 Effective Wind Area of Component&Cladding 77.0 ft12 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 5.0 psf Topographic Factor Kzt per 26.8 1.00 LHD:Least Horizontal Dimension 10.0 ft a max(004•LHD.3,min{0.10"LHD,0,414RH)) 3.00 ft max(0.04 LHD.3,min(0,10 LHD,0.4*MRH)) Design Wind Pressures Minimurri Additional Load Case per 2844=16 PSF on entire vertical plane Horizontal Pressures Zone: A = 19,20 psf Zone: C 16,00 psf Zone: B = 8.00 par Zone 0h 8.00 psf Vertical Pressures. Zone: E = -2110 psf Zone: G -16.00 par Zone: F -13.10 psf Zone: H = -10.10 par Overhangs Zone: Eon= -3230 psf Zone:. Goh -25.30 par Component&Cladding Design Wind Pressures Design 144nd Pressure Lambda Ps30 perEq 30.5-1 Roof Zone 1' Positive: 7.276 psf Minirnurn Additional Load Case per 28 4,4=16 PSF Negative -20.178 psf on entire vertical plane Roof Zane 2 Positive: 7.276 psf Negative -25394 psf Roof Zone 3. Positive: 7.276 psf Negative: -27.970 psf Wall Zone 4: Positive: 18.980 psf Negative: -20914 psf Wall Zone 5: Positive: 18.960 psf Negative: -23.520 psf Roof Oveibeng Zone 2: -29.776 psf Roof Overhang Zone 3: -19.906 psf 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 11 of 40 STRUCTURAL ENGINEERING Project Name:BUSTER TEXAS STYLE BBQ i CALCULATIONS Location: TIGARD,OREGON TAMARACK P'GROVE TGE Job Number: TGE17-8941 ENGINEER 8 SNOW ANALYSIS 9/12/2017 snow oad.atcouncil.org/iiindex.php/componentivcpsnowload/itemTpdf=1 ictarc SNOW LOADS BY LOCAIION Applied Technology Council Search Result 4 x,... mosIONGar+ r� Elevation Limitation:ASCE 7*Ground Snow Load Query Date:September 12,2017 Address:Tigard,OR Latitude:45A312294 ' Longitude:-122.7714861 Elevation:165.9 Feet Elevation<600 feet:Ground Snow Load is 10 psf Elevation>600 and<800:Ground Snow Load is 15 psf ', > Elevation>800 and{1,000:Ground Snow Load is 20 psf ` d. OREGONIREGERREEERE t All loading data is in pounds per square foot. + For a site-specific case studyarea,a case studyis required to establish ground snow loads. q *Rased on Figure 7-1 Ground Snow Loads printed in ASCE 7-95 through ASCE 7-10. Users should consult with local building officials to determine if there are community-specific snow load requirements that govern. Red shaded area is the load specific boundaries. Any darker red area is the overlapping load specific boundary. GROUND SNOW LOAD WEBSITE DISCLAIMER While the information presented on this website is believed to be correct.ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the ground snow load report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice.nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the ground snow load report provided by this website. Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudeilongitude location in the ground snow load report. Sponsored by the ATC Endowment Fund•Applied Technology Council•201 Redwood Shores Parkway,Suite 240- Redwood City,California 94065•(650)595-1542 http:/Isnowload.atcouncil.orgdindex.php/component/vcpsnowload/item?pdf=1 1/1 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 12 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING 9 STRUCTURAL ENGINEERING CALCULATIONS JURSIDICTION INFORMATION JURISDICTION: OREGON STRUCTURAL CODE: 2014 OREGON STRUCTURAL SPECIALTY CODE OK:-1 P G:=0 DESIGN CRITERIA SEISMIC CRITERIA. 48:-0.720Design Spectral Response for Short Period,(g) ap 1.0' Amplification Factor R p:f2 2.5 Response Modification Factor 4:-.to Importance Modification Factor h;_x.33 ft Height of Structure Attached to z=0 ft Height of Base off of the Ground BASIC DESIGN VALUES LLpwid:=10 Is/ Cooler Panel Live Load SL „r.=20 pal Cooler Panel Snow Load DL5 pf'' Cooler Panel Dead Load P =16Psi Exterior Wall Wind Load '#,t}#`t==10piaf Exterior Wind,Uplift Load ASD LOAD COMBINATIONS 7-10) LC;,:=DL ,,,,+SL ,t,,-25 pal Load Combination 3: D+(Lr,5,or R) 1C,:=. O.6.DL0,, t+0.0• -`„�,�,it}�=6.6 paf Load Combination 7:0.60+0.6W(Uplift Pressure) 1 DESIGN CALCULATIONS: <FREEZER> Width=10.1 ft Unit Width t- 44=8 I ft Unit Length t := in Ceiling Panel Thickness tktoaa in Wall Panel Thickness H=7.60'ft Mean Ceiling Height Ham:-7.33 ft Mean Wall Height TAMARACK':i ROVE 812 S.La Cassia Dr.• Boise,Idaho 83705'(208)345-8941 •(208)345-8946 FAX Page 13 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS _ Location: TIGARD,OREGON TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING PANEL MANUFACTURER:IMPERIAL MANUFACTURING ICE cow coatEfes,INC PANEL sPranciTION:HOU URETHANE PANEL(SUPPOIMNG ENGINEERING REPORT) 2) TYPICAL CEILING PANEL L:=8„.1 ft Design Length 4:P=9 ft Corresponding Allowable Span(LB Span Chart) Tuidrei=1 ft Tributary Width of Panel for Evaluation LOADS: Governing Load Combination for Ceiling Wciesign Peztutg.1,2 rnmax_l 82 ft-tbf Maximum Moment 8 tvd,wra_rviling. =40.5 tbf Maximum Shear W.tkii_muing;=T.idth•473 Psi=47-3 pU Allowable Panel Load(18 Span Chart) Wakr.z.titrtg. Manow:= =478.9 ft.Uhf Allowable Moment Wan tethrig Lati Vciliva,,:= =212.9 ti,, Allowable Shear CHECK Af.11.>2nt=i va.„,>v„.t---- SUMMARY:.THEREFORE;USE 5'URETHANE FOAM PANELS FOR CEILING'PER PLAN. 3 TYPICAL WALL PANEL 14 7.3 ft Design Height LOADS: A n AR-awn,ivahrtg-"-= Total Axial Load From Ceiling Timm 114,..imit=21 ft Allowable Height for Axial Load(Engineering Testing Result For Panels,R.E.Appendix) PI/ Total Allowable Axial Load(Engineering Testing Result For Panels,R.E.Appendix) ft Allowable Height for Transverse Load(Engineering Testing Result For Panels,ILE,Appendix) Pagintro==30 p8f Total Allowable Transverse Load(Engineering Testing Result For Panels,Rif,Appendix) WOVE 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 14 of 40 STRUCTURAL ENGINEERING Project Name:BUSTER TEXAS STYLE BBQ °i CALCULATIONS Location: TIGARD,OREGON TAMARACK ` "GROVE TGE Job Number: TGE17-8941 ENGINEERING CHECK 1n.cx:it#»g Pruat 04101 Patfrom SUMMARY! THEREFORE.USE 4"URETHANE FOAM FRAME PANELS FOR WALLS PER PLAN, GRIDLINE LAYOUT: 4110 F tegzEA 0 4) LATERAL ANALYSIS H=7.7 ft Design Height r1,,„f:=Length•Width.=8L8 ft2 Area of Roof Lit: 2. Length+2. rrlih=3 .4 ft: Total Length of Wall LATERAL FORCE GENERATION: Wi (Ari f•DL ±(H.L , t.DL ,1)=1,803.2 tb f Total Weight in 1-1 Direction 0.4•a -S Wt Fp = vs 1+ 2.i 207.7 ibf Seismic Lateral Force I,. ,t„,T:-1.fi,S, .4.Wt=2077.3 ibf Maximum Lateral Seismic Force Fp,gym:=0.3,.5n. •4•[ t=:389.5 Ibf Minimum Lateral Seismic Force 'p "7-max( , it ,.F"t ,r.faa)r389.5 ibf Fp-=nun(Fp 1,Fp„.„)=389.5 ibf Generated Lateral Seismic Force Fp_Q :=0.7•F1,=272.6 UV ASD Lateral Seismic Design Force FT,d„„0„1==F„¢ =272.6 tbf Lateral Design Force(1-1 Direction) Fp pn „re_11= 2•Length-f' =496.4 dbf Lateral Force from Wind Pressure(1-1 Direction) F dc„,,„ a t=max(F F p,E.g ,)—496.A tbf Lateral Design Force(1-1 Direction) vatAFACK°:estoFC 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 15 of 40 x4 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS ,.` Location: TIGARD,OREGON TAMARACK If GROVE TGE Job Number: TGE17-8941 ENGINEERING. ur kgi Length F �tt _t-61.3 Poi Distributed Design Load(1-1 Direction) F7,_ =272.6 ibf Lateral Design Force(2-2 Direction) to IVidth`d h—27 pl f Distributed Oesign Load(2-2 Direction) SHEAR WALL CALCULATIONS: .=7.5 ft Length of Wall Line 1 " d , —4f: Tributary Width ttg_lT'art,_t = =32.7 pi/ In-Plane Force on Wall 1 L, L2=10,1 1 ft, Length of Wall Line 2 T„n i.21=4 ft Tributary Width f2 24.3 T ';rttaa„ 24.3 pOf In-Plane Force on Wall 2 L2 R:= Worst Case Shape Factor Ratio 2115 ft tax„ LL 76.9 ptf Allowable In-Plane Shear(pg-15 Testing Report) LL==8.1 ft Length of Wall Line A T Y" .A b ft Tributary Width f t:=tv ,_ f 16.7 of In-Plane Force on Wall Line A LA L8:=8-.1 ft Length of Wall Line B T s:5 ft Tributary Width tvdert2,TWAdct f := L =16,7 pif In-Plane Force on Wall Line B rt R;--7. =0.905 Worst Case Shape Factor Ratio matt.(LA LB) Fn _2:: O0 Pit Allowable In-Plane Shear(pg-15 Testing Report) CHECK Fait_{„, >m e(f1,f'2}=1 F 2 X{ A} e =1 SUMMARY:*THERFORE_USE 4'URETHANE FOAM FRAME PANELS FOR LATERAL RESISTANCE. 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 16 of 40 --7i. '' '. 11mIlllIIMllMlIMlIMIMIMlMMIMI.lMMlMMMlMMMMIMMMM,. , • ,--;:- Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS ",•-•„,:'—' t Location: GA D,OREGON TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING lb P ( A 00 2 TY *1 ' 0 1 fPlafaulliWMMIIIIIIIIIIIIIII 700=5 ft Tributary Width of Ceiling Acting on Connection H, -..--7,3 ft Design Height LOADS: LC7-7--6.6 paf Uplift Load on Ceiling p,,,,:=-.LC7.T,,,„Ith–0,6-H-DL i=10 pif Uplift Force on Floor-Wall Connection P.ir=16 psf Transverse Load an Wall H Pt .=P.a..—=61-3 Of Transverse Shear Force on Floor-Wall Connection 2 max VI,f2Iti.f )=32.7 Pif In-Plane Shear Force on Floor-Wall Connection max(pt„.„,,,,,,fnipk„,‘„).--,-61.3 Of Governing Shear Force on Floor-Wall Connection 1/2"Til-en HO Anchor: Sioohor;=.24 in Spacing of Anchor 122.6 114 Maximum Shear Force on Anchor pui.,• ,,,,,„-,..20 lb/ Maximum Tension Force on Anchor Va..=150016/ Maximum Allowable Load(Simpson Anchor Software Printout) Maximum Allowable Lood(Simpson Anchor , Software Printout) CAMLOa(CONNECTION: 5 r=-24 in Spacing of Camlocks 17,40,'.1=f-nat•SOW/4=122-6 af Maximum Force on Camlock team:=Pvert'Sanchor=---20 IV Maximum Tension Force on Anchor Val moto=6-11116f Allowable Shear of Camlocks _ TaL.,=320 tof Allowable Tension of Camlocks CHECk' v.T."„,,<V =1 t„,„d <T ---:1 vcant cam + , <1=1 v&Loon ralLeffin fiNANIARY!THE IMPOSED FORCE ON THE CONNFC7TION Lc IFS5 THAN THE AI LOWABLE FORCE THEREFORE. THE WALL-FLOOR CONNECTION IS ACCEPTABLE FOR tiEsrsmva DEszaiv LOADS, TWAPACK inWIVE 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 17 of 40 ' Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK Pr GROVE TGE Job Number: TGE17-8941 ENGINEERING 6 TYPICAL CEILING PANEL TO WALL PANEL CONNECTION DETAIL 2/3 Twdah'^'5 ft Tributary Width of Ceiling Acting on Connection H,.7,3 ft Design Height LOADS: LC7.6.6 paf Uplift Load on Ceiling rtridth=33 Of Uplift Force on Wall-Ceiling Connection Pii,ar=16 Psi Transverse Load on Wall —2 =61-3 Of Transverse Shear Force on Wall-Ceiling Connection max VI ,iA,f )=32.7 Of In-Plane Shear Force on Walt-Ceiling Connection max(Aran*,futp/atte)=61-3 Pit Governing Shear Force on Wall-Ceiling Connection CAMLOCK CONNECTION: S24 ji Spacing of Czmlocks 122.6 tbf Maximum Force on Camlock tormt:=Fiver/ Sawhor.:'--66 ibf Maximum Tension Force on Anchor Allowable Shear(IARR#25184) Ta„.....;=320 ibi Allowable Tension(LARR#25184) CHECK v. < Tdi_can, $L1MMARY.-THE IMPOSED FORCE ON THE CONNECTION IS LESS THAN THE ALLOWABLE FORCE. THEREFORE THE WALL-CEILING CONNECTION IS ACCEPTABLE FOR RESISTING DESIGN LOADS. TAMARACK WE 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 18 of 40 STRUCTURAL ENGINEERING Project Name:BUSTER TEXAS STYLE BBQ Location: TIGARD,OREGON CALCULATIONS TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING 1 DESIGN CALCULATIONS: <COOLER> Width=10.1 ft Unit Width Lengthi=16.83 ft Unit Length ti„il,49:=5.5 in Ceiling Panel Thickness t 4 in Wall Panel Thickness H-:=833 ft Mean Ceiling Height H7.88 ft Mean Wall Height PANEL/41.11M/FACTURER:IMPERIAL MANUFACTURING ICE COLD moan IAC PANEL SPEC NOV URETHANE PANEL(SUPPORT17VG ENGINEERING REPORT) 2) TYPICAL CEILING PANEL 10.1 ft Design Length La=11.ft Corresponding Allowable Span(II3 Span Chart) '' , =1 it Tributary Width of Panel for Evaluation LOADS: Tvadi ft•Ll'parak '---10 Pif Governing Load Combination for Ceiling wticAup4.c.,bipty•L ,---127.5 ft.lbf Maximum Moment 8 dcm-rtj,titray =50.5 lb/ Maximum Shear Wou iviiirme=rwidie 34-2 Psf=34-2 Pif Allowable Panel Load(18 Span Chart) WA cAza LA2 41-forni, =517.3 ft.Ibf Allowable Moment 8 Wan cetting Lart 17,diow v-tt r==188.4 tbf Allowable Shear c-HEac Al„w›nt, ,.=1 Val ,>v 1 CUMMARY:THEREFORfr ORE 5-1/2"URETHANE FOAM PANE'S FOR CEILING PER PLAN TAMARACK CROOK 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 19 of 40 STRUCTURAL ENGINEERING Itik. •'-' -,,,. .•••... ... Project Name:BUSTER TEXAS STYLE BBQ CALCULATIONS Location: TI ARD,OREGON TAMARACK . GROVE TGE Job Number: TGE17-8941 ENGINEER ',IG 3' TYPICAL WALL PANEL Hu=--7.0 ft Design Height LOADS: Vfnas_1 ou•-),e,e ptf Total Axial Load From Ceiling 1 wath II„,tu,kip=21 ft Allowable Height for Axial Load(Engineering Testing Result For Panels,R.E.Appendix) Pau.Thil:=362 Itif Total Allowable Axial Load(Engineering Testing Result For Panels,R.E.Appendix) H,,. ft ft Allowable Height for Transverse Load(Engineering Testing Result For Panels, R.E.Appendix) 30 pJ Total Allowable Transverse Load(Engineering Testing Result For Panels,R.E.Appendix) P CHECK PdeAign_-ccthrig 4. wait <1=1 P(&Anal Paitirons SUMMARY: THEREFORE.USE4"LIRETHANE FOAM FRAME PANELS FOR WALLS PER PLAN, GRIDUNE LAYOUT: 0 0 0 COOLER 0 4) LATERAL ANALYSIS H=8.3 ft Design Height A, f,..Length4ITiffth=159.9 ft2 Area of Roof 4.11=2-Length+2 Width=51.9 ft Total Length of Wall LATERAL FORCE GENERATION: ill=(Af.D.Lp„.„,,)+,(H.Lwo.DL );.---2959.4 Of Total Weight in 1-1 Direction •,,,,,.....,. 812 S.La Cassia Dr.• Boise,Idaho 83705-(208)345-8941 •(208)345-8946 FAX Page 20 of 40 STRUCTURAL ENGINEERING ENGINEERING e- Project Name:BUSTER TEXAS STYLE BBQ CALCULATIONS Location: TIGARD,OREGON TAMARACK = GROVE TGE Job Number: TGE17-8941 ENGINEERING •(1+ 2• ) =340.9 Of Seismic Lateral Force 4 Fp 1.6•Sas,.4•Wt=3409.2 tbf Maximum Lateral Seismic Force Fp.„,„,t---0.3.Sps.,/,..1Vt=639.2 lbf Minimum Lateral Seismic Force Fp 11.tmax(Fp_4„, , =639.2 tbf Fpm-min(F 1,F„ )=639,2 Itof Generated Lateral Seismic Force 0.7-Fp 447.5 ibf ASD Lateral Seismic Design Force Fp_dp„9,0=Fp 447.5 tbf Lateral Design Force(i-i Direction) F, ,„pr, 1.1=—•Length-1) u=1054.9 tbf Lateral Force from Wind Pressure(2-2 Direction) - 2 Ftkiii,..9,0=max(Fr, )=1054.9 tof Lateral Design Force(2-2 Direction) =66-6 Pif Distributed Design Load(1-1 Direction) 1,ength Fp. =Width-P.11=673.1 tbf Lateral Force from Wind Pressure(2-2 Direction) max(FH .2)=673.1 tbf Lateral Design Force(2-2 Direction) Fikdff„,.., 4161e-sign 21— =66.6 Pif Distributed Design Load(2-2 Direction) Width SHEAR WALL CALCULATIONS: 41..10.1 ft Length of Wall Line 1 Vdth 07--8 ft Tributary Width tlicie,r4grx 52,8 plf In-Plane Force on Wall 1 Li:.10.1 ft Length of Wall Line 2 T1t-8 ft Tributary Width Wdeldgn 1"Tiou11ik.2 =52.8*if In-Plane Force on Wall 2 L., R 0.8 Worst Case Shape Factor Ratio mm (L1 L.) F.4/1 inp14114_11=1°°Pit Allowable In-Plane Shear(pg-is Testing Report) 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 21 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING TIGARD,OREGON CALCULATIONS Location: TAMARACK GROVE-- TGE Job Number: TGE17-8941 ENGINEERING 12.-5,ft Length of Wall Line A dok/0=5ft Tributary Width tvtkAwoi 2 rtrAtith f ;. 74 26.7 pif In-Plane Force on Wall Line A LA Lo:A.15.83 ft Length of Wall Line B roorh-6:=5 ft Tributary Width fB:.Wdragro,_2 wtrth...B=21 of In-Plane Force on Wall Line B LB R =1.433 Worst Case Shape Factor Ratio 5.5 ft 137 Of Allowable In-Plane Shear(pg-15 Testing Report) CHECK Fau i.ph...j>max VI,f =1 i1„2>max(IA SUMMARY:THERFORE,USE 4°URETHANE FOAM FRAME PANELS FOR LATERAL RESISTANCE. lb ° A fie OTTA ellS P A 1 Ttoidth=5 ft Tributary Width of Ceiling Acting on Connection H.,=-7.0 ft Design Height LOADS: W7=6.6 paf Uplift Load on Ceiling —0.6-H DL,, .„4.;7.8 Of Uplift Force on Floor-Wall Connection 16 mf Transverse Load on Wall •— 66-6 Of Transverse Shear Force on Floor-Wall Connection max(I1 f2 IA f8)=52-8 Of In-Plane Shear Force on Floor-Wall Connection max(Am,., 66.6 Of Governing Shear Force on Floor-Wall Connection #8 Tek Sams: S =12 in Spacing of Anchor &MU, 66.6 Of Maximum Shear Force on Anchor 7.4'.S 161 Maximum Tension Force on Anchor v-Awt,--V V Aerc ri.12 ta-mv2 67-1 ibi Net Shear Per Anchor TAMARACK GROVE 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 22 of 40 • t•-••. Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING V =81J Maximum Allowable Load(2015 NDS) 3/8"Titen HD Anchor: SaArAor,=36 Spacing of Anchor Maximum Shear Force on Anchor Pitrf•S =24 tbf Maximum Tension Force on Anchor :=760 lbf Maximum Allowable Load(Simpson Anchor Software Printout) T =20 aMaximum Allowable Lood(Simpson Anchor tt , f Software Printout) CHECK v <Voz;1 t =1 <Vat„mt;47.1 teatt<Tta wa---="1 SUMMARY:THE IMPOSED FORCE ON THE CONNECTION IS LESS THAN 7WE ALLOWABLE FORCE, THEREFORE, THE WALL-FLOOR CONNECTION IS ACCEPTABLE FOR RESISTING DESIGN LOADS, Ito vo aI foA • YTA 01 II ME= Tundtit=5 ft Tributary Width of Ceiling Acting on Connection H.,=-7.9 ft Design Height LOADS; LC7=6.6 psf Uplift Load on Ceiling Pvett'•"'•1E7'Ttetelth'7-33 plif Uplift Force on Wall-Ceiling Connection Pwai 16 psi Transverse Load on Wail :.77-Ptertil e—2 ;"--7-66.6 pif Transverse Shear Force on Wall-Ceiling Connection max VI,f2,fA N=52-8 Ai In-Plane Shear Force on Wall-Ceiling Connection max(Pip.,fttlph,64=66.6 Pif Governing Shear Force on Wall-Ceiling Connection cAmiorx CONNFCTION: S ,:=24 in Spacing of Gamic:x:1G 133.3 ibf Maximum Force on Camlock tr4mt Whgr=99 Maximum Tension Force on Anchor 640 tbf Allowable Shear(LARR#25184) TAMANACK GROVE 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 23 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING 1 CALCULATIONS Location: TIGARD,OREGON TAMARACK Ty GROVE TGE Job Number: TGE17-8941 ENGINEER I N G T .=320 WWif Allowable Tension(LARR#25184) CHECK v.,„„ kam + <1=1 VaLeart, Tau cam SUMMARY:THE IMPOSED FORCE ON THE CONNECTION IS LESS THAN THE ALLOWABLE FORCE. THEREFORE, THE WALL-CEILING CONNECTION IS ACCEPTABLE FOR RESISTING DESIGN LOADS, TAKAK., }6116.-Of NNE 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 24 of 40 Project Name: BUSTER TEXAS STYLE BBQ "` STRUCTURAL ENGINEERING - Location: TIGARD,OREGON CALCULATIONS TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING 10 MATERIAL PRINOUTS AND TESTING REPORTS 10.1 SIMPSON ANCHOR SOFTWARE SIMPSON Anchor Designer T44 Company: Date: 9112/2017 Engineer: Page: I/4 s Tie Software Project: FREEZER Version 2 5 6326 9 Address: Phone: E-mail: 1,Prolect information, Customer company: Proc-ct deacciption:MAX SHEAR LOADING/TITEN HO Customer contact name- Location: Customer e-mail: Fastening description: Comment 2,Input Data&Anchor Paremetele General Base Material Design method:AC!318-14 Concrete-Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength.f,(psi):2500 Anchor type:Concrete screw 90.w.1.0 Material:Carbon Steel Reinforcement condition:8 tension,13 shear Diameter(inch):0.500 Supplemental reinforcement Not applicable Nominal Embedment depth(inch):3.750 Reinforcement provided at corners:No Effective Embedment depth,hd(inch):2_780 Do not evaluate concrete breakout at tension.No Corte report:ICC-ES ESR-2713 Do riot evaluate concrete breakout ki shear No Anchor category:I Ignore Edo reguireinent Not applicable Anchor ductiftty:No Build-up grout pad-No Iv.(inch):5,83 c.(inch):4.19 Base Plate (inch);1.75 Length x Width x Thickness(inch):1.50 x 24.00 x 0.06 hnchy 3.00 Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicab Ductility section for tension:17 Z3.4,3(b)is satisfied Ductility section for shear 17,2 113(b)is satisfied 0r factor:riot set Apply entire shear load at front row No Anchors only resisting wind and/or seismic toads:Yes 'cFigure 1> 1101P1111141/11611' ‘dZi Input data and results must be checked for agreement with the existing circumstances the standards and guidelines must be checked for ptausbility. 5598 W.Las Poseas Boulevard Pleasanton,CA 94688 Phone 926.8611 0000 Per 925 847.3$71 swam:meg/re core 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 25 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK't71 GROVE TGE Job Number: TGE17-8941 ENGINEER : NG SIMPSON Anchor Designer'N Company: Date: 9/12/2017 Engineer Page: 3/4 s ' ,......rie Software Proiect: FREEZER ''''S-' Version 2.5 6328,9 Address: 0 Phone; Email: ,.Rasultino Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load comb(ned, ki.(Ib) V. (lb) V.,„(Pb) ,,,(V.,0'.i(V..,)'(Pb) 1 400.0 0,0 1500.0 1500.0 Sum 400.0 0,0 1500,0 1500.0 Maximum concrete compression strain 064 0.00 cFigure 3 Maximum concrete compression stress(psi):0 Resultant tension force(Ib).400 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'i.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e,,,,,(inch):0 00 Eccentricity of resultant shear forces in x.axis,c,,(inch):0.00 Frcentncliy of resultant shear forces In y-axis,a'w(inch):0 00 4.Steel Strength of Anchor in Tension(Sec.1741( N.(ib) 0 oN.,(Ib) 20130 0.65 13085 5.Concrete Breakout Strength of Anchor In Tension ttlec.17.4.2) AA-•-•k.„I.Vr.h.11 5(Eq.17.4,2,2a) It, A. f,(psi) h.,(in) No(Pb) 17.0 1.00 2500 2.780 3940 0.750N,b.0 750(A.,,,,A ),,...,,,y,,,,,e,,,m,(Sec.17.3.1&Eq..17.4.2.1a) AN,60 A,,.,,(In' c....(in) Y'san W4),1 9'.n rik((b) ii) 0.750Na,(Pb) 69.56 89-56 8,02 1.000 1.00 1.000 3940 0.86 1921 6.Steel Strength of Anchor in Shear(Sec.17.5.1t V.(Fb) 0),?".4 0 Ogr,,p0V.(lb) 4790 1.0 0.60 2874 9.Concrete Breakout Strenath of Anchor In Shear'Sec.17.5.21 Shear perpendicular to edge in y-direction: %ft, min17(f„id,)'4N dmi oNTrCa i'5;940?1,-c„,1,1(Eq.17,62.2a&Eq.17.5.2.26) I.(in) st,(in) A. t,(Psi) Car(in) V.,(lb) 2.78 0.500 1.00 2500 4.04 2834 dl/c.b,.¢(Ave/A v.)he vY'corPh.vVe,(Sec.17.3.1 8 Eq.17_52.1a) 4,, n2) 4,„,„(In') P.o,v 'Kr 9,., Vo.(Ib) d V,,,(lb) 72,52 73,52 0.998 1.000 1.005 2834 0.70 1964 Shear parallel to edge in y-orrreciion: Vt..r1inl7(4/d,r'l'Ciprie'irreal' ;9.4.-..f,c.,'"I(Eq,17.522a&Eq.17.52.2b) I,(in) d,(in) A, I'.(PSI) c.,(in) V.,(lb) input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for ptaustbility. ,1-.a.,,::r 5956 W.Les Passes Boulevard Pleasanton,CA 54585 Phone 925.580,9000 Fax:925 547.3871 umwstrongtie.corn 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 27 of 40 • Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING - ''--..-.. . .._;..,'L- --" Location: TIGARD,OREGON CALCULATIONS --- TAMARACK GROVE TGE Job Number: TGE17-8941 E NI G I fq E E R I N G SIMPSON Anchor Designer Ths Corripany: Date: 9112/2017 Engineer: Page: 414 stronmna Software Project: FREEZER ..11-" Version 2,5 6326,9 Address: Ptrone: E-mail: 2.78 0.500 1.00 2500 6.02 5156 ori(2)(Aw//Ia.).11.ev•Paidh.vV,,,„(Sec.17.3.1,17.5.2.1(0&Eq.17,5.2.1a) A ie(In) A.,,,,,,(iri2) 'Pa II P“, Phi ye,ON 0 stOrle' (Ib) 108.43 163.28 1.000 1.000 1 227 5156 0,70 5883 10.Concrete Prvout Strength of Anchor in Shear(Sec.17.5.31 0V,e ek,Nth=ekre(ANe/Aero)Pee h V't,4 Pcp hiNe(Sec 17,3.1&Eq.17,5.3,1a) k, At.,(in) AN.(mn') no, F4.0( WcF.A1 1%,(Ib) 0 Ott‘(Ib) 2.0 69.56 69_56 1.000 IMOD 1.000 3940 0.70 5516 11.Results interaction of Tensile and Shear Forces(Sec.17.6) Tension Factored Load,N„.(Ib) Design Strength,elen(Ib) Ratio Status Steel 400 130135 0,03 Pass Concrete breakout 400 1921 0.21 Pass(Gove(ns) Shear Factored Load,V.,,(M) Design Strength,eV.,(Pb) Ratio Status Steel 1500 2874 0.52 Pass T Concrete breakout ye 1500 1964 0.76 Pass(Governs) il Concrete breakout re 1500 5883 0.25 Pass(Governs) Pryout 1500 5516 0.27 Pass Interaction check N,../0N, V,e/eV.i Combined Ratio Permissible Status Sec,17.6.3 0,21 0,76 97.2% 1.2 Pass 112^0 Titan HD.hnom:3.75"(95mm)meets the selected design criteria. 12.Warnings •Per designer input,ductility requirements for tension have been determined to be satisfied-designer to verify -Per designer input,ductility requirements for shear have been determined to be satisfied-designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation Instructions. Input date and results must be checked for agreement with the existing ciroumMances,the standards and guidelines must be checked for pLausibilay. cA,,i , 5556 th.Las Posaas Boulevard Pleasant:xi,CA 9.4555 Phone:925.560.9000 Fax:925,647.7871 envw.strongtle.tora 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 28 of 40 • Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS Location: TIGARD,OREGON TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING SIMPSON Anchor Designer TM Company: Date: 9)1212017 Software Engineer Page; 115 ' Project: COOLER Version 2.5 6326.9 Address: Phone; E-mail: 1.Profeet lnfor matron Customer company. Project description;MAX SHEAR LOADING)TITEN HD Customer contact name; Location, Customer e-mail: Fastening description: Comment. 2<Inaut Data&Anchor Parameter* General Base Material Design method;ACI 318-14 Concrete-Normal-weight Units:Imperial units Concrete thickness.h(inch):4.00 State:Cracked Anchor Information: Compressive strength,r (psi):2500 Anchor type:Concrete screw 4+,=;1.0 Materiel,Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.375 Supplemental reinforcement Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment depth,h,r(inch):t770 Do not evaluate concrete breakout kf tension:Na Code report:ICC-ES ESR-2113 Do not evaluate concrete breakout s shear No Anchor category:1 Ignore Sdo requirement Not applicable Anchor ductility:No Build-up grout pad:No h,t(inch):4.00 ex(Inch):2.89 Base Plate C,:„(inch):115 Length x Width s Thickness(inch):1.50 x 36.00 x 005 S (inch):3.00 Load and Geometry Load factor source:ACt 318 Section 5.3 toad combination_not set Seismic design:Yes Anchors subjected to sustained tension:Not smokeable Ductility section for tension:17.23.4,3(b)is se r> red Ductility section for shear;17.2.3.53(b)is sari CDo factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic load es <Figure 1> ISO I6 Input data and results must ha checked for agreement with the existing circumstances,the standards and guidetnes must he checked for placability. < ..,..<;ec. ,e Gail t= 5556 W.Las Pandas Boulevard Pleasantne,CA 54568 Phone:g25,5e0,5000 Far925.647.3871 waw.strengtle-Com 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 29 of 40 Project Name: BUSTER TEXAS STYLE BBQ , , ,-_ -,L..- STRUCTURAL ENGINEERING . . .........., Location: TIGARD,OREGON CALCULATIONS — TAMARACK 17 GROVE TGE Job Number: TGE17-8941 ENGINEERING SIMPSON Anchor Designer TP4 Company: Date: 911212017 Engineer: Page: 15 StrangSoftware -Tie Project: COOLER Version 2.5 6326.9 Address: ' Phone: E-mail: 3.Resulthe Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N. (Ib) V (lb) V,(Ib) q(V.,,12+Mor(h) 1 250.0 0.0 750,0 750,0 Sum 250.0 0,0 750.0 750.0 Maximum concrete compression strain(%.):0.00 ‹Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib).250 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'is(inch):0.00 Eccentricity of resultant tension fortes in y-aijs..e',..0(inch)'0 00 Eccentricity of resultant shear forces in x-axis.e'v„(inch):0.00 "41 1 Eccentnclty of resultant shear forces in y-axis,eiv,,(inch):0,00 4,Steel Strength of Anchor in Tem,ion(Sec.17411 N6.Pb) 0 0N.,lib) 10890 0.65 7079 5.Concrete Breakout Strength of Anchor In Tension(Sec.17.411 N. °kJ...r„h.i's(Eq.17.4.2.2a1 k, A. f ipsi) he Fin) Na(ID) 17.0 1.00 2500 1.770 2002 0.750Na=0.750(itIc I AV..)Vcd,M13.,NV',okdb(Sec.17.3.1&Eq.17,4.2,1a) A .(e) .4..:(62 c.,..i.(in) 'Aoki ft 1.14 P61, lik(lb) 0 0.750N,,,Oil 28.20 28,20 5,02 1.000 1,00 1,090 2002 0.65 976 8.Pullout Strength of Anchor In Tension(Sec.17.4.31 0.750N,.0.750.e.p).....swr./2,50or(Sec.17.3.1,Eq.17.4,3.1 3,Code Report) A, hl,,(lb) f',(psi) n 0 0,75".(Pb) 1.0 1.00 1235 2500 0.50 0.65 602 Input data and results must be checked For agreement with the existing cinoumstances,the standards and guideknes must be checked far*nubility. 5556W.Las Pestros Boulevard Pleasanton,CA eAsse Phone.925.590.9090 Pax 925 847.3871 www.strongbeeorn 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 31 of 40 , • Nkt::-- Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING .... ,., ,..,, Location: TIGARD,OREGON CALCULATIONS - TAMARACK li GROVE TGE Job Number: TGE17-8941 ENGINEERIN G SIMPSON Anchor Designer'N Company: Date. 9112/2017 Engineer. Page: 4/5 Software Stronerie SoProject: COOLER Version 2.5,6326 9 Address: e Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.5.1) V.(Ib) sk!!!Nr 0 ehre,OVee(lb) 2855 1.0 0,60 1713 O.Concrete Breakout Strength of Anchor In Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vk,=rniej7(1./ S;91 51(Eq.17.5.77a Ft Eq.17.5.2.24) I,(in) d,,(in) A. r,(psi) Cer(in) Vb,(Ib) 1.77 0.375 1.00 2500 4.04 2376 ithia,--fi(4,../.4,,,,P1'...,,,K.,'PavV,,,(Sec..17.3.1&Eq.17.52.1a) Ar.:(In') A,'..(in') 5",,,,., 1n,:.v V.,(Pb) ci 014=4,(Ib) 48,35 73 52 0.998 1.000 1,231 2376 0.70 1344 Shear parallel to edge in y-direction: Vbil=nnini7(/,./d,)°,,,'44.',Nr,c,05;92o'r,c,,i'4((Eq,17,5,2 2a&Eq.17.5 Z2b) I.(in) ci.(in) A, l',.(psi) c.,(in) V,.OM 1,77 0,375 1 00 2500 6.02 4322 .0(2)(4,,„/Ay.)nd v.K vPi,,,14„,(Sec.17.3.1,175.2.1(c)8.Eq.17.52 la) A.,(in,) .4,..(in') v‘c v 0%v Vo-,(Pb) 0 0V.,(lb) 72.28 16328 1.000 1.000 1.503 4,322 0.70 4026 10.Concrete Pnrout Strength of Anchor in Shear(Sec.17.53) okcpNci,.Okw(Axt/Am.)ntra',I,fNt,(Sec.17_3,1&Eq.17.5,11a) k4, Alb,(In2) At,,...(in) nIN Pi IV 'PLO.fil N,(Pb) 0 aV.,(Ib) 1,0 2820 28-20 1,000 1,000 1.000 2002 0.70 1401 11.Results Interaction of Tensile and Shear Forces(Sec.17.6) Tension Factored Load.N.(lb) Design Strength,eN„(Pb) Ratio Status Steel 250 7079 0,04 Pass Concrete breakout 250 976 026 Pass Pullout 250 602 0.42 Pass(Governs) Shear Factored Load,V,.(Ib) Design Strength,eV,(Ib) Ratio Status Steel 750 1713 0.44 Pass T Concrete breakout y+ 750 1344 0.56 Pass(Governs) 11 Concrete breakout x+ 750 4026 0.19 Pass(Governs) Pryout 750 1401 0.54 Pass Interaction check N,,,,OV„ V./0V, Combined Natio Permissible Status Sec,17.6,3 0,42 0,56 97.3% 1.2 Pass 3/8"0 Titan HD,hnom:2.5"(64mm)meets the selected design criteria. Input dee and results must be checked for agreement wail the existing circumstances,the standards and guidelines must be checked for plausibility. 5556 W,Las Poems Boulevard Pleasanton,CA 94585 Phone 925_560.5000 Far 925.847.3871 www.strungtle corn 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 32 of 40 STRUCTURAL ENGINEERING Project Name: BUSTER TEXAS STYLE BBQ rr Location: TIGARD,OREGON CALCULATIONS TAMARACK 11 GROVE TGE Job Number: TGE17-8941 E N G 1 N E E R i N G SIMPSON Anchor DesignerTm Company: Date: 911212017 Software Engineer: Page: 5/5 S Version 2.5 6326,9 Project: COOLER 9 C Address: Phone: E4nait: 12.1Afaminns Per designer input,ductility requirements for tension have been determined to be satisfied-designer to verify. -Per desimier input,ductility requirements for shear have been determined to be satisfied-desipter to verify. Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product Literature for hole cleaning and installation instructions. toped data and results must be checked for agreement wan the existing cinaumseances,the standards and guidebnes must be checked fru p tausdaility. nr 5958 W.Las Pestles Boulevard Pleasanton,CA tt456s Phone:025.560,9000 Far,925.&47.3871 www.strengtle.corn 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 33 of 40 Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING = Location: TIGARD,OREGON CALCULATIONS 4 TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING 10.3 PANELS TESTING REPORT JOSEPH F.J IONTAGNA 111111114ri Consulting Engineer 1315 Cordova Avenue Glendale,California 91207 (818)244-0681 1 [ � SMI tat,.*`C1'; . � L' Jir l SUPPORTING ENGINEERING REPORT NEW GENERAL APPROVAL APPLICATION IMPERIAL HANUFAcTURING 3.5-INCH AND 4.0-INCH URETHANE PANELS 3.5-INCH FIBERGLASS PANELS RETURN TO DESIGN Prepared for IMPERIAL MANUFACTURING 2271 N.E. 194th Portland, Oregon 97230 August 17, 1993 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 35 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING ` Location: TIGARD,OREGON CALCULATIONS TAMARACK` GROVE TGE Job Number: TGE17-8941 ENGINEER NG TABLE 1.0 ENGINEERING PROPERTIES 4-INCH HD URETHANE CORE PANELS UNIFORM TRANSVERSE LOAD [see graphs in USTC reports] RACKING SHEAR: STRENGTH STIFFNESS Maximum 639 ppf 7406 ppf Minimus 562 ppf 3567 ppf Average 600 ppf 4947 ppf .COMPRESSIVE BEARING: STRENGTH Maximum 15700 lbs Minimum 13700 lbs Average 14800 lbs PANEL TO PANEL CONNECTION: TENSION SHEAR Maximum 1030 lbs 1675 lbs Minimum 850 lbs 1525 lbs Average 960 lbs 1625 lbs WALL PANEL TO CEILING PANEL CONNECTION: TENSION SHEAR Maximum 980 lbs 1800 lbs Minimum 940 lbs 1650 lbs Average 960 lbs 1725 lbs WALL PANEL TO BASE ANGLE CONNECTION*: SHEAR Maximum 1270 lbs Minimum 1200 lbs Average 1220 lbs PANEL AND CORE STRENGTH: TENSION SHEAR SHEAR MODULUS Maximum 17.2 psi 13.7 psi 295 psi Minimum 12.5 psi 8.7 psi 184 psi Average 14.8 psi 11.5 psi 241 psi CORE FLAMMABILITY: CORE STEEL FACING Flame Spread 20 40 Smoke Density 450 >500 CORE AVERAGE DENSITY•: 2.357 pcf CORE WATER ABSORPTION: 0.462 pcf * Connection to wall panel is made with three #14 x 11/2-inch P.H.S.M.S. 5 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 36 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING * ,x; CALCULATIONS Location: TIGARD,OREGON TAMARACK :•`GROVE TGE Job Number: TGE17-8941 ENGINEERING where Fb * allowable bending stress, 1600 psi M = Yvw.b.L2.12 in-lbs b = panel width, 4 ft s = section modulus 2.3.56 in3 Subst-itubing-into--the-equat-ion results in. __ _ __._ _ e.L2 = 1899 (6) Using formulas (4) and (6) , Table 3 - Ceiling Spans, 3.5-Inch Fiberglass Panels was developed for allowable deflections of L/180 and L/240. TABLE 3 CEILING PANEL SPANS 3.5-INCH FIBERGLASS PANELS PANEL SPANS (feet] Applied Load,w FROM BENDING FROM DEFLECTION [psi] STRESS L/180 L/240 5 15.4 16.0 14.5 10 12.1 12.7 11.5 15 10.3 11.1 10.1 20 9.1 10.1 9.2 25 5.2 9.4 8.5 30 7.6 8.8 6.0 35 7.1 8.4 7.6 40 6.6 8.0 7.3 Wall Panels Urethane Core Panels. Non-bearing wall panel heights are limited by the allowable deflection of L/120. Using deflection formulas (3) and a horizontal wind pressure, w = 5 pet, the maximum wall panel height for both 3.5 and 4-inch urethane core panels is greater than 21 feet. Maximum heights of bearing walls were evaluated by determining the axial loadings and bending stresses and combining these loadings. Axial loads will normally be less than the maximum allowable shear for the panel, as these loads are applied by the ceiling panels. 9 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 37 of 40 STRUCTURAL ENGINEERING * Project Name: BUSTER TEXAS STYLE BBQ CALCULATIONS ~ —~ " Location: TIGARD,OREGON TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING Concentrated loads from evaporators or other refrigeration equipment would be distributed to two walls on bearing plates spread over a few feet. For purposes of analyses, the maximum axial load was set at 300 pounds per lineal foot of wall. Horizontal bending stresses for bearing walls were computed using a wind pressure of 5 psf. -Giny; Horizontal load, m = 5 psf Axial load, PP - 300 lbs Bending stress, tb = e.LZ psi 8,t.c Shear stiffness, U = 1327 ppf 3.5-inch panel - 1649 ppf 4.0-inch panel Allowable axial load: • N -N1 (7) where Ns - D L2 1+ For 3.5-inch panels 4 9.92L2, N1 - 219,136 and N 219.136 L2 L2 + 165 By trial and error the maximum wall height is 21 feet. At 21 feet: tb = 4375 psi, NE = 497 lbs and N = 362 lbs + P � .4375.. + 300 0.98 t1.0 Fb N 22000 . 1.33 362 Results of similar analyses for 4-inch panels show the maximum wall height would be greater than 21 feet. 10 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 38 of 40 i • Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS .., . Location: TIGARD,OREGON TAMARACK'S GROVE TGE Job Number: TGE17-8941 ENGINEERING Diaohra.; ��p Since the maximum shape factor tested was limited by the testing equipment, it is recommended that the maximum shape factor be extended to 3:1. The maximum end shear that can be resisted by roof diaphragms should not exceed the following: 3.5-Inch WD Urethane Core 400 ppf 3.5-Inch WD Fiberglass Core 169 ppf 4-Inch HD Urethane Core 200 ppf Shear Walls Though testing equipment limited the size of shear wall that could be tested, it is recommended that the maximum dimension ratios of shear walls be extended to 3:1. The maximum allowable shear loads for the various shape factors should be: ALLOWABLE SHEAR LOADS (via!1 Shape Factor 3.5-Inch 3.5-Inch 4-Inch [height:width] WD Urethane WD Fiberglass HD Urethane 3.0 : 1 133 56 67 2.0 : 1 200 84 100 1.5 : 1 267 111 133 1.0 : 1 400 167 200 Cam-Lock Panel Conreetorg The shear resistance and tension strength of the cam-lock panel fasteners should not exceed the values below. These values can be increased one-third for wind or seismic load conditions. Spacing of cam-lock connectors should not exceed 48 inches for the 4-inch HD urethane panels nor 57 inches for the 3.5-inch WD urethane and fiberglass panels. ALLOWABLE CAM-LOC SHEAR AND TENSIQN LOADS fibs) SHEAR TENSION 3.5-Inch WD Urethane Core Panel 600 330 3.5-Inch WD Fiberglass Core Panel 600 130 4-Inch HD Urethane Core Panel 540 320 15 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 39 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING i CALCULATIONS Location Location: TIGARD,OREGON TAMARACK ` GROVE TGE Job Number: TGE17-8941 ENGINEER NG 'United States Testing Company, Inc. 186265-1 7/30/93 7. FASTENER STRENGTH TEST (Cont.) Wall Panel to Ceiling Panel - Shear Test Procedure: The shear test was performed on an matron machine by securing the wall panel section of a wall panel-ceiling panel assembly onto a steel plate such that the ceiling panel hung over the edge of the steel plate. A shear load was then applied to the joint of the unsupported ceiling panel section through a wooden 2x4, placed flatwise along the joint, at a crosshead separation rate of 0.3 inches per minute until failure. The ultimate load sustained by the joint assembly was recorded (See Figure No. 3) . Results: Specimen Maximum Mode of Number Load (lbs.) Failure 1 1,650 Latch assembly tore foam, latch bent 2 1,800 Latch assembly tore foam, latch bent 3 1,700 Latch assembly tore foam, latch bent Average: 1,725 yil wall C • i /////////// 1 i n g Fastener Shear Test (Figure No. 3) Appr'd by ,tAP Page 20 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 40 of 40 . : /.... J' In ? ie<=2 - COMME CIAL ISE IGE TION INC. 5920 NE GLISAN•PORTLAND,OREGON 97213•(503)234-6445-FAX(503)234-0668 AA Consulting PM LLC Rev: August 18, 2017 ? Job: Busters Texas Style BBQ Portland, OR 97210 11419 SW Pacific Hwy Attn: Kelman Acres Tigard, OR 97223 We will furnish and install refrigeration for the walk-in cooler and Freezer as follows: Item R1 Walk-in Cooler 35°F Model# TEHA015E6HS2BB Trenton condensing unit 208/230/30 TLP211 MAS1 B-EC2 Trenton evaporator 115 volts Existing Equipment for Walk-in Cooler Item R2 Walk-in Freezer -10°F Model# TEHA025L6HS2BF Trenton condensing unit 208/230/10 TLP209LES2B-EC2 Trenton evaporator 208/230/10 The Air cooled condensing units to set on ground next to the walk-ins. Includes labor to install the refrigeration, valves, tubing, R-404 for the cooler, freezer, one year parts and labor warranty. Electrical and roof pad by others. Walk-in boxes, Seismic, and install of walk-ins by AA. Equipment fob jobsite.. Allow 2 weeks for delivery of equipment. Prices good thru October 1, 2017. Sincerely, Commercial Refrigeration, Inc. CCB # 65271 SINCE1949 NATIONAL REFRIGERATION AND TEHA025L6-HT3B -+•- AIR CONDITIONING CANADA CORP. TRENTON 159 ROY aLVD,PO Sox 2020 .rte BRANTFORD, EH-LINE HERMETIC CANADA N3T SYe CONDENSING UNITS-AIR PURCHASER :AA Consulting PM LLC SUBMITTED BY: LB.Osterud PROJECT: Busters Texas BBQ Tigard OR DATE : 18 Sep 2017 ORDER# : -A00 ITEM # : 0 QUOTE# : ID # : PURCHASER'S PO # : TAGGING MODEL FEATURES • Copper tubing secured with cushion • Outdoor weather-resistant housing • Weatherproof electrical control box clamps made from G90 galvanized steel with compressor contactor and fused •Crankcase heater • Pre-formed piping control circuit • Fixed Flooded head pressure control • Receiver with fusible plug and outlet •Adjustable low pressure control with (unless otherwise indicated) valve flex hose/fixed high pressure control • High efficiency PSC fan motor with •Suction Service valve • High efficiency enhanced copper tube internal overload protection • Units are shipped with Helium holding and aluminium fin coil design charge • PrePainted steel cabinet MODEL OPTIONS( * = Shipped Loose ) _ PRE-ENGINEERED OPTION PACKAGE AD3USTABLE PRESSURE CONTROLS _Heated and Insulated Receiver -- A-,STD _Continued Hoffmann Fan Speed Control 1 B Johnson Dual with flex hose — HOUSING MATERIAL C _ Separate High/Low with flex hose — Stainless Steel D BALL VALVE !Insulated Suction Line E �, *Liquid Une LIQUID LINE FILTER+SIGHT GLASS F _ *Suction Une 1 Sealed G CABINET FINISH liquid Line Lock-Out Relay H Painted Grey LIQUID LINE SOLENOID VALVE J ^CAPACITY CONTROL-HOT OAS BYPASS _ *Standard 230V Coll —' w To Inlet of Evaporator *Standard 115V Coll _ "— L To Suction Une Oversized Receiver DEFROST FUSING-SHOW SET QTY ——Compressor Circuit Breaker PHASE/VOLTAGE MONITOR 8 Up to 30 Amps _Compressor Time Delay Relay — 3-Lead 35 Amps to 60 Amps CONDENSING UNIT PRISON PACKAGE _ 6-Lead(MotorSaver455) ELECTRIC DEFROST KIT _ Tamper Proof Screws _Pump Down Toggle Switch (TIMECLOCK INC..) _Crankcase Pressure Regulator Receiver Inlet Ball Valve Up to 40A Htrs,30A Fans 1 Evap _Discharge Air Hood Single Point Electrical Up to 60A Htrs,30A Fans 1 Evap _DISCONNECT SWITCH ^Sub Cooling Circuit Up to 40A Htrs,30A Fans 2 Evap Fused SUCTION ACCUMULATOR _ Up to 60A Mrs,30A Fans 2 Evap Non-Fused With Heat Exchanger Up to 60A Htrs,40A Fans 3 Evap _.__EC FAN MOTORS+SPEED CONTROLLER — Without Heat Exchanger — Up to 80A Htrs,50A Fans 3 Evap All Motors Variable Speed-230V Units SUCTION FILTER DEFROST KIT SmartSpeed ED Sealed Type _(USE WITH KE2) —Export Crating _TIME CLOCK Up to 30A per Evap *Extended Leg Kit _ Paragon 8145 Style _ 35A to 50A per Evap COIL COATING _ *230V Paragon 8145 Style 115V Control Circuit - Heresite Coating *115V Paragon 8145 Style _.. 30A Contactor _ EiectroFin Coating !Two Valve AdfustableFtoaded Head 40A ContactorFIN AND MATERIAL 'Pressure Control r— _BOA Contactor Gold Coat Fins —Wind Guard � 1 AD3USTABLE PRESSURE CONTROLS - Copper Fins Less Flooding Valve(s) Danfoss Dual with flex hose Hail Guard for Condenser TQuickVac Valves VOLTAGE SYSTEM REFRIGERANT RATING SUCTION TEMP AMBIENT TEMP CAPACITY 208-230/3/60 R404A 2.5Hp -20.5 of 95 of 8944 BTUH FANS COMPRESSOR CIRCUIT TOTAL QTY POWER FLA/FAN TYPE QTY RLA LRA AMPS WATTS MCAt MOP* 1 1.1 CF09K6E-TF5-247 1 9.2 72.2 10.3 12.6 20 LIQUID 3/8 in SOUND - REC CAPACITY 14 lb APPROVALS SUCTION 7/8 in WEIGHT 281 lb REF CHARGE ^ MEA NOTES: °tom t MCA.. Minimum Circuit Ampacity,* MOP.. Maximum Overcurrent Protection MCA&MOP are for the condensing unit ONLY. Single point connections WILL show different on dataplate. APPROVED BY: DATE : Approval of this drawing signifies that the equipment is acceptable under the provision of the job specifications.Any change made hereon by any person whomsoever subject to acceptance by NATIONAL REFRIGERATION at its home office. PAGE 2 OF 4 NATIONAL REFRIGERATION AND TEHA025L6-HT3B AIR CONDITIONING CANADA CORP. TRENTON 159 ROY BLVD,PO BOX 2020 EH-LINE HERMETIC BRANTFORD,o" CANADA"3T SY6 CONDENSING UNITS-AIR CANA PURCHASER :AA Consulting PM LLC SUBMITTED BY : LB.Osterud PROJECT : Busters Texas BBQ Tigard OR DATE : 18 Sep 2017 ORDER# : -A00 ITEM # : 0 QUOTE # : ID # : PURCHASER'S PO# : TAGGING : SELECTED OPTION DESCRIPTIONS j jayid Line Filter 4.Sight Glass-Sealed Sporlan C Series with ODE solder connections and Sporlan SA moisture indicator factory installed in liquid line. pre-Fngjneered Option Package-B Liquid line filter drier and sightglass: Spartan C Series filter-drier with ODE solder connections and Sporlan SA moisture indicator factory installed in liquid line. b Approvalmade heris eon by any(gnifies that the equipment is acceptable under the provision of the person whomsoever subject to acceptance by NATIONAL REFRIGERATION specifications. home office. ange PAGE 3 OF 4 NATIONAL REFRIGERATION AND Order Item No:0 As11111111b. AIR CONDITIONING CANADA CORP. TEHA025L6-HT3B TRENTON 159 ROY BLVD, PO Box 2020 '""11111111111100" BRANTFORD,ON EH-LINE HERMETIC ni CANADA N3T 5Y6 CONDENSING UNITS-AIR NATIONAL REFRIGERATION will furnish equipment in accordance with this drawing and specifications,and DATE : 18 Sep 2017 subject to its published warranty.Approval of this drawing signifies that the equipment is acceptable under the PURCHASER :AA Consulting PM LLC provision of the job specifications.Any change made hereon by any person whomsoever subject to acceptance PROJECT: Busters Texas BBQ Tigard OR by NATIONAL REFRIGERATION at its home office. SUBMITTED BY : LB.Osterud Dimensions shown are for standard unit less options. DIMENSIONS DIMENSION A 19 7/8 in arra&AR DIMENSION 8 36 3/8 in Dra INCE HOOD DIMENSION C 30 3/8 in Mots DIMENSION D 4 in DIMENSION E DIMENSION F DIMENSION G 0 in .1.1-:L DIMENSION H �: ,`;;, '� �, . 1 ` �\, CONNECTIONS LIQUID 3/8 in `d SUCTION 7/8 in DRAIN WATER N. DISCHARGE PAN LOOP HOT GAS SIDE PORT IL--; (an HOT GAS INLET 10, HOT GAS OUTLET ,===, SHIPPING WEIGHTOTHER 281 lb A : +- •` :=: ,—:I REFRIGERANT CHARGE � : . : .=2 •-,-- RECEIVER CAPACITY 14 lb Illpl ol}=t. "i-= o a APPROVALS 8 4 14 MEA LI III) 2 I.;: IIII iti-- 9N8 h.1 , ,,, t+4:zi NOTES: PAGE 4 OF 4 NATIONAL REFRIGERATION AND TEHA015E6-HT3B AIR CONDITIONING CANADA CORP. TRENTON 159 ROY BLVD,PO BOX 2020 '111111111111"" BRANTFORD, EH-LINE HERMETIC - CANADA N3T srb CONDENSING UNITS-AIR PURCHASER :AA Consulting PM LLC SUBMITTED BY : LB.Osterud PROJECT: Busters Texas BBQ Tigard OR DATE : 18 Sep 2017 ORDER# :-A00 ITEM # : 0 QUOTE # : ID # : PURCHASER'S PO # : TAGGING : SELECTED OPTION DESCRIPTIONS Ugujd Line Filter+Sight Glass-Sealed Sporlan C Series with ODF solder connections and Sporlan SA moisture Indicator factory installed in liquid line. Pre-Engineered Option Package- Liquid line filter drier and sightgiass:Sporlan C Series filter-drier with ODF solder connections and Sporlan SA moisture indicator factory installed in liquid line. Approval of this drawing signifies that the equipment is acceptable under the provision of the job specifications.Any change made hereon by any person whomsoever subject to acceptance by NATIONAL REFRIGERATION at its home office. PAGE 3 OF 7 NATIONAL REFRIGERATION AND Order Item No:0 —.- AIR CONDITIONING CANADA CORP. TEHA015E6-HT3B TRENTON 159 ROY BLVD, PO BOX 2020 "1111111111W- BRANTFORD,ON EH-LINE HERMETIC . CANADA N3T 5Y6 CONDENSING UNITS-AIR NATIONAL REFRIGERATION will furnish equipment in accordance with this drawing and specifications,and DATE : 18 Sep 2017 subject to its published warranty.Approval of this drawing signifies that the equipment is acceptable under the PURCHASER :AA Consulting PM LLC provision of the job specifications.Any change made hereon by any person whomsoever subject to acceptance PROJECT: Busters Texas BBQ Tigard OR by NATIONAL REFRIGERATION at its home office. _ SUBMITTED BY: LB.Osterud Dimensions shown are for standard unit less options. DIMENSIONS DIMENSION A 19 7/8 in OPTIONALAR DIMENSION B 36 3/8 in OSCHARGE HOOD i DIMENSION C 30 3/8 in mom DIMENSION D 4 in DIMENSION E ! DIMENSION F It:,;': DIMENSION G 0 in DIMENSION H ~~�.�,� r I LIQUIDCONNECTIONS 3/8 in -fid SUCTION 5/8 in DRAIN "+,� WATER DISCHARGE PAN LOOP s•. HOT GAS SIDE PORT �� MNHOT GAS INLET — L.,,,-HOT GAS OUTLET : �-.ii1-.'fOTHER A r t- ., 'Y.-;-,;-1.—.....-,4=4:::t=1 SHIPPING WEIGHT 279 lb *‘4,,,,..44-_,-1----t-.4.-...- := REFRIGERANT CHARGE } '�" RECEIVER CAPACITY 11 lb ,.'i� r =+—_•_+_r.�4� APPROVALS 8 Q us MEA LI I 21 ."*4 I l -`�t ICUS 9116 � 9f16--1 .� -1 C O 6 NOTES: PAGE 4 OF 7 NATIONAL REFRIGERATION AND TLP214MA-SiB-T �� AIR CONDITIONING CANADA CORP. TRENTON 159 ROY BLVD,FO BOX 2020 LOW PROFILE -.4111111.11 BRANTFORD,ON ^ CANADA N3T sr6 EVAPORATOR PURCHASER:AA Consulting PM LLC SUBMITTED BY : LB.Osterud PROJECT: Busters Texas BBQ Tigard OR DATE : 18 Sep 2017 ORDER# : -A00 ITEM # : 0 QUOTE# : ID # : PURCHASER'S PO# : TAGGING : MODEL FEATURES •3/8"Tubing coil construction(reduces • Hinged drain pan with central universal • Ultra efficient Electronically refrigerant operating charge) drain connection (3/4^drain) Commutated Motor(ECM) •Factory installed solenoid valve wire • Front access to spacious electrical and • ** ECM with SmartSpeed Technology harness header compartments • High efficiency enhanced copper tube •Heavy gauge textured aluminum cabinet •Schrader connection on suction header and aluminium fin coil design construction resists scratches/corrosion •Attractive and durable high density •6 FPI •Spacious piping end compartment allows polyethylene fan guards for easy assembly MODEL OPTIONS( * =Shipped Loose) PRE-ASSEMBLED EVAP EXPANSION VALVE KE2 THERM EEV Kit-Sporlan EEV+ Kelvin II — Sporlan DCV — *SmartGate Router#20695 EEV Kit- Emerson EEV+ EX48 Emerson TXV _ *8 Port Switch #20166 1 KE2 Evap Efficiency w/Sporian TXV _ Sporlan EEV _ *CAT5e Shielded Cable- 50ft KE2 Evap Efficiency w/Sporlan EEV — Emerson EEV w/connectors al *KE2 Evap Efficiency w/Sporlan TXV Danfoss TXV 40' Leads on Sensors+Transducers *KE2 Evap Efficiency w/Sporian EEV Carel E2V+ EVD ice Controller Ethernet Adapter Kit — KE2 Evap Efficiency w/KE2 EEV ^SENSOR+TRANSDUCER FOR EEV *Liquid I Suction Heat Exchanger *KE2 Evap Efficiency w/KE2 EEV for use with Emerson EEV _LIQUID LINE SOLENOID VALVE Carel EEV Kit+ KE2Temp+Defrost Other Brand-Specify in Notes _ Danfoss Aux Sideport Connector ELECTRONIC SH CONTROLLER _ Sporian CABINET FINISH _FOR EEV i Emerson Painted White *Sporlan Kelvin II EEV Controller By Others Field Supplied i___ Painted Black ^ *Emerson EEV Controller ~Dual Voltage Coil 120-230V Field i_ Stainless Steel _ *Other EEV Controller-Specify MFR Wired _SENSORS FOR CPC ISO BOARDS Model in Notes ❑Nitrogen Charged and Sealed Coil Temp Sensor ❑Evaporator Disconnect Switch ROOM THERMOSTATS Return Air Temp Sensor ,---.EVAPORATOR PRISON PACKAGE _ Mechanical Suction Pressure Transducer _ Tamper Proof Screws _ *Mechanical DEMAND DEFROST ELECTRONIC Export Crating — *Johnson A19ABC CONTROLLER COIL COATING _ *Johnson A419ABC-1C KE2 Therm Evaporator Efficiency 1 Heresite Coating _ Ranco ETC-111000 *KE2 Therm Evaporator Efficiency _ ElectroFin Coating _ *Ranco ETC-111000 Dual Circuit ,_FIN AND MATERIAL _Wire Fan Guards ELECTRONIC CONTROLLER _ Gold Coat Fins _REMOTE DEFROST PANEL KE2 Temp+Defrost _ Copper Fins *230V Control f *KE2 Temp+Defrost Insulated Drain Pan *1i5V Control VOLTAGE SYSTEM REFRIGERANT AIR FLOW EVAP.TEMP BOX TEMP CAPACITY 115/1/60 R404A 1800 CFM 24.4 OF 35 OF 14141 BTUH FANS HEATERS CIRCUIT TOTAL QTY POWER FLA/FAN TYPE QTY AMPS AMPS WATTS MCAt MOP* 2 0.07HP 1 2 120 2.3 15 DISTRIBUTOR 1/2 in SOUND - REC CAPACITY APPROVALS SUCTION 7/8 in WEIGHT 78 lb REF CHARGE 2 lb �� NOTES: ID t MCA.. Minimum Circuit Ampacity, * MOP.. Maximum Overcurrent Protection APPROVED BY: DATE: Approval of this drawing signifies that the equipment is acceptable under the provision of the job specifications.Any change made hereon by any person whomsoever subject to acceptance by NATIONAL REFRIGERATION at its home office. PAGE 5 OF 7 NATIONAL REFRIGERATION AND TLp214MA-S1B-T AIR CONDITIONING CANADA CORP. TRENTON 159 ROY BLVD,PO BOX 2020 LOW PROFILE "osses. CANADABRANTFORD,ON CANADA N31 SY8 EVAPORATOR PURCHASER : AA Consulting PM LLC SUBMITTED BY : LB,Osterud PROJECT: Busters Texas BBQ Tigard OR DATE : 18 Sep 2017 ORDER# : -A00 ITEM # : 0 QUOTE# : ID # : PURCHASERS PO# : TAGGING : SELECTED OPTION DESCRIPTIONS Cott Coating Heresite Coating Heresite P-413 baking phenolic with plasticizer or approved equal. Finned tube coils shall be protected with a pure phenolic thermosetting resinous coating. The total dry film thickness of the coating shall be approximately 2 mils. Coating is NSF Approved Approval of this drawing signifies that the equipment is acceptable under the provision of the job specifications.Any change made hereon by any person whomsoever subject to acceptance by NATIONAL REFRIGERATION at Its home office. PAGE 6 OF 7 NATIONAL REFRIGERATION AND TEHA015E6-HT3B TRENTON AIR CONDITIONING CANADA CORP. `461111.111Winrtor gm,ro Box 2020 HERMETIC CANADA N33x 5Y6 CONDENSING UNITS-AIR PURCHASER : AA Consulting PM LLC SUBMITTED BY : LB. Osterud PROJECT: Busters Texas BBQ Tigard OR DATE : 18 Sep 2017 ORDER# : -A00 ITEM # : 0 QUOTE# : ID # : PURCHASER'S PO # : TAGGING : MODEL FEATURES •Copper tubing secured with cushion •Outdoor weather-resistant housing • Weatherproof electrical control box clamps made from G90 galvanized steel with compressor contactor and fused •Crankcase heater • Pre-formed piping control circuit • Fixed Flooded head pressure control • Receiver with fusible plug and outlet • Adjustable low pressure control with (unless otherwise indicated) valve flex hose/fixed high pressure control • High efficiency PSC fan motor with • Suction Service valve • High efficiency enhanced copper tube internal overload protection • Units are shipped with Helium holding and aluminium fin coil design charge • PrePainted steel cabinet MODEL OPTIONS (* =Shipped Loose) _ PRE-ENGINEERED OPTION PACKAGE ADJUSTABLE PRESSURE CONTROLS Heated and Insulated Receiver — A-STD —Continued ^Hoffmann Fan Speed Control 1 8 _ Johnson Dual with flex hose _HOUSING MATERIAL — C Separate High/Low with flex hose _ StainlessSteelp _BALL VALVE Insulated Suction Line E _ *Liquid Line LIQUID LINE FILTER+SIGHT GLASS Fr *Suction Line 1 Sealed G CABINET FINISH Liquid Une Lock-Out Relay H [D Painted Grey LIQUID LINE SOLENOID VALVE 3 i CAPACITY CONTROL-HOT GAS BYPASS *Standard 230V Coll W — To Inlet of Evaporator -- *Standard 115V Coil L To Suction Line __ Oversized Receiver DEFROST FUSING-SHOW SET QTY —_Compressor Circuit Breaker PHASE/VOLTAGE MONITOR 13 Up to 30 Amps -Compressor Time Delay Relay ^ 3-Lead 35 Amps to 60 Amps CONDENSING UNIT PRISON PACKAGE 6-Lead(MotorSaver455) ELECTRIC DEFROST KIT _ Tamper Proof Screws Pump Down Toggle Switch (TIMECLOCK INCL) Crankcase Pressure Regulator Receiver Inlet Bali Valve Up to 40A Htrs,30A Fans 1 Evap —Discharge Air Hood _Single Point Electrical Up to 60A Htrs,30A Fans 1 Evap Up to 40A Htrs,30A Fans 2 Evap Up to 60A Htrs,30A Fans 2 Evap _DISCONNECT SWITCH ESUCTION ACCUMULATOR Fused With Heat Exchanger — Non-Fused Without Heat Exchanger Up to 60A Htrs,40A Fans 3 Evap EC FAN MOTORS+SPEED CONTROLLER SUCTION FILTER Up to 80A Htrs,SOA Fans 3 Evap — All Motors Variable Speed-230V Units Q Sealed Type DEFROST KIT SmartSpeed TIME CLOCK (USE WITH KE2) - _Export Crating _ Paragon 8145 Style Up to 30A per Evap _Extended Leg Kit *230V Paragon 8145 Style 35A to 50A per Evap _COIL COATING 115V Paragon 8145 Style 115V Control Circuit _ Heresite Coating Two Valve AdjustableFlooded Head 30A Contactor _ ElectroFin Coating —Pressure Control _40A Contactor FIN AND MATERIAL —Wind Guard _60A Contactor Gold Coat Fins Less Flooding Valve(s) ADJUSTABLE PRESSURE CONTROLS Copper Fins 1 TQulekVac Valves Danfoss Dual with flex hose Hall Guard for Condenser VOLTAGE SYSTEM REFRIGERANT _ RATING SUCTION TEMP AMBIENT TEMP CAPACITY 208-230/3/60 R404A 1.5Hp 23.9 of 95 OF 15020 BTUH FANS COMPRESSOR CIRCUIT TOTAL QTY POWER FLA/FAN TYPE QTY RLA LRA AMPS WATTS MCAt MOP* 1 1.1 CS101C6E-TF5-256 1 6.7 51 7.8 9.5 15 LIQUID 3/8 in SOUND - REC CAPACITY 11 lb APPROVALS SUCTION 5/8 in WEIGHT 279 ib REF CHARGE NOTES: ceas MEA t MCA.. Minimum Circuit Ampacity, * MOP.. Maximum Overcurrent Protection MCA&MOP are for the condensing unit ONLY. Single point connections WILL show different on dataplate. APPROVED BY: DATE : Approval of this drawing signifies that the equipment is acceptable under the provision of the job specifications.Any change made hereon by any person whomsoever subject to acceptance by NATIONAL REFRIGERATION at its home office. PAGE 2 OF 7 GENERAL WALK-IN COOLER LOAD CALCULATION ,,s-,,, ,q,,:.: • __ , 1 I ,t u,ti u TRENTON (,,,11r ."iiii TM 4. . i {5i1 r i -., 1 ?i 'i.';'':':1: ,,,;:,:•!•!-:', k It i I n ye�a s 7'i.FFi i i _...4: y•d.•�SkAl,�jLf o. ... �w . i:':71,,•;,!;;;.471!.',... :i.,1 ..>s, ,.-.d ..i: :1 L .lP 000 ,:.•,11,,,,.!'7.7.,. ,, 000 r- 1 .r. 0 . • .; ... . . LB.OSTERUD COMMERCIAL REFRIGERATION INC KELMAN ACRES 5920 NE GLISAN PORTLAND,OR AA CONSULTING PM LLC 97213 USA PORTLAND,OR Ph:5032346445 97210 USA Fx:5032340668 Emaii LB Osterud.cri pdx com ,4` ,^ rYT: Ry`471 - r° iii �,,N ,:.6;._:, $ � l41,--!::,',?•::;.i::: .; I ? i1„tly, r Iliiii0al,3.} L t K1, •f . • •Mi• �:. '- _ +r�.>f0 ��. ui5..4,11 1_-a,:7S..:y,..; :it.. 1.,. .: ., 0!+ ;J... {k.. 1... t _,: , 7.::...0...__ _• .,:i.... ".. .'f. . Application General Walk-in Cooler Location Indoor Internal Temp 35 OF Internal RH 84% External Temp 85 OF External RH 55% Wall Load 2,215 BTUH 3.6.%.f». Inf.ltS1rati,on 1,053 BTUH 17% Products 1,,81b6,i BTUH TUH M itscel.law ne,'oL u00s 1,143 BTUH UH 29% 18% }, tiiN 4• i . k ] i tiAiiA9,FLQQR4AN6 ;*ijGii: D�j1, i - • 1 Section Construction Thkkness Ext Temp Dim 1 Dim 2 Area Load K Factor R Value (In) (°F) (ft) (ft) (fti) (BTUH) Rear Urethane,Standard panels 4.000 0.14 28.57 85.0 9.00 8.00 72 126 Right End Urethane,Standard panels 4.000 0.14 28.57 85.0 15.00 8.00 120 210 Front Urethane,Standard panels 4.000 0.14 28.57 85.0 9.00 8.00 72 126 Left End Urethane,Standard panels 4.000 0.14 28.57 85.0 15.00 8.00 120 210 Floor Concrete Stab,Lightweight Aggregte 6000 1.92 3.12 9.00 15.00 135 1,307 60Lb/ft3 On Grade Ceiling Urethane,Standard panels 4.000 0.14 28.57 85.0 9.00 15.00 135 236 VOLUME (ft3) 1,080 TOTAL WALL, FLOOR AND CEILING LOAD 2,215 -.S,1 ror'Ff^y..,,. i}i kr 1iii ij,.4ttit Mtl.r,kO �. 60iyyi .: ils'E7} mo��i• P._,yi� �yM".U j�ME`f UAGE (�. 1.: '..1 1 r [ ir w r b ..: x ;.1 - Box Usage Internal Temp Internal Rh External Temp External Rh Ventilation Load R ular (°3F5) (We) (%) • (oF) (CFM) (B1T,0U5H3) WTI- ,it . 1 . lt ._ '` 5y Ob ' ` . ', x ! i w s. ir , rk6 f ft t .. 4rr'y� rpi l., p4,41rve ^`. �+ fi,!, ._, ±ri ',:. ..l47.; i• i .!041 !- . --'1 4.: tl 0000, ': Weight Enter Temp Final TempPull Down Load Type (ib) ('F) (°F) (hrs) (BTUH) General,Mixed Products,Approximation 2,160 45.0 35.0 24 693 General,Mixed Products,Approximation 3,500 45.0 35.0 24 1,123 TOTAL PRODUCT WEIGHT(lbs) 5,660 TOTAL PRODUCT LOAD 1,816 rr r 'r7 v , usj ,. Ili �•, s i "1•4: 1 "'�r . t.? ,ai�i f! A'1.r.;4,.:;s:'t, _ .=Y,.r,i,•i....' { - ISGELCAN".!!!,7r7 S CO�XD . l',!•!::t .. :.... t.,'::1:;::4:14.:41,:'' .4_. .,..000".1- 0000...j_A ..i'.X..�...._i.t s. 5.f1 0000• ,. .-. L...1'•:•:;1 .. . �:.. "" Run Time Load Quantity Description Power Units (hrs) (BTUH) LIGHTING 1 W/ft2 24 461 2 EVAPORATOR MOTORS 100 W 24 682 TOTAL MISCELLANEOUS LOAD 1,143 kga2 - t ziligqiR ie#ppr0'Gn0'* h : a : Design Safety Capacity Line Condenser Safety Run Time Design TD Line Loss Ambient Load Factor Load (Hours) Required Refrigerant Frequency (0F) (0F) oF) (BTUH) (BTUH) (STUN) (Hz) 6,227 10% 6,850 16 10 275 R404A 60 10.1 0.5 95 s , 42? t at r is L ` ,t as 4 e ISS ,i`Ci,... ,r r i��:1.;- 1!i 5'l• -,.•;r 1{ . r 1 , ��,1, t, '.al,ii,t h?'.4;!,,.!, i ? STE . E U Pt L.T ...--- --, 4'4t,:".','4 ,. .i.�. . .'°.^. . . :.--•,':•,••••'-. t ,1 a ss1, L:11,.., s... ,N�:,"•`. •i t. .�>yr. 'r".-7::::,..=,,-.. .- i - Rating Equipment Type Quantity Model Number Description Voltage (BTUH) Condensing Unit 1 TEHA015E6-HT3B EH-Line HermeticlCondensing Units-Air 208-230/3/60 15,020 Evaporator_ 1 TLgP214MA S16 Tom+ {� Low ProfilelEvaporator 115/1/60 14,141 1.: /;'pF-'rd'f�'jb+„i' `,.,i• �4i0:,, itgfir fi'F ` I 'ITi4vli s'E't'f NC ``' r t`'t" +. _ 'k::;^..,;,..,1,,%n.••„ ' 4 ::,._ ._. t,b;,§:e.•16 .,; '- k••,. (:� - efi . .In...... f tt t.,.,.i.ti,l -4;14.f.r'i. , 0 .r 41.1,r.. .14-. .:. ..1.1.01, r ..1" ,1'010 .v'-. , • Fan Load(BTUH) Suction Temp(°F) Evaporator TD(OF) System Capacity(BTUH) I 23.9 10.6 14,865 0 0 PAGE 1 OF 7 ti Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS . 11111111&itiad16,,'r Location: TIGARD,OREGON TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING BRIAN J. SIELAFF, P.E. STRUCTURAL ENGINEERING CALCULATIONS FOR IMPERIAL-BROWN, MFG. BUSTER TEXAS STYLE BBQ TIGARD, OREGON TGE PROJECT NO.: TGE17-8941 ,to PPOp �� N� u^jQ 03P OREGO , V eco,„ 0'10, Ze e, 44' J. S* if/74 XPIRATION DATE:Cf' DESIGN CRITERIA: STRUCTURAL CODE: 2014 OSSC SEISMIC PARAMETERS: Ss=0.971 g Si = 0.422 g SEISMIC DESIGN CATEGORY: D WALL/CEILING DEAD LOAD: 5.0 PSF CEILING LIVE LOAD: 10.0 PSF CEILING SNOW LOAD: 20.0 PSF EXTERIOR LATERAL LOAD: 16.0 PSF EXTERIOR UPLIFT LOAD: -16.0 PSF 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 1 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING TABLE OF CONTENTS 1 PROJECT INFORMATION 3 2 SCOPE OF WORK 3 3 JURISDICTIONAL INFORMATION 4 4 ICC EVALUATION REPORT,PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS 4 5 GENERAL STRUCTURAL NOTES 5 6 USGS SEISMIC ANALYSIS 6 7 WIND ANALYSIS 10 8 SNOW ANALYSIS 12 9 STRUCTURAL ENGINEERING CALCULATIONS 13 10 MATERIAL PRINOUTS AND TESTING REPORTS �5 10.1 SIMPSON ANCHOR SOFTWARE �5 10.2 IB SPAN CHART 34 10.3 PANELS TESTING REPORT 35 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 2 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS - Location: TIGARD,OREGON TAMARACK"P GROVE TGE Job Number: TGE17-8941 ENGINEERING 3. PROJECT INFORMATION Tamarack Grove Engineering TGE Project Number: TGE17-8941 Date: 9/13/2017 TGE Contact: Garrett Davis,E.I. TGE Engineer of Record: Brian J.Sielaff,P.E.,P.Eng. Project Client Information: Company: Imperial-Brown Contact: Ken Rhoads Address: 2271 N.E.194th Portland,OR 97230 Phone: 503-665-5539 Email: KRhoads®a imperial-brown.com Client Logo: r Imperial - - Project Site Information: Name: Buster Texas Style BBQ Address: 11419 SW Pacific HWY Tigard,OR 97223 Coordinates: 45.42525°N,122.76567°W Phone: N/A Email: N/A Site Elevation: N/A Live and Dead Loads Ceiling Live/Snow Load: 20 PSF Ceiling Dead Loads: Steel Facing(ASTM-A-646) 1.8 PSF (26 GA.—t=0.02 inch) Insulation: o.8 PSF Miscellaneous: 2.4 PSF Total: 5.o PSF 2 SCOPE OF WORK Tamarack Grove Engineering is providing structural engineering calculations for the walk-in cooler manufactured by Imperial Brown, Mfg to verify the structural integrity of the panels and anchorage to the slab. The design of the slab/foundation is to be provided by others. Redline drawings provided to the client as needed based on calculations and code requirements. 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 3 of 40 Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING * :f CALCULATIONS -mm - `_ Location: TIGARD,OREGON TAMARACK Tr GROVE TGE Job Number: TGE17-8941 E N G C NE E R NG 3 JURISDICTIONAL INFORMATION Seismic Design Information: Seismic Parameters: Ss=0.971 g S,=0.422 g SDs=0.720 g SDS=0.440 9 Site Coefficient, FA: 1.112 Site Coefficient,Fv: 1.578 Building Site Class: D Seismic Design Category: D Analysis Procedure Used: Equivalent Lateral Force Procedure Basic Seismic-Force-Resisting-System: Bearing Wall System—Light Framed Walls of All Other Materials Importance Modification Factor, le: 1.o (ASCE 7-10 Table 1.5-2) Response Modification Factor, Rp: 2.5 (ASCE 7-10 Table 12.2-1) Seismic Response Coefficient,Ap 1.o Lateral Pressure Design Information: Exterior Lateral Load 16.o PSF Exterior Uplift Load -16.0 PSF 4 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS • IMPERIAL BROWN TESTING REPORT • 2015 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION(NDS) • ICC-ESR-2713,"TITEN HD SCREW ANCHOR AND TITEN HD ROD HANGER FOR CRACKED AND UNCRACKED CONCRETE" 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 4 of 40 Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS Location: TIGARD,OREGON TAMARACK'S GROVE TGE Job Number: TGE17-8941 ENGINEERING 5 GENERAL STRUCTURAL NOTES 1.GENERAL STRUCTURAL NOTES: A. CONTRACTOR TO VERIFY ALL OPENINGS,BUILDING DIMENSIONS,COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING OF ANY COOLER BOXES OR CONSTRUCTION. B. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN WRITING TO THE ENGINEER OF RECORD. C. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL CONFIGURATION. D. NOTCHING AND/OR CUTTING OF ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED, UNLESS PRIOR CONSENT IS GIVEN BY THE ENGINEER OF RECORD. 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 5 of 40 Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS Location: TIGARD,OREGON TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING 6 USGS SEISMIC ANALYSIS 9112/2017 Design Maps Deteled Report usGs Design Maps Detailed Report 2012/2015 International Building Code (45.42525°N, 122.76567°W) Site pass D-"Stiff Soil", Risk Category I/II/III Section 1613.3,1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration.They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SN)and 1.3(to obtain S,).Maps In the 2012/2015 International Building Code are provided for Site pass B.Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(111'1 S, = 0.971 g From Figure 1613.3.1(21121 S, = 0.422 g Section 1613.3.2 —Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard-Table 20.3-1 SITE CLASS DEFINITI©NS Site Class vs N or Na, s A.Hard Rock >5,000 ft/s N/A N/A B.Rock 2,500 to 5,000 ft/s N/A N/A C.Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D.Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E.Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI> 20, • Moisture content w? 40%,and • Undrained shear strength s„ < 500 psf F.Soils requiring site response See Section 20.3.1 analysis In accordance with Section 21.1 For 51: 1Ft/s-0-3048 m/s 1lb/ft, =0.0479 kNlm2 h ttp s:J/earthquake.0 sgs.g ovicn21d a sig nmaps/o s+repo rt.php 7te mplate=mini mal&lati tulle=45.4252479978164481ongitude-12276567391702233&stecl... 114 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 6 of 40 STRUCTURAL ENGINEERING 101k;„.,.'" Project Name: BUSTER TEXAS STYLE BBQ Location: TIGARD,OREGON CALCULATIONS TAMARACK ! GROVE TGE Job Number: TGE17-8941 ENGINEERING 9/12/2017 Design Maps Detaied Report Section 16133.3 -Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period S < 0.25 S.= 0.50 Ss= 0.75 S. - 1.00 Ss 2: 1.25 A 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class=D and Ss=0.971 g,F.= 1.112 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F. Site Class Mapped Spectral Response Acceleration at 1-s Period S. 0.10 5, =0.20 S, =0.30 S, =0.40 S, 0.50 A 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F Sec Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for interrriediate values of St For Site Class=D and Si=0.422 g,F.= 1.578 https llearthguake.usgs.gmecnaidesignmaps/usireport.php7template.rninimal&latitude=45.425247997B164481ongitude.-122.76567391702233&srtecl 214 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 7 of 40 • Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING " f . CALCULATIONS Location: TIGARD,OREGON TAMARACK ` `GROVE TGE Job Number: TGE17-8941 ENGINE ER IN 911212017 Design Maps Detaled Report Equation(16-37): S,s = FaSs = 1.112 x 0.971 = 1.080 g Equation (16-38): Smi = F S; = 1.578 x 0.422 = 0.666 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sup _ >SMs = x 1.080= 0.720 g Equation (16-40): SDI = Y SM„ =%x 0.666= 0.444 g httpsFlearthquake.usgs.gov1cn21designmapslustreport ph '?template=ra nima181atitude=45.42524799781644&longitude=12276567391702233&sited... 314 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 8 of 40 • Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK II GROVE TGE Job Number: TGE17-8941 ENGIN EER ; NG '9112(2017 Design Maps Detaied Report Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD(0.2 second)RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sr,s I or I/ III IV S„,<0.167g A A A 0.167g S Soc<0.33g 0.33g<S,, c 0.50g 0.50g S„ For Risk Category=I and Sp.=0.720 g,Seismic Design Category=D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sol I or u III IV SD,< 0.067g A A A 0.067g 5 So,<0.133g 0.133g 5 Sus <0.209 0.20g 5 So, For Risk Category=I and Spi=0.444 g,Seismic Design Category=D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings In Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category a "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = Note: See Section 1613,3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1513.3.1(1): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/15C-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): https://earthguake.usgs.gov/hazards/designmaps/clownloads/pdfs/18C-2012- Fig16130301(2).pdf httpsflearthguake.usgs.goy/cn2/designmaps/us/report.php?template.rninimaledatittide----45.4252479978164481ongitude=-122-765673917022338artecl,, 4/4 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 9 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS Location: TIGARD,OREGON TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING 7 WIND ANALYSIS 9/12/2017 Search Results for Map Applied Technology Cpunc:E WINDSPEEDBYLO T/ N ASCE 7 Eiconspeed ASCE 7{uronci Snow Load Reintort Resources s riponcors "akout AEC Contact Search Results nteexra onkrukorEkorraEsrEPEEPA,WElnkrucr = 5x5KarCUE vs Query Date:Tue Sep 12 2017 Latitude:45.4312 1 Longitude:-122.7715 ASCE 7-10 Windspeedsknoncr _ to oo (3-sec peak gust in mph`): R mt(1tov u(INTANA OM“ Risk Category I:100 ,uu Risk Category II:110 Marco>a oa io cake Risk Category III-IV:115 w*car c MRM''10-Year:72 . MRI 25-Year:79 Irv: k welted st MRI 50-Year:85 L+Ai MRM`100 Year:91 > race c tpa a � ac:rc?an,a utas' as ASCE 7-05 Windspeed: kkkuskorpcknr orkkunketa 85(3-sec peak gust in mph) o ASCE 7-93 Windspeed: ( '' s ea,2w7 Goa* 77(fastest mile in mph) _,,.7. ._ _. .µms., _PAa.4 z 5�ca��g.itie l 'Mlles per 1101€ "Mean Recurrence Ietervai users shote consult with local buibeeg officials to determine if there are community-specific wind speed requirements that gasem. Print your resttlt' WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment fund•fealied Technobdv CaunrJ•201 Redwood Shares Parkway,Suite 240•Redwood City.California 94065•(650)595-1542 http:J/windspeed.atcouncil.orglindex.php?option=corn content&view=artide&id=10&dec=1&latltude=45.4312294&longitude-122.77714861&risk_categ... 111 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 10 of 40 STRUCTURAL ENGINEERING „.-- Project Name: BUSTER TEXAS STYLE BBQ Location: TIGARD,OREGON CALCULATIONS TAMARACK II GROVE TGE Job Number: TGE17-8941 ENGIN EE Ft 1 G Project Title: Engineer: Project ID: TGE17-8941 Project Descr: TAMARACK 11 GROVE ENGINEER IMO ASCE 7-10 Wind Forces Clint 28,Pa& filip§0013E17-10541,Buster Texas Style BBC),TtgaTI, CALMNERCALMERCALC.ed u ENSICALC,INC.19812017,Stdd:1017.8.29,Ver:10.17.8.29 Lic.#:KW-06007753 Licensee:TAMARACK GROVE ENGINEERING Description: -WIND LOADS- Analytical Values Calculations per ASCE 7.10 V:Basic Wind Speed per Sect 26.5-1 A.B or C 110.0 mph Roof Slope Angle 0 to 5 degrees Occupancy per Table 13-1 II All Buildings and other structures except those listed as Category I,III,and IV Exposure Category per 26.7 Exposure B MRH:Mean Roof Height 8.330 ft Lambda:per Figure 28.6-1,Page 305 1.00 Effective Wind Area of Component&Cladding 77.0 frs2 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 5.0 psf Topographic Factor Kzt per 26.8 1.00 LHD:Least Horizontal Dimension 10.0 ft a:=max(0.04*LHD,3,min(0.10 1 LHD,0.41MRH)) 3.00 ft max(0.04 LHD,3,mio(0.10*LHD,0.4.MRH)) Design Wind Pressures Minimum Additional Load Case per 28.4.4=16 PSF on entire vertical plane Horizontal Pressures Zone: A = 19.20 psf Zone: C 16.00 psf Zone: B = 8.00 psf Zone: D = 8.00 psf Vertical Pressures... Zone: E = .23,10 pat Zone: G = -16.00 psf Zone: F = -13.10 pal Zone: H -10.10 psf Overhangs... Zone: Eoh -32.30 psi Zone: Gob i.- -25.30 par Component&Cladding Design Wind Pressures Design Wind Pressure Lambda"Kit Ps30 per Eq 3425-1 Roof Zone 1: Positive: 7.276 psf Minimum Additional Load Case per 28.4,4=16 PSF Negative: -20.176 pet on entire vertical plane Roof Zone 2: Positive 7.276 psf Negative: -23394 psf Roof Zorie 3: Positive: 7.276 psf Negative: -27.970 psf Wall Zone 4: Positive: 18.960 psf Negative: -20314 psf Wail Zone 5. Positive: 18.560 pet Negative -23320 psf Roof Overhang Zone 2: -29776 psf Roof Overhang Zone 3: -19.906 psf 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 11 of 40 Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS - Location: TIGARD,OREGON TAMARACK 11 GROVE TGE Job Number: TGE17-8941 ENGINEER E E R NG 8 SNOW ANALYSIS 9/12/2017 snowload.atcouncil.orgfindex.phplcomponent/vcpsnowloadfitem?pdf=1 OTCSNOW LOADS S L - A l l N Applied Technology Council Search Result , T r, Elevation Limitation:ASCE 7*Ground Snow Load was€iior N y, Query Date:September 12.2017 Address:Tigard,OR y Latitude:45.4312294 E '" Longitude:-122:7714861 Elevation:165.9 Feet Elevation<600 feet:Ground Snow Load is 10 paf �. Elevation>600 and<1100:Ground Snaw Load is 15 psf u Elevation>800 and<1,000:Ground Snow Load is 20P sf All loading data is in pounds per square foot. _ t For a site-specific case study area,a case study is required to establish ground snow loads_ *Based on Figure 7-1 Ground Snow Loads printed in ASCE 7-95 through ASCE 7-10, Users should consult with local building officials to determine if there are community-specific snow load requirements that govern. Red shaded area is the load specific boundaries. Any darker red area is the overlapping load specific boundary. GROUND SNOW LOAD WEBSITE DISCLAIMER While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the ground snow load report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the ground snow load report provided by this website. Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the ground snow load report. Sponsored by the ATC Endowment Fund•Applied Technology Council•201 Redwood Shores Parkway,Suite 240- Redwood City.California 94065•(650)595-1542 hftpJ/snowload.atcouncil.org/index.phpfcomponentrvcpsnowload/item?pdf=1 111 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 12 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING " Location: TIGARD,OREGON CALCULATIONS TAMARACK IT GROVE TGE Job Number: TGE17-8941 ENG 1N EER INS 9 STRUCTURAL ENGINEERING CALCULATIONS 3URSIDICTION INFORMATION JURISDICTION: OREGON DIC:=1 NG:=0 STRUCTURAL CODE: 2014 OREGON STRUCTURAL SPECIALTY CODE DESIGN CRITERIA SEISMIC CRITERIA SW= 0.720 Design Spectral Response for Short Period,(g) ap=1-0 Amplification Factor Response Modification Factor Importance Modification Factor h.=.8.33 ft Height of Structure Attached to • Oft Height of Base off of the Ground BASIC DESIGN VALUES • lops! Cooler Panel Live Load Siirz 20 pif Cooler Panel Snow Load -1)L =5 Pf Cooler Panel Dead Load .pwait=16.124 Exterior Wall Wind Load Ptokfit-=16 14 Exterior Wind Uplift Load ASD LOAD COMBINATIONS '7-10 w3.-DLj+n „,..25 pal Load Combination 3: Di-(Lr,5,or R) .DL ,.1-4-0.6.(—P„of,)1 6.6 psi Load Combination 7: 0.6D+0.6W(Uplift Pressure) 1 DESIGN CALCULATIONS: <FREEZER> waith=10.1 ft Unit Width Length:=&1 ft Unit Length t :=6 in Ceiling Panel Thickness t.d 4 in Wall Panel Thickness Hs 7.66 ft Mean Ceiling Height • 7.33 ft Mean Wall Height 812 S.La Cassia Dr.•Boise,Idaho 83705-(208)345-8941 •(208)345-8946 FAX Page 13 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK tr GROVE TGE Job Number: TGE17-8941 ENGINEER NG PANEL MANUFACTURER:IMPERIAL MANUFACTURING ICE COLD COOLERS,INC PANEL.SPECIFICATION:HOU URETHANE PANEL(SUPPORTTIVO ENGINEERING REPORT) 2) TYPICAL CEILING PANEL f.,:=8.1ft Design Length 440=9 ft Corresponding Allowable Span(TB Span Chart) Twid,o=1 ft Tributary Width of Panel for Evaluation LOADS: w dcwin_ceau49'=Ttr.Ith*LLpankl=10 Pif Governing Load Combination for Ceiling r 2 rcztan . 8 gn- g =82 ft.111f Maximum Moment wriestyn_e • xthrtg V j =40.5 ibf Maximum Shear 2 7,11 T width..47.3pf=473 pf Allowable Panel Load(18 Span Chart) cciltrt9'Lalf III allow= =4789 ft.lbf Allowable Moment 8 • Wan t•eiletig Lail V' =212.0 ihf Allowable Shear 2 CHECK 11,1d1 >m„,„xj=1 >v = SUMMARY:THEREFORE,USES"LIRETH.INE FOAM PANELS FOR CEILING PER PLAN. 3 TYPICAL WALL PANEL 14=7.3 ft Design Height LOADS: =40.5 Pl.f Total Axial Load From Ceiling 4 UMEUR HOEUREEdi=21 ft Allowable Height for Axial Load(Engineering Testing Result For Panels,R,E.Appendix) P 4zill=342j, Total Allowable Axial Load(Engineering Testing Result For Panels, R.E.Appendix) Ha 0...1=8S ft Allowable Height for Transverse Load(Engineering Testing Result For Panels,R.E.Appendix) trots'=30 of Total Allowable Transverse Load(Engineering Testing Result For Panels,R.E.Appendix) TARARREle GROVE 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 14 of 40 Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS Location: TIGARD,OREGON 6 N.- TAMARACK . GROVE TGE Job Number: TGE17-8941 ENGINEER iNG CHECKPriemga_wilsav Pteull + <1=1 r-fde_axiiii Poiuram SUMMARY! MEREFORE.USE 4"URETHANE FOAM FRAME PANELS FOR WALLS PER PLAN, GRIDLINE LAYOUT: • o 0 4 F.... 0 4) LATERAL ANALYSIS H=7.7 ft Design Height • Length•Width=81.8 ft.2 Area of Roof Ltilat2=2-Length+2-Width=36.4 ft Total Length of Wall LATERAL FORCE GENERATION: Wt:=(A .D.L )-1-(H•10•DL ,,I)=1803.2 114 Total Weight in 1-1 Direction 0.4.a =SIN.Wt Fp_arg.--- ' . + 2•-x—y 207.7 ibf Seismic Lateral Force '—' i R h i .1, • 1.6.Sys.4.Wt.-7.2077.3 114 Maximum Lateral Seismic Force • 0.3.SAs-f •1Vt=389.5 lbf Minimum Lateral Seismic Force • max(1.' ,,,Fp„„ )-=389,5 ibf Fp=min(1 p j,F )=389.5 ibf Generated Lateral Seismic Force F p d:=0.7.1 ,-.272.6 Of ASD Lateral Seismic Design Force • 1:=F,,,,,„,d-=272.6 Uhf Lateral Design Force(1-1 Direction) .Length.P ,, ,,=496.4 Uhf Lateral Force from Wind Pressure(1-1 Direction) p_pl tto.1411._ 2 . F,dt„,,,,i t-=max(F 496.4 i)=496,4 ibf Lateral Design Force(1-1 Direction) TAUADIA,K OROVIE 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 15 of 40 Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING -•••••.: Location: TIGARD,OREGON CALCULATIONS TAMARACK IT GROVE TGE Job Number: TGE17-8941 ENGINEER NG wd =61.3 Of Distributed Design Load(1-1 Direction).mi jen—gth 272.6 Of Lateral Design Force(2-2 Direction) ividth =27 Plf Distributed Design Load(2-2 Direction) SHEAR WALL CALCULATIONS: Lo=7.5 ft Length of Wall Line 1 l',„„4„4,11=4 ft Tributary Width Witc-ngn_l Tarldth I it := =32.7 Of In-Plane Force on Wall 1 L, L,=10.1 ft Length of Wall Line 2 T = 24 ft width Tributary Width i'rametti 2 =24.3 pUf In-Plane Force on Wall 2 1,2 H„, =2.7 Worst Case Shape Factor Ratio 2.75 ft Pau vapttoreLi =76.9 Of Allowable In-Plane Shear(pg-15 Testing Report) LA 8.1 ft Length of Wall Line A ;Ada A=5 ft Tributary Width Wak4agn 2 Tmdth-4 2.4 =16.7 pif In-Plane Force on Wall Line A LA L8..-8,1 ft Length of Wall Line B Twidtks:=5 ft Tributary Width It/design fruit!')3 f B'= =16.7 Of In-Plane Force on Wall line B LB H TV, 0.905 Worst Case Shape Factor Ratio min(LA.LB) Far irtpkott_2:=200 Pif Allowable In-Plane Shear(pg-15 Testing Report) CHECK max(ft,f2) 1 >max(IA tIn)'"=''1 SUMMARY:THERFORF,USE 4"IIRE77-1ANE FOAM FRAME PANELS FOR LATERAL RFSLSTANCE TAKARACK GROVE 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 16 of 40 STRUCTURAL ENGINEERING f. Project Name:BUSTER TEXAS STYLE BBQ CALCULATIONS Location: TIGARD,OREGON TAMARACK Pr TGE Job Number: TGE17-8941 ENGINEER ! RIG 113 1.. • YV •1 • l wEh iililii i�.l Th.=5•ft Tributary Width of Ceiling Acting on Connection H„ 7.3 ft Design Height LOADS: LC7-=6.6 pa/ Uplift Load on Ceiling T„dth—8.6+H*f Lp t=10 pi/ Uplift Force on Floor-Wall Connection P.m psf Transverse Load on Wall Pt„anA-=pwan. =61,3,plf Transverse Shear Force on Floor-Wall Connection f„ _=max f ,f2,f t,f1)=32.7 Pi/ In-Plane Shear Force on Floor-Wall Connection Anti?.=max(Aram,;g,Tpia,us)=61.3 p1/ Governing Shear Force on Floor-Wall Connection 1t2"Titen HO Anchor: S.nekor: 24 laSpacing of Anchor Y � r-=J •Sat =122.6 Ii f Maximum Shear Force on Anchor tattourr"= e=ert'S =20 T?,f Maximum Tension Force on Anchor v = 504#lb/ Maximum Allowable Load(Simpson Anchor Software Printout) �. f Maximum Allowable Lood(Simpson Anchor 1°'"=— Software Printout) CAMLOCK CONNECTION: S`; :-24 in Spacing of Camlocks t ,„°=f= •Stu,a=122.6 Thf Maximum Force on Csamlock t$.�„ =p,, •S�a, , 20 ib/ Maximum Tension Force on Anchor t' l�xi#„:=540 tbf Allowable Shear of Camlocks Tatsaut=320 Ibf'. Allowable Tension of Camlocks CHECK v,�, ,.15.Vait =1 g ta o =1 a_ceor, atoron CHMMARY THE IMPOSFD FORCE ON THF CONNECTION 1 .1 FRS.THAALTHE AI l°WAB!F FORCE. HEREFORE. THE WALL-FLOOR CONNECTION TS ACCEPTABLE FOR RESISTING DESIGN LOADS, a �K 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 17 of 40 • STRUCTURAL ENGINEERING Project Name:BUSTER TEXAS STYLE BBQ Location: TIGARD,OREGON CALCULATIONS TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEERING 6 TYPICAL CEILING PANEL TO WALL PANEL CONNECTION DETAIL 2/3) ,dth 5 ft Tributary Width of Ceiling Acting on Connection H73 ft Design Height LOADS: LC7=6.6 psf Uplift Load on Ceiling Pvert:=LC7 rt.-Mak=33 Pif Uplift Force on Wall-Ceiling Connection P.:2=16 Pal Transverse Load on Wall Pfi-ans:=Pt.1)-—2 =61.3 pif Transverse Shear Force on Wall-Ceiling Connection max(11,..12,..fA =32-7 Of In-Plane Shear Force on Wall-Ceiling Connection f.a.r:=max(Aram Nfinpf row) 61-3/4 Governing Shear Force on Wall-Ceiling Connection CAMLOCI(CONNECTION: S ;=24 in Spacing of Carnlocks 122.6 LW Maximum Force on Carrilock team prcrt S anchor 66 ibi Maximum Tension Force on Anchor Vat„,„,„=640 itif Allowable Shear(LARR#25184) Tua 320 Of Allowable Tension(LARR#25184) CTIECK v t. + <1=1 Tata. SUMMARY:THE IMPOSED FORCE ON THE CONNECTION IS LESS THAN THEALLOWABLE FORCE. THEREFORE THE WALL-CEILING CONNECTION IS ACCEPTABLE FOR RESISTING DESIGN LOADS. ier4;...11-0= 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 18 of 40 Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK'17 GROVE TGE Job Number: TGE17-8941 ENGINEERING 1) DESIGN CALCULATIONS: <COOLER> Width:=10.1 ft Unit Width Lerwth=15,83 ft Unit Length t -=5 5 In Ceiling Panel Thickness Knetcottng. tp,,,,bmie=4 in Wall Panel Thickness H8.13 ft Mean Ceiling Height H 4=7.88 ft Mean Wall Height PANEL MANUFACTURER:IMPERIAL MANUA4OVRING ICE COLD COOLERS,AC PANEL VEC7FIC4170N:NDU URE17-iANE PANEL(SUPPORTING ENGINEERING REPORT) 2) TYPICAL CEILING PANEL L:=Loa.ft Design Length Latz=11 ft Corresponding Allowable Span(TB Span Chart) Twidthr=1 ft Tributary Width of Panel for Evaluation WADS: w dentin...el-4114g L-Lpona r=10 Of Governing Load Combination for Ceiling L2 Intrms_l =127.5 ft.lbf Maximum Moment Wdrve L =50,5 ibf Maximum Shear 2 Wog„„„,414491=TwidtA-34-2 paf=34.2 p1f Allowable Panel Load(IB Span Chart) Wail sceitag.La112 =517.3 ft.tbf Allowable Moment 8 'Wan mating Lail =188.1 itof Allowable Shear CHECK Makm>mmax_1=1 Vdtow>t' t'='1 SUMMARY:THEREFORE,USE 5-1/2"URETHANE FOAM PANELS FOR CEILING PER PLAN. TAMAMACK @ROVE 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 19 of 40 • Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING - -"....; :-....-Z-,- Location: TIGARD,OREGON CALCULATIONS TAMARACK . GROVE TGE Job Number: TGE17-8941 EnctNEEnInc 3' TYPICAL WALL PANEL H -.--7.9 fit Design Height LOADS: ym........1 —'-'11-')„„, P.dr5z9n..r.etimg—,..„, PI Total Axial Load From Ceiling r wutiti Rd=21 ft Allowable Height for Axial Load(Engineering Testing Result For Panels,R.E.Appendix) P,difixad=362 p1/ Total Allowable Axial Load(Engineering Testing Result For Panels,R.E.Appendix) HathInal-=8,8 ft Allowable Height for Transverse Load(Engineering Testing Result For Panels, R.E.Appendix) Poi tray.'=30 psf Total Allowable Transverse Load(Engineering Testing Result For Panels,R.E.Appendix) Pi......g.ccrta P WO It CHECX -+ <1=1 Patti/alai Palijoins SUMMARY: THEREFORE,USE 4"URETHANE FOAM FRAME PANELS FOR WALLS PER PLAN GRIDUNE LAYOUT: 0 0 COOLER ., . 0 4) LATERAL ANALYSIS H=8.3 ft Design Height Length-TVierth=159.9 ft 2 Area of Roof Lmait.-2.Lertgth÷2.Width=51,9 ft Total Length of Wall LATERAL FORCE GENERATION: wt= +(H.Lw,i,.M. ),-,...2959A Of Total Weight in 1-1 Direction TAKAMACK OWE 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 20 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING - Location: TIGARD,OREGON CALCULATIONS TAMARACK ir GROVE TGE Job Number: TGE17-8941 ENGINEERING 0.4•ap-S •• z F ir '••= 1+ 2. 7 =340.9 Of Seismic Lateral Force R, h 4 Fr 1.6.Sps•4.wt=3409.2 ibf Maximum Lateral Seismic Force • 0.3 S -4.lilt 639.2 ibf Minimum Lateral Seismic Force F1 (F =639.2 ibf Fpv,-,min(F ,i,F, )=639.2 111 Generated Lateral Seismic Force F :.0.7.Fp=447.5 ibf ASD Lateral Seismic Design Force ;7,11447.5 ibf Lateral Design Force(1-1 Direction) Fp_premult •Length.P =1054.9 lbf Lateral Force from Wind Pressure(2-2 Direction) 2 max(Fp_ppd,Pp _1)=1054.9 tbf Lateral Design Force(2-2 Direction) 66.6 Pi/ Distributed Design Load(1-1 Direction) Length F .1Vid673.1 ibf Lateral Force from Wind Pressure(2-2 Direction)p_premure 2'= • th'Pwait= • d ,L2:---.711111X p 673.1 lbf Lateral Design Force(2-2 Direction) WfrgFp.destgn 2 Distributed Design Load(2-2 Direction) Width —ut" SHEAR WALL CALCULATIONS: • t=10.1 ft Length of Wall Line 1 Timith l'=.8 ft Tributary Width ttidemin r avidtki =52.8 pif In-Plane Force on Wall 1 L2=10.1 ft Length of Wall Line 2 T wit i=•=.8 ft Tributary Width Wdeitgn 1 rifflink 2 f2 ' =52.8 pif In-Plane Force on Wall 2 14, R:= =0.8 Worst Case Shape Factor Ratio nun(L1,L.) Fat tig4ime..... 201) Allowable In-Plane Shear(pg-15 Testing Report) TAW...11AM ORME 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 21 of 40 ttk 4122- Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING ' Location: TIGARD,OREGON CALCULATIONS TAMARACK Tv GROVE TGE Job Number: TGE17-8941 ENGINEER NG :=12.5 ft Length of Wall Line A r .okA:=5 p Tributary Width tAltstrin 2 Ttomith A := 26.7 Of In-Plane Force on Wall Line A LB=15.83 ft Length of Wall Line B Todriks:=6 ft Tributary Width fB.todr.rf_2•T trith_B=21 pif In-Plane Force on Wail Line B LB R.:= 1.433 Worst Case Shape Factor Ratio 5.5 it Po 137 pif Allowable In-Plane Shear(pg-I5 Testing Report) CHECK F„ll j>max VI 12)=1 F >max(fA In) 1 SUMMARY:THERFORE.USE 4"URETHANE FOAM FRAME PANELS FOR LATERAL RESISTANCE. Y• • • Y • • anitill11111111111111 Ttdcw,:.=5 ft Tributary Width of Ceiling Acting on Connection H 79 ft Design Height LOADS: LC-f=6.6 paf Uplift Load on Ceiling e• A LeT.Tteteith 0.6 H DLI,...1.=8 Of Uplift Force on Floor-Wall Connection P.41=16 paf Transverse Load on Wall P i/VW :—P1 r"--66-6 Pif Transverse Shear Force on Floor-Wall Connection max(f 912 IfA f B)=52.8 Of In-Plane Shear Force on Floor-Wall Connection Lt.=max Ohm.,Anpi.e) 66•6 pifGoverning Shear Force on Floor-Wall Connection #8 Tek Screws: S 2=12 in Spacing of Anchor 66.6 lbf Maximum Shear Force on Anchor • i=Pvcrt.'Sset r-ar,=S Of Maximum Tension Force on Anchor Vivet 7),mm.! tsercw2 67.1 lb/ Net Shear Per Anchor 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 22 of 40 , Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK'r GROVE TGE Job Number: TGE17-8941 ENGINEERING vailotp_strtle 89 Maximum Allowable Load(2015 NDS) 3/8"Titan HD Anchor:, Sesichor,-;=-36 in Spacing of Anchor V anchor ft..Sancho(=199-9 ibf Maximum Shear Force on Anchor Prt*Sandistr'7'724 ibf Maximum Tension Force on Anchor liatwi=750 114 Maximum Allowable Load(Simpson Anchor Software Printout) Maximum Allowable Load(Simpson Anchor Terrow,=.250 Software Printout) CHECK -11.0 ,<110 ...1 =1 1 t <T — —1 0,404— atmoi, SUMMARY:THE IMPOSED FORCE ON THE CONNECTION IS LESS THAN THE ALLOWABLE FORCE Is *If; grO a A qif .:11r : , .21 IF A fi • YfiL " J L •!N *N e AL T1. =5,ft Tributary Width of Ceiling Acting on Connection =7.9 ft Design Height LOADS: LC7=6.6 psf Uplift Load on Ceiling Le 7•Tretrith z;33 Of Uplift Force on Wall-Ceiling Connection P.11=16 pa! Transverse Load on Wall H PtywiA:'7-. Ilan-•—=7- 66,6 Of Transverse Shear Force on Wall-Ceiling Connection max ,f2 If Alf 13)=52.8 Of In-Plane Shear Force on Wall-Ceiling Connection max(Ptp,..1,f,npfr.,-)r."--•66.6 Of Governing Shear Force on Wall-Ceiling Connection CAMLOCK CONNFCTION: S =24 in Spacing of Gamic:it:its Maximum Force on Camlock t, '7"-Prrr$•Sargiwr 99 ibf Maximum Tension Force on Anchor Van :=546 ibf Allowable Shear(LARR #25184) TAMARACA GROVE 812 S.La Cassia Dr.•Boise,Idaho 83705 (208)345-8941 •(208)345-8946 FAX Page 23 of 40 ibn STRUCTURAL ENGINEERING Project Name: BUSTER TEXAS STYLE BBQ CALCULATIONS Location: TIGARD,OREGON TAMARACK 'r' GROVE TGE Job Number: TGE17-8941 ENGINEERING at„..=3-20 ibf Allowable Tension(LARR #25184) CHECK vm„y t. F <1=1 malt can T0Zt_yon SUMMARY:THE IMPOSED FORCE ON THE CONNECTION IS LESS MAN MEALLOWABLE FORCE. THEREFORE. THE WALL-CEILING CONNECTION IS ACCEPTABLE FOR RESISTING DESIGN LOADS, TAWRACK ORDNE 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 24 of 40 Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING • Location: TIGARD,OREGON CALCULATIONS TAMARACK Pr GROVE TGE Job Number: TGE17-8941 ENGINEERING 3.o MATERIAL PRINOUTS AND TESTING REPORTS 10.1 SIMPSON ANCHOR SOFTWARE SIMPSON Anchor DesignerTM Company: 13ate: 911212017 Engineer, Page: 1M Software Project: FREEZER Version 2.5.8326.9 Address: Phone: E-mail: 1,Project information Customer company: Project description:MAX SHEAR LOADING/`MEN HD Customer contact name: Location: Customer email: Fastening description: Comment 2.Input Data&MOWN'Parameters General Base Material Design method:AC!318-14 Concrete Normal-weight Units:Imperial units Concrete thictrrtess h(inch).6.00 State:Cracked Anchor Information: Compressive strength.t (psi):2500 Anchor type:Concrete screw iff,v:113 Mate's*:Carbon Steel Reinforcement condition-B.tension,13 shear Diameter(inch):0.500 Supplemental reinforcement Not applicable Nominal Embedment depth(inch):3.750 Reinforcement provided at corners:No Effective Embedment depth,he(Inch):2.780 Do not evaluate concrete breakout at tension.No Code report:ICC-ES ESP-2713 Do not evaluate concrete breakOut hi shear No Anchor category:1 Ignore Edo requirement Not applicable Anchor ductiffy,No Build-up grout pad-No hna(inch):5.83 ce...(inch):4.19 Base Plate (inch):1.75 Lengths Widths Thickness(inch):1.50 s 24.00 x 0.08 Unary 3.00 Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tensiorr Not applicab Ductility section for tension:17.2.14.3 ffs)is satisfied Ductility section for shear:17.2.313(b)is satisfied Ili factor:not set Apply entire shear load at front row No Anchors only resisting wind and/or seismic loads:Yes sFigure 1, 4 AC; input data and results must be checked for agreement with the ousting circumstances,the standards and guidelines must be checked for plausibility. 5968.W lies Poseas Boulevard PleaSaillen,CA 04588 Phone:925.680 MOO Far 925 847.11471 wtwastrongtiemern 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 25 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING ' NC.. - '''' . - Location: TIGARD,OREGON CALCULATIONS — TAMARACK"e GROVE TGE Job Number: TGE17-8941 ENGINEER l'.JG SIMPSON Anchor Designer " Company: Date: 9/12/2017 Engineer: Page: 314 ski ..„„. ...r...,... Software Project: FREEZER ' .5. 4".. Version 2.5.6325,9 Address: 14 Phone: E-mail: /Reaultina Anchor FO(Cell Anchor Tension load. Shear load it, Shear load y, Shear load combined, fi,..,(Ib) V...(Ib) V.,,,(Ib) 404...r+(V .X(Ib) 1 400.0 0,0 1500.0 1500.0 Sum 400.0 0.0 1500.0 1500.0 Maximum concrete compression strain(%.):0,00 •<Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib).400 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in mm-axis,e.44(inch):0,00 Eccentricity of resultant tension forces in y-axis,e,.,,(inch):0,00 Eccentricity of resultant shear forces in x.axis.e „(inch);0.00 Eccentricity of resultant shear forces in y-axis,e....(inch):0..00 A+1 1 4.Steel Strength of Anchor in Tension(Sec.17.4.11 N.(lb) 8 aN.OW 20130 0.65 13085 5.Concrete Breakout Strenoth of Anchor In Tension(Sec.17.4.21 N.=KA..,r..n.i'-'.(Eci_17.4,2.2a) k, A. rc(Psi) h,(in) No(lb) 17.0 1.00 2500 2.780 3940 0.75".=0.750(Aik/An..“,)%dieWrtr.Pc,,,N.,(Sec.17.3.1&Eq.17,4.2.1a) Am,(109 Am.,'(int c.miii(In) nv.. 1PC 11 'emir Alc(lb) 0 0.756N,(I)) 69,56 69,58 6,02 1.000 1,00 1.000 3940 0,65 1921 8.Steel Strength of Anchor in Shear(Sec.17,5.11 40,40V"(lb) 4790 1.0 0.60 2874 9.Concrete Breakout Strength of Anchor In Shear(Sec.17.521 Shear perpendicular to edge in y-direclion: Vo,=min17(im/d,)".dch,A.0'frc,,,'5;9)...,.,'frc.,1')(Eq.17.5.2.2a&Eq.17,52.2&) 1,(in) d.(in) A. 1",(psi) Cr(in) V,,,,,ON 2.78 0.500 1.00 2500 4.04 283.4 OVa,,=s4(4ve/A,.19',,avY 'P.rtkV4(Sec.17.3.1 8 Eq.17_52.1a) A,.(in2) Aw..(1r12) 4',,,d,.., 'Irt'c V l'..e VIA.(lb) 61 psV,,,,v 810 72.52 73.52 0.998 1,000 1.005 2834 0.70 1964 Shear parallel to edge in y-clirection: V..=rna(17(1./d.)°2\'cla.+Ll',.c.,'':940n.c.01(Eq,17 5228&Eq.17,522b) In(in) d.(in) ,,h re(psi) car(in) V.(lb) input data and results must be checked Mr agreement with the existing circummances,the standards and guidelines must be checked for plausibility. 0t,r.,,I`' 5956 W.Las Pestles Boulevard Pleasanton,CA 94588 Phone:925..580 9000 Fax 925,8,17.3871 hwastrongkeicorn gr i. 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 27 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK P GROVE TGE Job Number: TGE17-8941 ENGINEERING SIMPSON Anchor Designer"N Corripany: Date: 9i12/2017 Engineer: Page: 4/4 Software StrOilene Project: FREEZER Version 2.5,6326,9 Address: 1,1 Phone: E-mail: 2.78 0.500 1.00 2500 6.02 5156 =4(2)(4e,/Ave,tV•ievViv'PrivVe,(Sec.17.3.1,17.5.2.1(c)&Eq.17.5.2.1a) A it(in1) Av.(ift') y41. V't, 'IS, VM(lb) 0 0 Veh,(Ib) 108,43 163.28 1,000 1,000 1.227 5156 0,70 5883 tp,Concrete Pryout Strength of Anchor in Shear(Sec,17,5.3) aV,•••,,erti.pki a eic-e(Aix/Anto)V'eo,fi'Pc k f',p 44(Sec 17,3.1&Eq.17.5,3,1a) K. Ak(in') Ale.On') Wide V't.I4 S.c,A NO(Ib) 0 ot,/,(Ib) 2.0 69.56 69_56 1.000 1 000 1,000 3940 0.70 5616 11,Results Interaction of Tensile and Shear Forces(Sec,17,6 Tension Factored Load,N.(Ib) Design Strength,eN,(to) Ratio Status Steel 400 13085 0.03 Pass Concrete breakout 400 1921 0.21 Pass(Governs) Shear Factored Load,V.Obt Design Strength,øV,(lb) Ratio Status Steel 1500 2874 0.52 Pass T Concrete breakout y+ 1500 1964 0.76 Pass(Governs) II Concrete breakout x+ 1500 5883 0.25 Pass(Governs) Pryout 1500 5516 027 Pass Interaction check N,..letif. 1/./014 Combined Ratio Permissible Status Sec 17,6,3 0,21 0,76 972% 12 Pass 'two Titan HD,hnom:3.75"(95mm)meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied-designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied-designer to verify. -Designer must exercise own judgement to determine if this design is suitable, -Refer to manufacturer's product literature for hole cleaning and installation instructions. input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must he checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone 925..560,9300 Fax:925 847,3871 wosiKstrongtle,corn 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 28 of 40 Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK 11 GROVE TGE Job Number: TGE17-8941 . _ ENGINEER ING SIMPSON Anchor Designer CDate: 9/1212017 Engineer: Page: 15 Software Project: COOLER Version 2,6.6325,9 Address: Phone: E-mail: 1,Proleet linformabein Customer company: Project descriptiorr MAX SHEAR LOADING/TITEN Customer contact name Location: Customer e-mail: Fastening description: COMM/tit Lineal Data&Anch Parameters General Base Materiel Design method;ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):4,00 State:Cracked Anchor Informatkm: Compressive strength, (psi):2500 Anchor type:Concrete screw te,e:1,0 Material;Carbon Steel Reinforcement condition;B tension,B shear Diameter(inch):0.375 Supplemental reinforcement Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment depth,h®r(inch):1.770 Do not evaluate concrete breakout in tension:No Code repoit ICC-Es ESR-2713 Do not evaluate concrete breakout in shear No Anchor category:1 Ignore Edo requirement Not applicable Anchor ductility,No Build-up grout pad:No h„,e(Inch):4.00 c, (inch):2.69 Base Plate (inch):1.75 Length x Width x Thickness(inch):1.50 r 36.00 0.06 $,e,(inch):3.00 Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:11234,5(b)is ss6 ed Ductility section for shear:17.2.3.5.3(b)is sate De factor:not set Amity entire shear load at front row:No Anchors only resisting wind arid/or seismic ei es eFigure 1> 11000,Ne MOM Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5155W.Las Pestles Boulevard Pleasmoton,CA 0458a Phone,925,5019000 Fax.925 a47.3871 www.strungliecom 812 S.La Cassia Dr.•Boise,Idaho 83705-(208)345-8941 •(208)345-8946 FAX Page 29 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS TAMARACK Tr GROVE TGE Job Number: TGE17-8941 EN GiN EER INC SIMPSON Anchor DesignerTm Company: Date: 9112/2017 Engineer: , Page: 3/5 Software Stroneie Project: COOLER Version 2.5 6326.9 Address: a Phone: E•mail: Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Ka(Ib) (Ib) (Ib) q(V.,,)24(V.ay)'(Ib) 1 250.0 0.0 750.0 750.0 Sum 250.0 0.0 750.0 750.0 Maximum concrete compression strain(%.):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension farce(1b).:250 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,es,(inch):0 00 Eccentricity of resultant tension forces in y-axis,e'a,(inch);9 00 Eccentricity of resultant shear forces in x•axis. (inch):0.00 Eccentncity of resultant shear forces in y-axis,s'w(inch):0.00 4,Steel Strenath of Anchor in Tension(Sec.17.4.1i N.(lb) ON.Ilb) 10890 065 7079 5.Concrete Breakout Strength of Anchor In Tension ISec.17.4.21 fin s(Eq.17.4,2.251 A. C(Psi) In,.(in) Nc(lb) 17,0 1„00 2500 1.770 2002 0.7501c,=0.750(A /Asko)na (Sec,17.3,1&Eq.-17.4.2_1a) (M7) ANL,(In2 c ,e,(in) VIWN $P4N Y'co N No(Ib) 0.750/91,,(63) 28.20 26.20 6.02 1,000 1.00 1.000 2002 0,65 976 6_Pullout Strength of Anchor In Tension(Sec.17.t31 0.750‘, 0150 Kr2"(f'd ,500,"(Sec.17.3.1,Eq.17.43.1&Code Report) A, Np(lb) C(psi) 0.75 /v.(lb) 1.0 1.00 1235 2500 0.50 0.65 602 Input date and results mist be checked for agreement wall the en sling circumstances,the standards and guidelines must be checked lot plausibility. 1., 5956 W.Las Posilas Boulevard Pleasanton,C.A 54585 Pnone-525.560 9000 Fax 925 847..3871 WAW.StiOngtlexorn 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 31 of 40 . -.:•-i.',1:-*„.,, , IL._ , , Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING Location: TIGARD,OREGON CALCULATIONS • ....... TAMARACK ! GROVE TGE Job Number: TGE17-8941 ENGINEERING CompanyDate: 9/12/2017 SIMPSON Anchor Designer'," : Engineer: Page: 4/5 si,,,,,alffine SaftWare Proect: COOLER ''''''...5 Version 2,5 6326,9 Address: a Phone; Egnail: 8,Steel Strength of Anchor in Shear(Sec,17.6.1) V..,(Pb) 4.7iiiii 0 ..,,....04.„(th) 2855 1_0 0.60 1713 0.Concrete Breakout Strenath of Anchor In Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: V.,o rnini7(4/d,)°2Vd.)..)'f're..i'':9.,t....f.r...i9(Eq.17.5.2.2a&Eq.17.5.2.2b) 4(in) d.(in) A. f..(psi) c.i(in) V...(11)) 1.77 0.375 1.00 2500 4.04 2376 -.0(Ay,/A vc0)11%a OP,v'i'ai,V.,,(Sec.17.3.1&Eq.17.5.2.1a) A..(In') A,.(m2) SPod,v Pt,V YS,V V Gy(lb) 4 4V©w(lb) 48,35 73.52 0.998 1,000 1.231 2376 0.70 1344 Shear parallel to edge in y-cfirection: V.„.,.mini7(4/4),Nd,..i.vf'.c.i',:9Ao'r.c.,'9(Eq.17,5.12a&Eq.175.2,2b) 1.(in) d,(in) A. I",(psi) c,,(in) Vb,,,(lb) 1.77 0.375 1 00 2500 6.02 4322 fivo,r o0 PAX,/4,,-).r...,,v ,,ii‘,Ne.(Sec.17.3.1,17.5.2,1(0 A.Eq.17.5 2.1a) A,,(iW) 4,.,,,(in') l'.." .1;',..v lfrn v Vbr(10) 0 0146y(lb) 72,28 163.28 1.000 1.000 1,503 4322 0.70 4026 10.Concrete Pryout Strength of Anchor in Shear ISec.17.5.31 =Pkg,Na.04:,(A.N.v/Aeum)l'.,.,V',,,.kir-...ioNt(Sec.17.3.1&Eq.17.5.3.1a) keo Ar.4(in') Am.OW) SP.i.ii .1,,,,, 'PEON' N.(I15) 0 ØV,,.(Pb) 1,0 28,20 28 20 1 000 1 000 1 000 2002 0,70 1401 11.Results Interaction of Tensile and Shear Forces(Sec.17.6) Tension Factored Load.N.(Ib) Design Strength,eN,(Ib) Ratio Status Steel 250 7079 0.04 Pass Concrete breakout 260 976 0.26 Pass Pullout 250 602 0.42 Pass(Governs) Shear Factored Load,V..(Pb) Design Strength,eV.(ID) Ratio Status Steel 750 1713 0.4-4 Pass T Concrete breakout y+ 750 1344 0.56 Pass(Governs) II Concrete breakout x+ 750 4026 0.19 Pass(Governs) Pryout 750 1401 0.54 Pass Interaction check N...14,4, V.../4V, Combined Ratio Permissible Status Sec.174,3 042 0.56 97.3% 1,2 Pass 318'0 Titan HD,hnom:2.5"(64mm)meets the selected design criteria. Input date and results must be checked for agreement with the existing circpmslances,the standards and guidelines must be checked for plausibility. 5 ,5,..:-"i5...,-it-'--..L-.i',Ja,,,1 . 5956 W.Lea Positas Boulevard Pleasanton,CA 54588 Phone.925,560 9000 Fax:125 847.3871 wieikstronglie..corn 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 32 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING _ Location: TIGARD,OREGON CALCULATIONS TAMARACK IT GROVE TGE Job Number: TGE17-8941 E N 6 I N E E R N a�V SIMPSON Anchor Designer TM cony, Date_ 911212 17 SD ware Engineer: Page: 515 StrongTie Project: COOLER Version 2:5.6326.9 Address: m Phone: E-rnaii: 12.Wamin®e -Per dem input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable- -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must ba thecioed for agreement with the counting circumstances,the standards and guidelines must be checked for plausibility. , r_ .,E,a=:,f--^ 5956 W.Las Pastas Boulevard Pleasaratan,Cak 0.6586 Phone:925,560,9900 Fax:925.867.8871 www.stronglia.com 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 33 of 40 • STRUCTURAL ENGINEERING Project Name: BUSTER TEXAS STYLE BBQ CALCULATIONS ', "' Location: TIGARD,OREGON TAMARACK IT GROVE TGE Job Number: TGE17-8941 ENGINEER NG 10.3 PANELS TESTING REPORT JOSEPH F. MONTAGNA 111111141 .1141 Consulting Engineer 1315 Cordova Avenue Glendale,California 91207 (818)244-0681 it,i ,.rrttS i x`f i,: .:F -,X!„ AttAkk C "'NS RP' v itAfga ‘1,/ fun SUPPORTING ENGINEERING REPORT NEW GENERAL APPROVAL APPLICATION IMPERIAL MANUFACTURING 3.5-INCH AND 4.0-INCH URETHANE PANELS 3.5-INCH FIBERGLASS PANELS RETURN TO DESIGN Prepared for IMPERIAL MANUFACTURING 2271 N.S. 194th Portland, Oregon 97230 August 17, 1993 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 35 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING CALCULATIONS '"" _ Location: TIGARD,OREGON TAMARACK GROVE TGE Job Number: TGE17-8941 ENGINEER I NG TABLE 1.0 ENGINEERING PROPERTIES 4-INCH HD URETHANE CORE PANELS UNIFORM TRANSVERSE LOAD [see graphs in USTC reports] RACKING SHEAR: STRENGTH STIFFNESS Maximum 639 ppf 7406 ppf Minimum 562 ppf 3567 ppf Average 600 ppf 4947 ppf • -COMPRESSIVE BEARING: STRENGTH Maximum 15700 lbs Minimum 13700 lbs Average 14800 lbs PANEL TO PANEL CONNECTION: TENSION SHEAR Maximum 1030 lbs 1675 lbs Minimum 850 lbs 1525 lbs Average 960 lbs 1625 lbs WALL PANEL TO CEILING PANEL CONNECTION: TENSION SHEAR Maximum 980 lbs 1800 lbs Minimum 940 lbs 1650 lbs Average 960 lbs 1725 lbs WALL PANEL TO BASE ANGLE CONNECTION*: SHEAR Maximum 1270 lbs Minimum 1200 lbs Average 1220 lbs PANEL AND CORE STRENGTH: TENSION SHEAR SHEAR MODULUS Maximum 17.2 psi 13.7 psi 295 psi Minimum 12.5 psi 8.7 psi 184 psi Average 14.8 psi 11.5 psi 241 psi CORE FLAMMABILITY: • CORE STEEL FACING Flame Spread 20 40 Smoke Density 450 >500 CORE AVERAGE DENSITY: 2.357 pcf CORE WATER ABSORPTION: 0.462 pcf * Connection to wall panel is made with three #14 x 1h-inch P.H.S.M.S. 5 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 36 of 40 • 1 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING ' "?", Location: TIGARD,OREGON CALCULATIONS TAMARACK Tr GROVE TGE Job Number: TGE17-8941 ENGINEERING where Fb = allowable bending stress, 1600 psi M = %. .b.L2.12 in-lbs b * panel width, 4 ft s = section modulus 2.3.56 in3 Subat-ituting-into-the-equation results Vin— ----_._.__—. v•L2 = 1899 (6) Using formulas (4) and (6) , Table 3 - Ceiling Spans, 3.5-Inch Fiberglass Panels was developed for allowable deflections of L/180 and L/240. TABLE 3 CEILING PANEL SPANS 3.5-INCH FIBERGLASS PANELS PANEL SPANS (feetl Applied Loads FROM BENDING FROM DEFLECTION [psi) STRESS L/180 L/240 5 15.4 16.0 14.5 10 12.1 12.7 11.5 15 10.3 11.1 10.1 20 9.1 10.1 9.2 25 8.2 9.4 8.5 30 7.6 8.8 8.0 35 7.1 8.4 7.6 40 6.6 8.0 7.3 Wall Panels Urethane Core Panels. Non-bearing wall panel heights are limited by the allowable deflection of L/120. Using deflection formulas (3) and a horizontal wind pressure, (a = 5 psf,, the maximum wall panel height for both 3.5 and 4-inch urethane core panels is greater than 21 feet. Maximum heights of bearing walls were evaluated by determining the axial loadings and bending stresses and combining these loadings. Axial loads will normally be less than the maximum allowable shear for the panel, as these loads are applied by the ceiling panels. 9 812 S.La Cassia Dr.• Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 37 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING r Location: TIGARD,OREGON CALCULATIONS TAMARACK M. GROVE TGE Job Number: TGE17-8941 ENGINEERING Concentrated loads from evaporators or other refrigeration equipment would be distributed to two walls on bearing plates spread over a few feet. For purposes of analyses, the maximum axial load was set at 300 pounds per lineal foot of wall. Horizontal bending stresses for bearing walls were computed using a wind pressure of 5 psf. Given the following: Horizontal load, o = 5 psf Axial load, Ps, - 300 lbs Bending stress, fb = m•L2 psi 8•f•c Shear stiffness, U = 1327 ppf 3.5-inch panel - 1649 ppf 4.0-inch panel Allowable axial load: N NN (7) where Na - L ' 1+ 2 For 3.5-inch panels f - 9.92L N _ 219,136 and N - 219,136 b a L' L2 + 165 By trial and error the maximum wall height is 21 feet. At 21 feet: to = 4375 psi, NE = 497 lbs and N - 362 lbs b + v 300 • Fb 0.98 <1.0 N 22000 . 1.33 + 362 Results of similar analyses for 4-inch panels show the maximum wall height would be greater than 21 feet. 10 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 38 of 40 Project Name:BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING = f<` Location: TIGARD,OREGON CALCULATIONS TAMARACK11 GROVE TGE Job Number: TGE17-8941 ENGINEERING piaohraams Since the maximum shape factor tested was limited by the testing equipment, it is recommended that the maximum shape factor be extended to 3:1. The maximum end shear that can be resisted by roof diaphragms should not exceed the following: 3.5-Inch WD Urethane Core 400 ppf 3.5-Inch WD Fiberglass Core 169 ppf 4-Inch HD Urethane Core 200 ppf Shear Walls Though testing equipment limited the size of shear wall that could be tested, it is recommended that the maximum dimension ratios of shear walls be extended to 3:1. The maximum allowable shear loads for the various shape factors should be: AyLOWABLE SHEAR LOADS (npf l Shape Factor 3.5-Inch 3.5-Inch 4-Inch [height:width] WD Urethane WD Fiberglass HD Urethane 3.0 : 1 133 56 67 2.0 : 1 200 84 100 1.5 : 1 267 111 133 1.0 : 1 400 167 200 Cam-Lock Panel CSjneptors The shear resistance and tension strength of the cam-lock panel fasteners should not exceed the values below. These values can be increased one-third for wind or seismic load conditions. Spacing of cam-lock connectors should not exceed 48 inches for the 4-inch HD urethane panels nor 57 inches for the 3.5-inch WD urethane and fiberglass panels. ALLOWABLE CAM-LOC SHEAR AND TENS=9N LOADS (lbs) SHEAR TENSION 3.5-Inch WD Urethane Core Panel 600 330 3.5-Inch WD Fiberglass Core Panel 600 130 4-Inch HD Urethane Core Panel 540 320 15 812 S.La Cassia Dr.•Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 39 of 40 Project Name: BUSTER TEXAS STYLE BBQ STRUCTURAL ENGINEERING . _ Location: TIGARD,OREGON CALCULATIONS TAMARACK' GROVE TGE Job Number: TGE17-8941 ENGINEERINGUnited States Testing Company, Inc. 186265-1 7/30/93 7 FASTENER STRENGTH TEST (Cont.) Wall Panel to Ceiling Panel - Shear Test Procedure: The shear test was performed on an Intron machine by securing the wall panel section of a wall panel-ceiling panel assembly onto a steel plate such that the ceiling panel hung over the edge of the steel plate. A shear load was then applied to the joint of the unsupported ceiling panel section through a wooden 2x4, placed flatwise along the joint, at a crosshead separation rate of 0.5 inches per minute until failure. The ultimate load sustained by the joint assembly was recorded (See Figure No. 3) . Results; Specimen Maximum Mode of Number Load (lbs.) Failure 1 1,650 Latch assembly tore foam, latch bent 2 1,800 Latch assembly tore foam, latch bent 3 1.700 Latch assembly tore foam, latch bent Average; 1,725 444 wall c • e 1. /////////// 1 i n g Fastener Shear Test (Figure No. 3) Appr'd by ate fP Page 20 812 S.La Cassia Dr. Boise,Idaho 83705•(208)345-8941 •(208)345-8946 FAX Page 40 of 40 4