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Permit Support Document 1 RTU-1 &RTU-2'1 t, 1- & 1 t, • 5291654-BTG-A-111 PHYSICAL DATA NOMINAL MODELS TONNAGE PHE6B36 PHE6B48 PHE6B60 3.0 4.0 5.0 AHRI Cooling Performance Gross Capacity @ AHRI A point(MBH) 37.0 49.1 59.2 AHRI net capacity(MBH) 36.4 47.5 57.5 EER 12.5 12.5 12.5 SEER 16.0 16.0 16.0 Nominal CFM 1200 1600 1800 System power(kW) 2.8 3.7 4.5 Refrigerant type R410A R410A R410A Refrigerant charge(lb-oz) 12-12 15-0 15-8 AHRI Heating Performance 47 Capacity Rating(MBH) 33.3 47.4 57.2 System Power(kW/COP) 3.6 3.6 3.6 17 F Capacity Rating(MBH) 19.0 28.0 32.5 HSPF(BTU/Watts-hr.) 8.2 8.2 8.2 Dimensions(Inches) Length 51-1/4 51-1/4 51-1/4 Width 45-3/4 45-3/4 45-3/4 Height 49 53 55 Operating WT.(lbs.) 448 496 523 Compressors Type Scroll Scroll Scroll Stages 2 2 2 Outdoor Coil Data Face area(Sq.Ft.) 19.5 23.8 25.9 Rows 2 2 2 Fins per inch 22 22 22 Tube diameter 3/8 3/8 3/8 Circuitry Type Interlaced Interlaced Interlaced Refrigerant control TXV TXV TXV Indoor Coil Data Face area(Sq.Ft.) 6.3 6.3 6.3 Rows 3 3 4 Fins per inch 16 16 16 Tube diameter 3/8 3/8 3/8 Circuitry Type Interlaced Interlaced Interlaced Refrigerant control TXV TXV TXV Outdoor Fan Data Fan diameter(Inch) 26 26 26 Type Prop Prop Prop Drive type Direct Direct Direct No.speeds 1 1 1 Motor HP each 1/3 1/3 1/3 RPM 850 850 850 Nominal total CFM 4000 4200 4200 Direct Drive Indoor Blower Data Fan Size(Inch) 11 x 10 11 x 10 11 x 10 Type Centrifugal Centrifugal Centrifugal Motor HP each 1/2 3/4 1 RPM 1200 Max 1200 Max 1200 Max Frame size 48 48 48 Filters Filter size B I B B Field-supplied external filters must be sized so as not to exceed 300 fix(eh veruury mruugn drspusatrte fh- Quantity-Size ters.For internal filter use,a filter rack kit is available.Consult the instructions supplied with that kit for replacement filter sizes.Filter sizes:A=20x20,B=20x30. Johnson Controls Unitary Products 7 • PERFORMANCE RATINGS - LOSONE SELECT® CEILING MOUNT VENTILATORS L200, L250, L300 SERIES, L300KMG AMCA LICENSED PERFORMANCE CFM I SONES-AT STATIC PRESSURES (Ps-inches of H2O) MODEL NOMINAL 0.0" .10" .125" .250" .375" .50" .625" .750" .875" 1.0" NOMINAL AMPS WATTS NO. VOLTAGE Ps Ps Ps Ps Ps Ps Ps Ps Ps Ps RPM ®60 Hz L200 120 VAC CFM Hor. 231 214 210 196 186 177 165 144 113 51 740 1.8 127 SONES Hor. 1.6 1.8 1.7 2.3 2.9 3.5 4.1 4.9 5.3 5.3 CFM Ver. 224 210 207 197 187 179 167 144 99 41 760 1.8 127 SONES Ver. 1.5 1.8 2.0 2.3 2.7 3.4 4.0 4.5 5.1 5.2 L200MG 120 VAC CFM Hor. 237 218 215 199 190 180 167 144 108 47 715 1.8 127 SONES Hor. 1.4 1.8 1.9 2.4 3.0 3.6 4.2 5.1 5.6 5.5 CFM Ver. 228 213 209 198 190 182 168 145 105 56 730 1.8 127 SONES Ver. 1.5 1.7 1.8 2.3 2.8 3.4 4.1 4.6 5.1 5.2 L250 120 VAC CFM Hor. 272 261 259 250 242 233 218 201 165 99 830 2.1 166 SONES Hor. 2.1 2.3 2.2 2.9 3.3 3.9 4.4 4.8 5.5 5.8 CFM Ver. 269 261 259 253 248 239 224 203 171 101 860 2.1 166 SONES Ver. 2.3 2.6 2.7 3.0 3.3 3.7 4.2 4.7 5.4 5.6 L250MG 120 VAC CFM Hor. 280 267 265 254 246 238 224 209 172 105 805 2.1 166 SONES Hor. 2.1 2.5 2.5 2.9 3.4 3.9 4.3 4.6 5.6 5.9 CFM Ver. 275 263 262 255 250 241 229 210 178 105 830 2.1 166 SOnEa Ver. z.t 'L.b L.1 4.0 3.4 .5.8 4.3 4.8 b.b b.i3 L300 120 VAC CFM Hor. 312 309 308 303 296 287 273 254 219 125 905 2.6 212 SONES Hor. 2.8 2.9 2.9 3.3 3.5 3.9 4.3 4.7 5.1 5.6 CFM Ver. 319 314 313 306 299 288 274 251 219 120 940 2.6 212 SONES Ver. 2.6 2.9 3.0 3.4 3.6 3.9 4.4 4.7 5.0 5.5 _ L300MG 120 VAC CFM Hor. 323 317 316 312 305 298 283 266 235 153 860 2.6 212 SONES Hor. 3.0 2.8 3.0 3.2 3.5 3.9 4.3 4.8 5.2 5.7 CFM Ver. 322 315 314 308 302 292 278 259 227 119 885 2.6 212 SONES Ver. 2.4 2.7 2.8 3.3 3.5 3.9 4.3 4.7 5.1 5.5 L300KMG 120 VAC CFM Hor. 286 279 277 272 268 261 253 241 222 173 790 2.6 212 SONES Hor. 2.8 3.0 3.1 3.4 3.8 4.4 4.8 5.1 5.5 6.1 CFM Ver. 287 280 277 273 266 259 247 231 208 164 815 2.6 212 SONES Ver. 3.3 3.6 3.7 4.1 4.7 5.2 5.6 6.3 6.8 6.9 Performance ratings include the effects of inlet grille and backdraft damper in the airstream.Speed 1.00 (RPM)shown is nominal.Performance is based on actual speed of test. The sound ratings shown are loudness values in fan sones at 5'(1.5m)in a hemispherical free field calculated per AMCA Std. ^ 090 •� 301.Values shown are for Installation Type B'Free inlet fan sone levels.Performance shown is for (� . Installation Type B:Free inlet,Ducted outlet. I•D I � > SLp••, `w0 "Broan-NuTone nmco "R I• LLC ertifies ammo S U�OR (Zk I24 Z 0.80 es N that the models ,� shown herein .�.IE�/� ri W 0.70 N co shown licensed to co. I' bear the AMCA lGWIO i 0.60 at Seal. The rat- , RIR D N ings shown are en 0.50 N based on tests as 3 U (n s r mOVEmrar and procedures anaconraor I W cP W assonanaamc. performed in ,,. I 0.40 0 cordance with AMCA Publica- d 0.30 tion 211 (and AMCA Publication 311 if \ `fs. sound is also certified)and comply with \ Q the requirements of the AMCA Certified 0.20 Ratings Program." Models L200, (�/ \I4� f 1K 14, (n 0.10 L2are 0,tJ and L300 for i - ;��- 0.00 are UL listed for /ice ,- �� use over bathtubs ��• � :::. ? 0 40 80 120 160 200 240 280 320 and showers when connected to a o AIR FLOW RATE (CFM) GFCI-protected branch circuit. POLYMERIC GRILLE METAL GRILLE WEIGHT MODELS MODELS MODEL NO. SHIPPING L200,L250, L200MG,L250MG, L200 23.0 lbs. 0 II3 L300 L300MG,L300KMG L250, L300 23.1 lbs. L200MG 23.9 lbs. L250MG,L300MG 24.0 lbs. L300KMG 25.2 Ilbs. BRêIIIN Broan-NuTone LLC,926 West State Street, Hartford,Wisconsin 53027(1-800-637-1453) � Broan-NuTone Canada, 1140 Tristar Drive, Mississauga, Ontario, L5T 1 H9(1-888-882-7626) I EF-2 I , BRI46)%ilkN LOSOns SPECIFICATION SHEET LOSONE SELECT® ,01 CEILING MOUNT VENTILATORS yes L200, L250, L300 SERIES, L300KMG o, Incrediblyreliable.Unbelievablyquiet.OfferingtheCFMchoices TYPICAL SPECIFICATION you need at the lowest sound levels in the industry. Ventilator shall be Broan Model L200, (L200MG), (L250), FEATURES (L250MG), (L300), (L300KMG). GRILLE: Ventilator shall have galvanized steel housing insulated • Conceals interior with at least 1/2" of acoustic insulation (with no insulation • Low profile styling blends with any decor - Model L300KMG). Housing to have adjustable mounting • White polymeric("MG"models-metal,finished with white brackets. painted enamel) Automatic backdraft damper to be located within duct BLOWER: connector. Duct connector, blower assembly, and wiring • Low RPM for quiet operation plate shall be adjustable for either horizontal or vertical • Resilient anti-vibration mounts installation. • Dynamically-balanced,polymeric, centrifugal blower Blower unit shall be removable from housing and will have wheel for quiet,efficient performance(Model L300KMG- a polymeric, dynamically balanced centrifugal-type blower metal wheel) wheel.Motor to be permanently lubricated and mounted with • Permanently lubricated,thermally protected motor resilient anti-vibration mounts. RPM not to exceed number • Plug-in motor rated at 120 VAC listed for each model. • Designed for continuous operation Air delivery shall be no less and sound levels no greater HOUSING: than listed for each model.All air and sound ratings shall be • Rugged,20 gauge galvanized steel certified by AMCA. Units to be UL and cUL listed. • 8"round duct connector • 1/2"acoustic insulation inside(Model L300KMG -no insulation-for kitchen applications) • May be installed in ceiling or wall (size permitting) clanflocuriccs "Broan-NuTone LLC certifies that the models shown herein are • 8-position mounting brackets for easy installation and pR licensed to bear the AMCA Seal. greater adaptability to various mounting requirements The ratings shown are based on tests and procedures performed in • Automatic backdraft damper located within duct /- accordancewth AMCA Publication connector RIR 211(and AMCA Publication 311 if sound is also certilied)and comply • Factory-shipped in horizontal discharge position-easily with the requirements of the AMCA converted to vertical discharge Certified Ratings Program" • May be installed as an in-line ventilator with addition of accessory kit Model 981 L(purchase separately) ACCESSORIES(purchase all separately): • lode1 vory)/57W(White)3Amp,Electronic Variable S Control Control • Model 59V(Ivory)/59W(White)60-Minute Time Control13 C 4410) • Model 61V(Ivory)/61W(White) 15-Minute Time Control • Model 71V(Ivory)/71 W(White) 12-Hour Time Control • 6-Amp, Electronic Variable Speed Controls Models L200, L250, and Model 72V/72W(120 VAC) L300 are UL listed for use • Model 981 L In-line Adapter Kit over bathtubs and showers • Model RD1 Radiation Damper when connected to a GFCI- • Model LAF1 Grease Filter(for Model L300KMG) protected branch circuit. • Model 80L Electronic Speed Control(Internal) Broan-NuTone LLC,926 West State Street, Hartford,Wisconsin 53027(1-800-637-1453) Broan-NuTone Canada, 1140 Tristar Drive, Mississauga, Ontario, L5T 1 H9(1-888-882-7626) REFERENCE QTY. REMARKS Project Location Architect Engineer Contractor Submitted by Date 60J 99042732J PERFORMANCE RATINGS - LOSONE SELECT® CEILING MOUNT VENTILATORS L200, L250, L300 SERIES, L300KMG AMCA LICENSED PERFORMANCE CFM/SONES-AT STATIC PRESSURES (Ps-inches of H20) MODEL NOMINAL 0.0" .10" .125" .250" .375" .50" .625" .750" .875" 1.0" NOMINAL AMPS WATTS NO. VOLTAGE Ps Ps Ps Ps Ps Ps Ps Ps Ps Ps RPM (060 Hz L200 120 VAC CFM Hor. 231 214 210 196 186 177 165 144 113 51 740 1.8 127 SONES Hor. 1.6 1.8 1.7 2.3 2.9 3.5 4.1 4.9 5.3 5.3 CFM Ver. 224 210 207 197 187 179 167 144 99 41 760 1.8 127 SONES Ver. 1.5 1.8 2.0 2.3 2.7 3.4 4.0 4.5 5.1 5.2 L200MG 120 VAC CFM Hor. 237 218 215 199 190 180 167 144 108 47 715 1.8 127 SONES Hor. 1.4 1.8 1.9 2.4 3.0 3.6 4.2 5.1 5.6 5.5 CFM Ver. 228 213 209 198 190 182 168 145 105 56 730 1.8 127 SONES Ver. 1.5 1.7 1.8 2.3 2.8 3.4 4.1 4.6 5.1 5.2 L250 120 VAC CFM Hor. 272 261 259 250 242 233 218 201 165 99 830 2.1 166 SONES Hor. 2.1 2.3 2.2 2.9 3.3 3.9 4.4 4.8 5.5 5.8 CFM Ver. 269 261 259 253 248 239 224 203 171 101 860 2.1 166 SONES Ver. 2.3 2.6 2.7 3.0 3.3 3.7 4.2 4.7 5.4 5.6 L250MG 120 VAC CFM Hor. 280 267 265 254 246 238 224 209 172 105 805 2.1 166 SONES Hor. 2.1 2.5 2.5 2.9 3.4 3.9 4.3 4.6 5.6 5.9 CFM Ver. 275 263 262 255 250 241 229 210 178 105 830 2.1 166 SONEb Ver. GC L.b Z.1 3.0 S.4 3.S 4.,5 4.b b.b b.6 L300 120 VAC CFM Hor. 312 309 308 303 296 287 273 254 219 125 905 2.6 212 SONES Hor. 2.8 2.9 2.9 3.3 3.5 3.9 4.3 4.7 5.1 5.6 CFM Ver. 319 314 313 306 299 288 274 251 219 120 940 2.6 212 SONES Ver. 2.6 2.9 3.0 3.4 3.6 3.9 4.4 4.7 5.0 5.5 L300MG 120 VAC CFM Hor. 323 317 316 312 305 298 283 266 235 153 860 2.6 212 SONES Hor. 3.0 2.8 3.0 3.2 3.5 3.9 4.3 4.8 5.2 5.7 CFM Ver. 322 315 314 308 302 292 278 259 227 119 885 2.6 212 SONES Ver. 2.4 2.7 2.8 3.3 3.5 3.9 4.3 4.7 5.1 5.5 L300KMG 120 VAC CFM Hor. 286 279 277 272 268 261 253 241 222 173 790 2.6 212 SONES Hor. 2.8 3.0 3.1 3.4 3.8 4.4 4.8 5.1 5.5 6.1 CFM Ver. 287 280 277 273 266 259 247 231 208 164 815 2.6 212 SONES Ver. 3.3 3.6 3.7 4.1 4.7 5.2 5.6 6.3 6.8 6.9 Performance ratings include the effects of inlet grille and backdraft damper in the airstream,Speed 1.00 (RPM)shown is nominal.Performance is based on actual speed of test. The sound ratings shown /_ are loudness values in fan sones at 5'(1.5m)in a hemispherical free field calculated per AMCA Std. .-. 090 iO lb In_ 301.Values shown are for Installation Type B:Free inlet fan sone levels.Performance shown is for • Installation Type B:Free inlet,Ducted outlet. NO I rr� sCpr-�\ `w "Broan-NuTone Qmc ,'A"T IZk I2 i Z 0.80 , /COS+ �O LLC ertifies e that the models wines 8 �U�CT�r \ �, 0•70 ` m shown herein ''IIfV� are licensed to rouno O. /// W is) IN bear the AMCA (} CC 0.60 Seal. The rat- �k' as? D ings shown are t 0 4 0.50 N based on tests movrmrm "` and procedures ea COMMr perfrmed in ac- nssounIoo.ma. I I A• W 0.40 N O AMCA ce with - U _1 "O AMCA (ublica- \ d 0.30 - 1 tion 211 and AMCA Publication 311 if Y sound is also certified)and comply with \11 *N.N...NN.4% c) the requirements of the AMCA Certified 0.20 Ratings Program." H Models L200, I� I4 IA I4 fn 0.10 L250, and L300 ✓ /� are UL listed for �%%��- 0.00 use over bathtubs �� '%%" 0 40 80 120 160 200 240 280 320 and showers when ��j� connected to a o AIR FLOW RATE (CFM) GFCI-protected branch circuit. POLYMERIC GRILLE METAL GRILLE WEIGHT (ii111) C lal MODELS MODELS MODEL NO. SHIPPING L200,L250, L200MG,L250MG, L200 23.0 lbs. L300 L300MG,L300KMG L250, L300 23.1 lbs. L200MG 23.9 lbs. L250MG,L300MG 24.0 lbs. 2 B� a Let, Hare ( 45.2)Ibs. Broan-NuTone LLC,926 West State Street, Hartford,Wisconsin 53027 1-800-637-1453 v� Broan-NuTone Canada, 1140 Tristar Drive, Mississauga,Ontario, LST 1 H9(1-888-882-7626) EF-2 1 , 10 , BRihitN* Loson SPECIFICATION SHEET LOSONE SELECT® CEILING MOUNT VENTILATORS L200, L250, L300 SERIES, L300KMG Incrediblyreliable.Unbelievablyquiet.OfferingtheCFMchoices TYPICAL SPECIFICATION you need at the lowest sound levels in the industry. Ventilator shall be Broan Model L200, (L200MG), (L250), FEATURES (L250MG), (L300), (L300KMG). GRILLE: Ventilator shall have galvanized steel housing insulated • Conceals interior with at least 1/2" of acoustic insulation (with no insulation • Low profile styling blends with any decor - Model L300KMG). Housing to have adjustable mounting • White polymeric("MG"models-metal,finished with white brackets. painted enamel) Automatic backdraft damper to be located within duct BLOWER: connector. Duct connector, blower assembly, and wiring • Low RPM for quiet operation plate shall be adjustable for either horizontal or vertical • Resilient anti-vibration mounts installation. • Dynamically-balanced,polymeric,centrifugal blower Blower unit shall be removable from housing and will have wheel for quiet, efficient performance(Model L300KMG- a polymeric, dynamically balanced centrifugal-type blower metal wheel) wheel.Motor to be permanently lubricated and mounted with • Permanently lubricated,thermally protected motor resilient anti-vibration mounts. RPM not to exceed number • Plug-in motor rated at 120 VAC listed for each model. • Designed for continuous operation Air delivery shall be no less and sound levels no greater HOUSING: than listed for each model.All air and sound ratings shall be • Rugged,20 gauge galvanized steel certified by AMCA. Units to be UL and cUL listed. • 8" round duct connector • 1/2"acoustic insulation inside(Model L300KMG-no insulation-for kitchen applications) • May be installed in ceiling or wall (size permitting) mica "Brown-NuTone LLC certifies that the models shown herein are • 8-position mounting brackets for easy installation and RAMOS licensed to bear the AMCA Seal. greater adaptability to various mounting requirements The ratings shown are based on tests and procedures performed in • Automatic backdraft damper located within duct accordance with AMCA Publication connector '^ 211(and AMCA Publication 311 if sound is alsocertified)and comply • Factory-shipped in horizontal discharge position-easily RIR mov,mrm with the requirements of the AMCA converted to vertical discharge es;ga;on,m Certified Ratings Program • May be installed as an in-line ventilator with addition of accessory kit Model 981 L(purchase separately) ACCESSORIES(purchase all separately): • ModelIvory)/57W(White)3 Amp,Electronic Variable SpeedControl Control • Model 59V(Ivory)/59W(White)60-Minute Time Control CO C CD) • Model 61 V(Ivory)/61W(White) 15-Minute Time Control • Model 71V(Ivory)/71W(White) 12-Hour Time Control • 6-Amp, Electronic Variable Speed Controls Models L200, L250, and Model 72V/72W(120 VAC) L300 are UL listed for use • Model 981 L In-line Adapter Kit over bathtubs and showers • Model RD1 Radiation Damper when connected to a GFCI- • Model LAF1 Grease Filter(for Model L300KMG) protected branch circuit. • Model 80L Electronic Speed Control (Internal) Broan-NuTone LLC,926 West State Street, Hartford,Wisconsin 53027(1-800-637-1453) Broan-NuTone Canada, 1140 Tristar Drive, Mississauga, Ontario, L5T 1H9 (1-888-882-7626) REFERENCE QTY. REMARKS Project Location Architect Engineer Contractor Submitted by Date 60J 99042732J Date: I3GREENHECK EF-1 Job: Building Value in Air. Mark: --15.625— 14.875-- Model: SP-B1 50 Ceiling Exhaust Fan \ / 4.5 ■c 13.25 Standard Construction Features: Corrosion resistant galvanized steel scroll and housing-White designer non- yellowing grille-Round outlet duct collar with integral backdraft damper-Single I inlet forward curved wheel-Plug type disconnect-Adjustable mounting brackets Selected Options &Accessories: Motor with Thermal Overload Motor with CSA Approval Motor with 40 Degree C Ambient Temperature -13.875 06 11.5 Motor rated for continuous use 1.25 UL/cUL 507 Listed-Electric Fan MOUNTING Designer Grille n Round Duct Connection BRACKET i 1 Polypropylene Wheel Material 7 Dimensional Quantity 1 Weight w/o Ace's(Ib) 12 Weight w/Aces(Ib) 1 2 - 10 0.30 1250Fri'.M Performance 1.0 0.25 Requested Volume(CFM) 154 Actual Volume(CFM) 154 i 1 External SP(in.wg) 0.25 3 0.8 1 0.20 Total SP(in.wg) 0.25 Fan RPM 1050 2 0.6 t 0.15 3 Amps(A) 1.7 m -. o .- a Elevation(ft) 1,106 -- y F 70 a 0.4 `� 0.10 A Airstream Temp.(F)) co Air Density(Ib/ft3) 0.072 ro -- �� Sones 3.0 0.2 - _. _ d 0.05 cep d' sy " r- o.o - i- - i I 0.00 0 20 40 60 80 100 120 140 160 Motor Volume(CFM) Motor Mounted Yes L Operating Bhp point Input Watts(W) 128.0 O Operating point at Total SP • Operating point at External SP Voltage/Cycle/Phase 115/60/1 Fan curve Enclosure ODP - - - -System curve Brake horsepower curve Notes: All dimensions shown are in units or in. 11 Q 'FLA is approximate and will vary slightly with the motor. «M M LwA-A weighted sound power level,based on ANSI S1.4 rnnso WINGS dBA-A weighted sound pressure level,based on 11.5 dB attenuation per Octave band at 5 ft SOUM Sones-calculated using AMCA 301 at 5 It AMCA certified ratings seal applies to sone ratings only. ? ,orou,wRe Wattage is shown at free air. Wattage is approximate and may vary between motors. CAPS 4.20.1398 Z:1Caps\Jobs\Catalog2015.gfcj Page 1 of 2 , e TRANE' HP-1 & HP-2 General Data Table 1. General data-3 to 4 tons-standard efficiency — 3 Tons 4 Tons 5 Tons WSCO36H3,4,W WSC048H3,4,W WSC060H3,4,W Cooling Performance(') Gross Cooling Capacity 39,500 50,000 61,000 EER/SEER(b) 12.0/14.0 12.0/14.0 12.0/14.0 Nominal cfm/AHRI Rated cfm 1,200/1,200 1,600/1,600 2,000/2,000 AHRI Net Cooling Capacity 39,000 49,000 60,000 System Power(kW) 3.25 4.08 5.00 Heating Performance(C) High Temp.Btuh Rating 36,000 47,500 59,000 System Power kW/COP 3.01/3.50 3.98/3.50 4.94/3.50 Low Temp. Btuh Rating 20,600 26,000 35,000 System Power kW/COP 2.74/2.20 3.31/2.30 4.46/2.30 HSPF(Btu/Watts-hr) 8.00 8.20 8.20 Compressor Number/Type 1/Scroll 1/Scroll 1/Scroll Sound Outdoor Sound Rating(dB)(a) 79 80 87 Outdoor Coil-Type Lanced Lanced Lanced Tube Size(in.) 0.3125 0.3125 0.3125 Face Area (sq.ft.) 12.33 12.33 17.00 Rows/FPI 2/16 3/16 3/16 Refrigerant Control Thermal Expansion Valve Thermal Expansion Valve Thermal Expansion Valve Indoor Coil-Type Lanced Lanced Lanced Tube Size(in.) 0.3125 0.3125 0.3125 Face Area (sq.ft.) 8.74 8.74 9.27 Rows/FPI 3/16 3/16 3/16 Refrigerant Control Thermal Expansion Valve Thermal Expansion Valve Thermal Expansion Valve Drain Connection Number/Size(in.) 13/e NPT 13/4 NPT 13/4 NPT Outdoor Fan-Type Propeller Propeller Propeller Number Used/Diameter(in.) 1/22 1/22 1/26 Drive Type/No.Speeds Direct/1 Direct/1 Direct/1 cfm 3,600 4,050 5,130 Motor hp 0.25 0.33 0.40 Motor rpm 1,100 1,100 1,100 Indoor Fan-Type(Standard) FC Centrifugal FC Centrifugal FC Centrifugal Number Used/Diameter(in.)/Width (in.) 1/11x11 1/11x11 1/11x11 Drive Type/No.Speeds/rpm Direct/5(e) Direct/5(e) Direct/5(e) Motor hp(standard/oversized) 0.75/1.5 1.0/1.5 1.0/1.5 Motor Frame Size(standard/oversized) 48/48 48/48 48/48 Filters(f)-Type Furnished Throwaway Throwaway Throwaway Number Size Recommended (2)20x35x2 (2)20x35x2 (4) 16x25x2 continued on next page 22 PKGP-PRC013M-EN CTRANE' Weights Table 40. Maximum unit&corner weights(Ibs)and center of gravity dimensions(in.) Maximum Model Unit Weights(a) Corner Weights(b) Center of Gravity(in.) Tons Model No. Shipping Net A B C D Length Width 3 WSC036H 612 507 192 79 153 84 32 21 4 WSfn48H 545 54n 229 68 170 73 31 7n 5 WSCO6OH 777 682 228 177 114 163 38 22 6 WSC072E 835 740 235 196 140 168 40 22 7.5 WSC090E 902 804 255 217 153 180 41 22 10 WSC120E 1388 1199 342 328 259 270 49 28 (a)Weights are approximate. (b)Corner weights are given for Information only. CENTER OF GRAVITY I.-LENGTH A /A� D CENTER / .. - GRAVITY `1�V f WIDTH D C CENTER OF GRAVITY Table 41. Factory installed options(fiops)/accessory net weights(Ibs)(a)•(b) WSC036H-048H WSCO6OH WSC072E-090E WSC120E Net Weight Net Weight Net Weight Net Weight Accessory 3-4 Tons 5 Tons 6-7.5 Tons 10 Tons Barometric Relief 7 10 10 10 Coil Guards 12 20 20 30 Economizer 26 36 36 36 Electric Heaters(c) 15 30 30 40 Hinged Doors 11 12 12 12 Low Leak Economizer 68 93 93 93 Manual Outside Air Damper 16 26 26 26 Motorized Outside Air Damper 20 30 30 30 Oversized Motor 8 8 8 - Powered Convenience Outlet 38 38 38 50 Powered Exhaust 40 80 80 80 Roof Curb 61 78 78 89 Smoke Detector,Supply 5 5 5 5 Smoke Detector,Return 7 7 7 7 Through-the-Base Electrical 8 13 8 13 Unit Mounted Circuit Breaker 5 5 5 5 Unit Mounted Disconnect 5 5 5 5 (a)Weights for options not listed are<5 lbs. (b)Net weight should be added to unit weight when ordering factory-installed accessories. (c)Applicable to heat pump units only. 72 PKGP-PRC013M-EN , • 0 TRANE Dimensional Data Figure 9. Heat pump-3 to 4 tons standard efficiency swing diameter for hinged door(s)option ' ' (1((0 )),)))))))))))))t 15(N ,- ket131;" / w, 17 7/8" 16" \ / 454 MM 406 MM Applicable to 22 1/4" Y_C models only 565 MM Figure 10. Heat pump-5 to 6 tons standard efficiency Note: 2"electrical connection:single point power when heat installed(WSC) _ TOP PANEL EVAPORATOR SECTION CONDENSER FIN ACCESS PANEL 1( II MTM 1O8814M 1 114" 1O8 MEI ALTERNATE CONDENSATE DRAIN ` CONNECTION 3/1-11 NPr DIA,HOLE a i 1, 181/2" �� IJO MM Illllllllllil IIR 27 MM H // ONOENSER COIL 703 MM �; 1111 IIIIIII �, t1NR CONTROL WIRE 126 MAlpt�® (22 MM)DIA.MOLE 1316 MM �i�lllj 885/8" 98/8'� , i SERVICE GAUGE PORT ACCESS 2251 MA 3N M �4ylt 1 U1" 1 3/8'(35 MM)DIA HOLE 88/8" /ll 1w MM UNIT POWER WIRE 113 MN 5 5/B' 1 3/8"(35 MM)01A HOLE 113 NM 1.1 7 stir 194 MM AM 1/2 NET GAS CONNECTION 55 m0 MEN,120 MBN) 1]5]MM MO 3/4 NPT GAS CONNECTION (150 MBE,200 MEN,250 MEN) CONTROL AND COMPRESSOR ACCESS PANEL 64 PKGP-PRC013M-EN Project Name: Jackson#530 Struct'ura `Engineering` � �v , TAMARACK' GROVE Location: Tigard,OR Calculations A," Job Number: 21-18381 DOUGLAS D. HARDIN, P.E. STRUCTURAL ENGINEERING CALCULATIONS FOR COOL SOLUTIONS RECEIVED JACKSON #530 DEC 22 2021 CITY OF TIGARD BUILDING DIVISION WALK-INS TIGARD, OREGON TGE PROJECT NUMBER: 21-18381 ' / 1 00NGNEF66 sio, OFFICE COPY 96122PE r Exp 6-30-2023 •p 0' GiN o O �' y 12,26' P� <�S DEPN 12/08/2021 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 1 of 49 5"^ `' ivied,.,.. i tjja m�#e�. nupp,d i irfs c r%Jt }' ..rip- t� iyi , .:',4..r(f i k•ib�9ktli�e!si•tle;sJ ' tbmi ��r.5- x- ''' r # � ., .``'r ,� �� { LL la:�} tl TAMARACK' GROVE i � tY 1s §i yr cr,as y ing i0x "A,.:S.Y..«iIYCMGFIIv..rse .Wbt'."-v�aa- ....it§.e w. ttti � . . TABLE OF CONTENTS SECTION PAGE NO. 1. PROJECT INFORMATION 3 2. SYMBOLS AND NOTATION 4 3. GENERAL STRUTCTURAL NOTES 5 4. DESIGN CRITERIA INFORMATION 7 5. STRUCTURAL CALCULATIONS CBX (1) 8 6. SOFTWARE PRINTOUTS(ENERCALC) 33 7. SOFTWARE PRINTOUTS(ANCHOR) 34 8. TESTING REPORT OR LARR 42 9. DOWEL BEARING STRENGTH 47 10. ANTHONY DOOR REPORT 49 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 2 of 49 Structural Engineering • t J Project Name: Jackson#530 TAMARACK GROVE location: Tigard,OR Calculations Job Number: 21-18381 PROJECT INFORMATION Tamarack Grove Engineering: Address: 812 La Cassia Dr Boise, Idaho 83705 Date: 12/7/2021 Firm Registration Number: 1078621-95 TGE Engineer of Record: Douglas D. Hardin, P.E. Project Manager: Andrew Brion, E.I. Direct Phone: (208) 314-0973 Office Phone: (208) 345-8941 Office Fax: (208) 345-8946 Email: andrew.brion@tamarackgrove.com Project Client Information: Company: Cool Solutions Project Number: N/A Contact: Linda Totah Address: 178 West Hill Place Brisbane, CA 94005 Phone: (415) 330-0665 Email: lnda@coolsolutions.us Client Logo: 0 lat Project Site Information: Name: Jackson#530 Address: 11290 SW Bull Mountain Tigard,Oregon 97224 Client Reference Number: N/A Local Jurisdiction Information: Jurisdiction: Washington County Enforced Code Used: 2019 Oregon Structural Specialty Code Contact Info: https://www.co.washington.mn.us/ Project Scope of Work: Tamarack Grove Engineering is providing structural engineering calculations for the walk-in manufactured by Cool Solutions to verify the structural integrity of the panels and anchorage to the concrete 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 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 3 of 49 t E o t t r P s 3}Wr ttd - N v kiEixr i.•. •.. Yf"CC a._s i9gx h^+�t>Y.k.iorStructural ctu4a!e Engineering ■g'nGGrIsga r :Prciject q GrrWWi�xi._ua'F I i NIi 1u1 �yese_ location. C9'Tigard"�ft OR TAMARACK GROVE c6El§G lZ r s��sG d N Calculations NumberTr1-1Ci� a 3iz '.. SYMBOLS AND NOTATION BSC= Building Site Class Ce= Exposure Factor CT= Thermal Factor DLpanei= Total Panel Dead Load DLroof= Dead Load Roof EC= Exposure Category Fe= Short Period Site Coefficient Fv= Long Period Site Coefficient Is= Seismic Importance Factor Is= Snow Importance Factor Linternei= Minimum Indoor Lateral Live Load LLpenei= Total Panel Live Load LLLpanel_aac= Total Panel Live Load (Accessible) LLroof= Live Load Roof pg= Ground Snow Load PEt= Maintenance Worker Live Load R= Response Modification Coefficient 51= Mapped MCER Spectral Response Acceleration Parameter at a Period of 1 s Sol= Design Spectral Response Acceleration Parameter at a Period of 1 s SDC= Seismic Design Category Sps= Design Spectral Response Acceleration Parameter at Short Periods SM1= MCER Spectral Response Acceleration Parameter at a Period of 1 s 5Ms= MCER Spectral Response Acceleration Parameter at Short Periods Adjusted For Site SRC= Surface Roughness Category Ss= Mapped MCER Spectral Response Acceleration Parameter at Short Periods TL= Long Period Transition Period V= Basic Wind Speed 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 4 of 49 ?Ivied I+ aS rso3i{p sobs t mk'`w : Jackson $ Structural-Engineering • •i 'T I #it1" Tigard, uai'a e udi,IaOs t R {nk • ` TAMARACK GROVE - � ,Jb Number: 21 GENERAL STRUTCTURAL 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 engineer of record is not responsible for any deviations from these plans unless such changes are authorized in writing to the engineer of record. D. 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. E. Notching and/or cutting of any structural member in the field is prohibited, unless prior consent is given by the engineer of record. F. All future roof/ceiling mounted equipment not currently shown on the approved shop drawings shall be coordinated with the eor prior to any installation,typ. G. The assumed thickness of existing concrete will be 4"with an f'c of 2,500 psi, unless otherwise noted in calculations. 2. Special Inspections &Testing(Quality Assurance Plan) A. General: 1. Independent testing lab shall be retained by owner to provide inspections and special inspections as described herein. 2. The contractor is responsible for coordinating and providing on site access to all required inspections and notifies testing lab in time to perform such inspections prior. 3. Do not cover work required to be inspected prior to inspection being made. If work is covered, contractor will be responsible for uncovering as necessary. 4. The contractor shall correct all deficiencies as noted within the special inspection reports and/or the engineer of record's field observation (structural observations) reports to bring the construction into compliance with the contract documents,addendums, revisions, RFI's and/or written instructions. The contractor is responsible to request summary reports from the special inspector and engineer of record at the time of the project substantial completion. Prior to requesting the summary of structural observation reports from the engineer of record,the contractor shall submit to the architect and engineer of record a letter stating that all outstanding items noted on previous structural observation reports have been completed in accordance with the contract documents, addendums, revisions, RFI's and/or written instructions. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 5 of 49 a-uu•' a4itl S#4Pi ai +" YF1Ca,"y6.�d x.> — a x,.. auI�trigg ia .�tlw ta�Y l�wta°i,'i )'ndii f r --" sr r e ss r •-•v:z.S r vr a 9 aIP a}fI4i!Se•F . 1 Project Name: Jackson Structural Engineering Y�3Mit(SI�ra Y Fyt"i'✓an.�)ansi-ti"��a' ?r tJre�di.ic �i.I.9�.nLsr ti,1ri'' aa�tt3 tli' ,,..,�• ;••za •�,.,r..aeI ra-r ttt GROVE ' l E_atl S.i 'Nara'' KTAMARACK ^ _ ; . � 1 •4t��:a�t 3Ilkit sx3(�r��•aI•�tr' ms- B. Special Inspections: 1. All special inspections shall be performed to meet the requirements of the 2019 Oregon Structural Specialty Code (2019 OSSC), as recommended by the local building jurisdiction. 2. Required special inspections shall be performed by an independent certified testing laboratory employed by the owner per section 1704 of the 2019 OSSC. 3. The independent certified testing laboratory and inspectors shall be a qualified person who shall show competence to the satisfaction of the local building official,owner, architect and engineer of record for the particular operation. All special inspection reports shall be submitted to the building department, architect and engineer of record stating the project name and address. 4. The contractor and special inspector shall notify the engineer of record of any items not complying with the project specifications,contract documents and/or applicable codes before proceeding with any work involving that item. The engineer of record will review the item and determine its acceptability. If work involving that item proceeds without prior approval from the engineer of record,then the work will be considered non-compliant. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 6 of 49 Project9 itre+ eaB:' Jackson ` TAMARACK v�� e Calculations • rKr4 ,Olt trlr x sic a + ..d tr r;, s 9 - rak ..III _ eHa x 9• w ild fig '- v _ ......_,�,,..s:.:ee 2vu � �.. a�«aa DESIGN CRITERIA INFORMATION Building Risk Category: II Panel Specification: Manufacturer: Cool Solutions Analysis Method/Report Used: LARR 26188 Dead/ Live Load Information Per ASCE 7: Dead Load Calculation DLpanei = 5.00 psf Steel Facing(ASTM-A-646)Weight= 1.80 psf LLpanei = 0.00 psf Insulation Weight= 0.75 psf LLp „Q1_a,c= 0.00 psf Rail Weight= 0.45 psf Llnternai= 5.00 psf Miscellaneous= 2.00 psf P1L= 0lbf Seismic Load Information Per ASCE 7: BSC= D-Default Fa = 1.200 Table 11.4-1 IE= 1.0 Table 1.5-2 F„= 1.907 Table 11.4-2 SDC= D Sec. 11.6 SMs= 1.018 SMS= Fa * Ss, Equation 11.4-1 Ss= 0.848 Per ATC Hazards SM1= 0.749 SM1= F„* Si, Equation 11.4-2 51= 0.393 Per ATC Hazards Sus= 0.678 Sos= 2/3 * SMs, Equation 11.4-3 TL= 16 Per ATC Hazards SD1= 0.500 Sol= 2/3 *SM1, Equation 11.4-4 Snow Design Information Per ASCE 7: Not Applicable Wind Design Information: Not Applicable Site Satellite Map: 11290 SW Bull Mountain,Tigard, Oregon 97224 Goodwill Indus€ri=s of gel Ca: urrab4a WallametUe 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 7 of 49 Project Name: Jackson#530 Structural Engineering Calculations TAMARACK t'GROVE 'Location: Tigard,OR Job Number: 21-18381 STRUCTURAL CALCULATIONS CBX (1) JURISDICTION INFO-iMATIO JURISDICTION: T IG ARD, OREGON PASS= 1.0 FAILURE =0 STRUCTURAL CODE: 2019 OREGON STRUCTURAL SPECIALTY CODE :: Y&.«.,�n; In6a.&e.-a,vi._..: :,.xk.tsm._,...a ........_...a ,.......®....... _,n........,.. t. ,. .. .. LOAD DESIGN VALUES: 5 psf Panel Dead Load Ptnternai=S psf Minimum Transverse Load (ASCE 7 1.4.5) NOTE: SEISMIC DESIGN DATA IS GIVEN IN THE LATERAL ANALYSIS SECTION BELOW. Width;=45.35 ft Unit Width Length:=35,46 ft Unit Length H:=9.00 ft Unit Height Hw.:=8.67 ft Wall Height NOTE: REFERENCE THE LOS ANGELES RESEARCH REPORT(LARR)AND/OR TESTING REPORTS PROVIDED IN THE APPENDIX FOR PANEL ALLOWABLES UTILIZED. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 8 of 49 Project*Narne: "JaCition#5*1 $tructural Engineering %- 1.ocatiort:-, Tigard,OR . calculations TAMARACK GROVE L:=16.50 ft Ceiling Panel Span L,[f 20 ft Allowable Span (Per LARR/Testing Report) Twidrt_pani'7-7'47 in Tributary Width of Panel LOADS: 235 ibf Unit Load a=6.69 ft Unit Location Luna:=6.00 ft Length of Unit Wtr Wt-arat_pancl 153.4 ithf Unit Load on Ceiling Panel Lurot :=609 ft•lbf Maximum Moment(Enercalc) wail:=10 psf•Twidth_panal=39.17 plf Allowable Panel Load (Per LARR/Testing Report) Wali 'all Malfow'= =1958.33 ft•lbf Allowable Moment 8 CHECK Mi[0w>mn,„=1 SUMMARY:USE SPECIFIED CEILING PANELS PER PLANS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 9 of 49 i�$Fa9se' Er~.4pt r �'s sretbaidir� b x s. rBiBiri e�&t.us^s�5a75c�PkItrr3ni � �3y7l Zixsr�e.]$.»z yR�!V�A�n'`a+.e YdiirJackson o n^^a#5 30 ptlP Structural Engineering «w r< !Location: Tigard, i€ r i t x �+. eac,c } a u a:4a'[? b Igard OR i t x4 GBICIA{d�(f�tt5 �-x 'a sx� TAMAF2ACK` GRL7VE �1'� ss�ir�'Irai � � ..,»ti - 9 41114.e; 2`4-.438/ " - 611: °s rs. '+taCleeaSrr wx P <3t`. . i`sa w V,� HEADER PANEL CALCULATIONS : L,,:-3 ft Length of Header D,.:= H - 6.67 ft=2 ft Depth/Height of Header Lh R:= =1.5 Header Aspect Ratio Ph �'aliown=204 plf Allowable Shear(Per LARR/Testing Report) T 16.50' t=8.25 TributaryWidth Actingon Header wddtfi 2 1t Paxlal==91.2 Ibf Maximum Shear from Ceiling Panel (Enercalc) w =DL (D ±T )-#- Paxiai =74.54 J Load Applied to Header dEsign•� panel• h width L�f pp Twidth_panel HEADER PANEL CAPACITY: Allowable Distributed Load due to Bending 8•vanow•ph wal4nw_t"Lh wannw_1° L —=1088 plf (M:=va3rzw'DIz•Lh 8 h Allowable Distributed Load due to Shear — h=D Wallow_2 van ow'2'Dh is=272 p ''allow 2•Lh Lh auaw' 2 ) CAM-LOCK CONNECTION CAPACITY: V —611 Ibf Allowable Shear of Panel to Panel Camlock ca" ' (Per LARR/Testing Report) n€gym:=.2 Number of Camlocks per Support Allowable Distributed Load 2• (Ucam•nchm) _ wallow 3•Lh ) wallrru_3'= =814.67 plf (Vconn"=Vcam'rlcam— - Lh 2 wa110,~<:'=min\wallow_3>wauow_2,wa11ow3)=272 plf Allowable Distributed Load CHECK: Wallow wdesign=1 SUMMARY. THE ALLOWABLE DISTRIBUTED LOAD IS GREATER THAN THE IMPOSED DISTRIBUTED LOAD. THEREFORE. THE HEADER PANELS ARE ACCEPTABLE FOR TYPICAL LOAD-BEARING OPENING, 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 10 of 49 P;'j", ructural`Engineering �• 7.. f � t . J"+.t TAMARACK GROVE "OCdtiorl i Calculations E rr (5 1 rr GER Ntir , • Hw =8.67 ft Design Height Twidth panel=3.92 ft Tributary Width of Panel — T 16.50 ft+3.92 ft =10.21 ft TributaryWidth of CeilingPanel Actin on Wall width_wal@' 2 g AXIAL LOADS: P,,,a1:=414.6 lbf Axial Load From Ceiling Panel (Enercalc) Pa 'ar pdesEgn_wall -1-DLpanel'Twsdth_wa11— pf 156.91 i CeilingPanel Total Axial Load Twidth_panel Allowable Height for Axial Load Hal' x'a 20 ft (Per LARR/Testing Report) Pals ax„1:=1372 p/f Allowable Axial Load (Per LARR/Testing Report) TRANSVERSE LOADS: wwall =Pinternal Teridth_panel=19.58 pif Transverse Load on Wall 2 In max H" =184.01 ft•Ibf Maximum Moment max°= 8 ft Allowable Height for Transverse Load Hall_trans' 9.33 (Per LARR/Testing Report) P 50 psf•T 195. ptf Allowable Transverse Load all_trans —'- width_panel 83` (Per LARR/Testing Report) Mallow Pall_trans'Hall_tr.ms =2130.88 ft-lbf Allowable Moment '— 8 P comb'= pdesign-"all p mmax =0 2 Interaction of Axial and Transverse Loads Pati axial Mallow CHECK Pcomh<1=1 Hall_ar.al>H .= 1 Halt_trans>Hoe=1 SUMMARY: USE SPECIFIED WALL PANELS PER PLANS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 11 of 49 structural Engineering �? 4 Project Name: on#530 5, Calculations ";? ,€ TAM CK GROVE Location: TigarJacksd, OR AR Job Number: 21-18381 H r=8.67 ft Design Height Tw dth p.n'l=3.92 ft Tributary W Panel T - 12.00 ft 6 Tributa Widthidth ofof Ceilin Panel Actingon Wall width_wal[ — 2 r'Y g Hhn4def.=1.S3 ft Height of Header AXIAL LOADS' pow :=91 Axial Load from Ceiling Panel (Enercalc) Ibf DL D T Pa""{ =63.23 J Ceiling Panel Total Axial Load fides gn_waii"— pane{' h w,d[h_wall + P g Twidth panel i_, hanyi=75 ptf Allowable Axial Load for Anthony Door(Per LARR/ Report) CHECK Pa k_ nthnny>Pdesgn_wal€=1 SUMMARY: USE SPECIFIED ANTHONY DOOR PER PLANS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 12 of 49 Project Name: Jackson#530 �'f Structural Engineering Calculations TAMARACK GROVE Location: Tigard,OR F " u " ry >: £ R ' N a Job Number: 21-18381 GRIDLINES: c 4 SI V .41110 2 2 t.`, SW-SHEAR WALL 0 01 40 ) C EXECUTIVE SUMMARY: PER ASCE 7-16 CHAPTER 15, SECTION 15.1.3, "STRUCTURAL ANALYSIS PROCEDURES FOR NONBUILDING STRUCTURES THAT ARE SIMILAR TO BUILDINGS SHALL BE SELECTED IN ACCORDANCE WITH SECTION 12.6.". THUS, PER ASCE 7-16 SECTION 12.8, THE EQUIVALENT LATERAL FORCE PROCEDURE WILL BE USED. PER ASCE 7-16 TABLE 12.2-1, THE SEISMIC FORCE-RESISTING SYSTEM SHALL BE "A. BEARING WALL SYSTEM, 17_ LIGHT FRAME WALLS WITH SHEAR PANELS OF ALL OTHER MATERIALS." Rp:=2.0 Response Modification Factor O0:=2.0 Overstrength Factor DESIGN DATA: Importance Factor 5 .—0.848 Mapped Spectral Response Acceleration Parameter at Short Periods Si 0 393 Mapped Spectral Response Acceleration Parameter at a Period of 1 s S 0 678 Design Spectral Response Acceleration os Parameter at Short Periods Design Spectral Response Acceleration Sb- ==0.500 Parameter at a Period of 1 s 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 13 of 49 a a shy Cq x ` a u c r , .z 8 i+ i x a.d�nr i rt 'e£ g a t,�t 4 e t J - i, n, a x o r 4 av - f : ax„y . c. r+h t cvsr t-SPS> 4 ittirr€'sumY aitsaa.e s '*3" a ''' ° TAMARACK` GROVE k s I arpJIatt ct 1 i8r u p t f a a� m e rt Ci.#it i {k at t _ 5 y{, '.. ..}..tC td.'.e 4P.:4,SCt:+.'d.Y..,R..YL.x..,i CEC,..'i,...�.. ,. ... `,e°�,.4 4 a hd '41(i � 1 lkil Y� I.s�aiN k.kY� TL:=16 Long-Period Transition Period Ea:=1.200 Short-Period Site Coefficient Ts:= S°1 =0.74 Period Define by the Ratio, Sd1/Sds S©s h„:= H —9 Height of Structure ft Ct.=0.02 Approximate Period Parameter 1 (Table 12.8-2) x 770.75 Approximate Period Parameter 2 (Table 12.8-2) 13EN=8.67 ft Wall Panel Height DESIGN CRITERIA(DIAPHRAGM 1): Width:=29.15 ft Unit Width Length:=12.00 ft Unit Length Length•Width=349.8 ff' Total Area of Ceiling Lw,,,:=2-Width+2•Length=82.3 ft Total Length of Walls Wt Q, :=2.78 lbf=156 Ibf Weight of Evap Coils Wt„,,,:=0 Ibf Effective Steel Weight LATERAL FORCE GENERATION: 1H Wt:=(A„,,,,,g•DLp,r,4-{- 2 •Lw,v.DLp,„,)`i`Wtstecl4-Wtc„ia=3688.85 Ibf Effective Seismic Weight Ta:=Ct•h x =0.104 Approximate Fundamental Period Sps:=—2 3 •Fa•S5=0.68 Design Spectral Response for Short Period, (g) C4:= 5°s =0.34 Seismic Response Coefficient (Sec. 12.8.1.1) Rp�I Ta<1.5 75=1 Cs_, :=if TCT1,1.5 Str - , 1.5 Spt•Tr =3.61 Maximum Coefficient Rp 7 Rp T .• T� le f Ie , 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 14 of 49 \ Project Name: Jackson#530 Structural Engineering , ), Calculations TAMARACK' GROVE Location: Tigard,OR E a I N _ Jr" Job Number: 21-18381 Cx_mip=max(0.044•Siss•le 0.01)=0.03 Minimum Coefficient 0.5•S, Cs_mio=if S,?0.6, ((R Cs_mi =0.03 Minimum Coefficient p le ) Cs:=max(CS,C52m;f)=0.339 Seismic Response Coefficient Cs:=min(CS,CS =0.339 Seismic Response Coefficient Vp:=Cs•Wt=1251.26 !bf Seismic Base Shear Vp_aSd:=0.7.Vp=875.88 fbf ASD Seismic Base Shear w Vp_asd J Load 1-1 Distributed Design design_ Length 99J`,:= l� g ( ) w ^ Vp_a5d =30.05 J Distributed Design Load (2-2) design 2:= Width f g DIAPHRAGM CALCULATIONS (1-1 DIRECTION): Length,==Length=12 ft Length of Diaphragm in 1-1 Direction Width,:=Width?29.15 ft Width of Diaphragm in 1-1 Direction Length, R,:= =0.41 Aspect Ratio(1-1) Width], Allowable Diaphragm Capacity F,n j:=602 off (Per LARR/Testing Report) CHECK: F n wde5�g:,_a•Length, 1 _t— Widthi CAMLOCK: V:=wpe,,,,,_, •Length,=875.88 1bf Max Shear on Diaphram /Width, Nor,:=cell •2=16 Number of Camlocks Connecting panels t 3.92 ft N 611 Jbf=9776 Oaf Allowable In-Shear on Camlock ` pi d' `s" (Per LARR/Testing Report) CHECK: Vaii_inpianc›V=1 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 15 of 49 CHORD FORCE: Wdesign 1.Length 2.' — .-- Fcho 2rd:-= =180.28 lbf Max Chord Force Widthi CAM-LOCK: Allowable Shear on Camlock Va_,..a,.„:=794 lbf (Per LARR/Testing Report) CHECK: ValL„m>Foord=1 DIAPHRAGM CALCULATIONS (2-2 DIRECTION): Length2:=Length=12 ft Length of Diaphragm in 2-2 Direction Width2:=Width=29.15 ft Width of Diaphragm in 2-2 Direction Width2 R?:= =2.43 Aspect Ratio (2-2) Length2 Fak2!=126 Of Allowable Diaphragm Capacity (Per LARR/Testing Report) Wdvsign2.Width2 CHECK: Fait > _ =1_._ 2•Length, CAM LOCK: w 2*Width2 =437.94 lbf Max Shear on Diaphram 2 (Length?—2 ft Ncceil +1 =4 48 ill Number of Camlocks Connecting panels Total Allowable In-Shear on Camlock 611 Ibf=2444 ibf (Per LARR/Testing Report) CHECK: V,,unpia,w>V=1 CHORD FORCE: wd„,g, 2.WIdth22 8 =265.96 lbf Max Chord Force Length2 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 16 of 49 Project Name: Jackson#530 Structural Engineering Calculations TAMARACK GROVE Location. Tigard, OR Job Number: 21-18381 CAM-LOCK: Allowable Shear on Camlock V :iziii 794 lbf (Per LARR/Testing Report) CHECK: Vancarn>Fchordr-"1 SHEAR LOAD CALCULATIONS: LLI i=Width=29.15 ft Length of Gridline 1 Taadta_ii=Length=12 ft Tributary Width fWdesign l'Twidth 1 - =30.05 pif In-Plane Force along Gridline 1 NOTE: THE GRIDLINE 1 OF DIAPHRAGM 1 SHARE WALL WITH GRIDLINE 1 OF DIAPHRAGM 2. HENCE, THE FORCE ON GRIDLINE 1 WILL BE ANALYZED IN DIAPHRAGM 2. LA:=Length=12 ft Length of Gridline TvAcith Width 14.58 ft Tributary Width T Wciesign 2*Twrlth A fA:= - =36.5 pif In-Plane Force along Gridline A LA L =Length—3 ft=9 ft LenWidth of Gridline B I-width a:= =14.58 ft Tributary Width 2 tB wde5ign_2.Twfdth_B =48.66 plf In-Plane Force along Gridline LB NOTE: THE GRIDLINE B OF DIAPHRAGM 1 DOES NOT SHARE WALL DIAPHRAGM 2. HENCE, WE CALCULATE DIAPHRAGM 2 AS OPEN FRONT IN 1-1 DIRECTION OPEN FRONT DIAPHRAGM ANALYSIS: Fp L.; -± --" " 0 Ep ; x-44 A -- • " 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 17 of 49 Structural Engineering • Project Name: Jackson#530 •; Calculations TAMARACK GROVE Location: Tigard,OR N N Y N E N F I N N Job Number: 21-18381 x" 5 Moment Arm • FP:=Wdes,g„_l•Length=875.88 lbf M0=Fp-X=5255.29 ft•!bf Max Moment MF R =180.28 lbf Reaction Forces to Resist Imposed Moment Width R Inplane Force Resisted on Wall Line A wA:= LA =15.02 MI' biplane Force Resisted on Wall Line B we:_ =20.03 plf LB fA:=max(fA,w„,)=36.5 plf fg:=max Os,wg)=48.66 plf I- R =1.98 Worst Case Shape Ratio min(L1 1,LA,LA,4.37 ft) F.,i,_,,,p;I w:=155 p/f Allowable In-Plane Shear(Per LARR/Testing Report) CHECK: Fa_,„A1 „c>max(f, .-IA.fa)=1 SUMMARY. USE SPECIFIED WALL PANELS PER PLANS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 18 of 49 dqgt• Structural Engineering XC t a�pxy{S r � y5-AI ipifykiO GlV Etmlit i4`a 1x.ndia5 0 v�IaI I S" t , 4 Frt.i 3g£$ s 9 Y'd«s r i i,P J i5xI e a Calculations TAMARACK" GROVE r ' mr� � �v l DESIGN CRITERIA(DIAPHRAGM 2): Width 16.50 ft Unit Width Length:=32.47 ft Unit Length Ac,.,ri„e:=426 ft' Total Area of Ceiling trot =94.57 ft Total Length of Walls Wt„a,r:=78 ibf±2-235 Ibf=548 Ibf Weight of Evap Coils Wt,<«,:=0 ibf Effective Steel Weight LATERAL FORCE GENERATION: Wt:=(Aceiting•DLpanel)3" - •Lew/•DLPane I -Wtsteei Wtwtr=4727.8 Ibf Effective Seismic Weight Ta=Ct•hn' =0.104 / Approximate Fundamental.Period Sas:= 3 •Fa•Ss=0.68 Design Spectral Response for Short Period, (g) S°S Cs== t =0.34 Seismic Response Coefficient(Sec. 12.8.1.1) (Re I Ta<1.5 Tls=1 J 1 Cs_,,,ax:=if TaCTL,1.5 So' ,1.5 Sol'TL =3.61 Maximum Coefficient Ta• RP) Taz •(RP te le ) Cs_mi,,:=max(0.044•Sos•le,0.01)=0.03 Minimum Coefficient 0.5•Si CS_nen:=if S1>0.6, ' ,C, min =0.03 Minimum Coefficient R P CS:=max(CS,Cs_min)=0.339 Seismic Response Coefficient Cs:=min(C5,Cs max)=0.339 Seismic Response Coefficient Vp=Cs•Wt=1603.67 fbf Seismic Base Shear Vp_asd:=0.7-Va=1122.57 fbf ASO Seismic Base Shear W VP-asd =34.57plfDistributed Design Load (1-1) Length g ( ) VP_asd 3fWdestgn_2' =68•0 I Distributed Design Load (2-2 ) Width 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 19 of 49 �o f Structural Engineeringa °�Ii = ) rya eo- x tlon Tigard,OR as i r aak I �`� iiR ( xt TAMARACK� •C3FtC?l�E � a era ke a Calcuiatictrt t$ „lob Number 1 8 n r DIAPHRAGM CALCULATIONS (1-1 DIRECTION): Lengthy:-Length=32.47 ft Length of Diaphragm in 1-1 Direction Width,:=Width=16.5 ft Width of Diaphragm in 1-1 Direction Lengths RI:= =1.97 Aspect Ratio (1-1) Width' Allowable Diaphragm Capacity Fop y.=156 plf (Per LARR/Testing Report) CHECK: F > Wc1c r _S•Lengthy _ au_y 2-Width1 CAM LOCK: V:_ wdesgn_y Length, =561.28 /bf Max Shear on Diaphram 2 'Width,-2 ft NGa,,,:=cell +1)=5 Number of Camlocks Connecting panels 48 in v N 611 Ibf=3055 lbf Total Allowable In-Shear on Camlock (Per LARR/Testing /Testing Report) CHECK: Vatt3nplanc>V=1 CHORD FORCE: wde,,gn1•Length1 2 F,h„rd:= 8 =276.14 lbf Max Chord Force Width, CAM-LOCK: Allowable Shear on Camlock Vatt_4 m 794 lb/ (Per LARR/Testing Report) CHECK: Vat) cam>Fchord=1 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 20 of 49 Structural E rn-�k6tt Qi k a r+ai rrris .. :Project Kamer 'Jackson 8530 E k j # m: L 1 f {I ocatton. Tigard,0 Calculations TAMARACK GROVE y s Job Nu` beri 2.1-18381. ,= ra_..,..`.a. .3... DIAPHRAGM CALCULATIONS (2-2 DIRECTION): Length2:=.Length=32.47 ft Length of Diaphragm in 2-2 Direction Width2 =Width=16.5 ft Width of Diaphragm in 2-2 Direction Width2 R2:=- =0.51 Aspect Ratio (2-2) Length2 Pan',z.=596 ptf Allowable Diaphragm Capacity (Per LARR/Testing Report) CHECK: F > Wdesrgn2•Width? �_�- Length2 CAM LOCK: V:=modes s„ 2•WidthZ=1122.57 tbf Max Shear on Diaphram Length2) •2=18 Number of Camlocks Connecting panels 3.92fJ V N 611 lbf=10998 lbf Total Allowable In-Shear on Camlock aq_+nptane• cam (Per LARR/Testing Report) CHECK: Valfinpwne>V=1 CHORD FORCE: Wdesign 2•Width22 Fcnord:= 2 =285.221tsf Max Chord Force Length2 CAM-LOCK: f Allowable Shear on Camlock Van-cam•=794 16 (Per LARR/Testing Report) CHECK: Val€ cam�Fchord= 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 21 of 49 . Project Name: Jackson#530 Structural Engineering ,, „ :, Calculations TAMARACK GROVE Location: Tigard, OR - N Job Number: 21-18381 SHEAR LOAD CALCULATIONS: L Width=16.5 Length of Gridline 1 T 23.96 ft=11.98 TributaryWidth ia= it g W„ttn_i�_ 2 fx f1 2:= Wdesign_1'Twid,n_1 =25.1 of In-Plane Force along Gridline 1 Li_2 fi rotas:=max(f1 i,fl z)=30.05 pif Total In-Plane Force along Gridline 1 L 10.79 Length of Gridline 2 T Length ft=16.24TributaryWidth ft en g ne width-?'` 2 f2:= d 5d _t'Tw;dan_2 =52.02 ptf In-Plane Force along Gridline 2 L2 L 7.83Length of Gridline 3 T 8.84 ft =4.42 ft TributaryWidth 3'= ft g wicfth_3'"' 2 ' fd:= ^desi _l'Tw dcn_s =19.52 Of In-Plane Force along Gridline 3 L3 Lc:=26.88 ft;, Length of Gridline C Tw,dth c:=Width=16.5 ft Tributary Width f _ Wdosgn_2'Twidtn_c _41.76 f In-Plane Force alongGridline C c�- L Pf c OPEN FRONT DIAPHRAGM ANALYSIS: 6 et : Fp e3 0}— 0 H0 0 0 .. . —'.. .,,. .,.. ' � f6iEE.Z�ti E ; h Fpe ...�. 1 1 ir Zr, , A I ik R 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 22 of 49 Project Name: Jackson#530 Structural Engineering " "'` Location: Tigard,OR Calculations TAMARACK GROVE E N G + N E Job Number: 21-18381 Width Y:= =8.25 ft Moment Arm 2 Fp _Wdesign_2 Width=1122.57 lbf MF:=FP•Y=9261.2 ft•Ibf Max Moment R:= Mc =285.22 lbf Reaction Forces to Resist Imposed Moment Length R Inpiane Force Resisted on Wall Line 1 wl:_ =9.78 plf Li i R! Inpiane Force Resisted on Wall Line 3 w3:=—=26.43 plf L2 fi_rotor=max(f1_tatal,wi)=30.05 plf f3 =max(f3,w3)=26.43 Of R:= =1.11 Worst Case Shape Ratio min {Lt 2.1.2,L3,Lc) Faii_,np,,,,2:=284 plf Allowable In-Plane Shear(Per LARR/Testing Report) CHECK: Fail_inpiane max(fl_totalrf2.13,fc)=1 SUMMARY: USE SPECIFIED WALL PANELS PER PLANS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 23 of 49 ,xta Project Name .,Jackson#530 a..F. structural ngi Bring„ . Calculations TAMARACK " GROVE Location: Tigard,OR EN , « F PENN Job Number: 21-18381 Hw=8.67 ft Wall Height LOADS: Ptrans =P,nternal, 2 =21.68 plf Transverse Shear on Connection finplane =max(ft_total,f2+F3,tA,fe,fc)=52 plf In-Plane Shear on Connection fmax'=max(trans 7 finplane)=52plf Governing Shear on Connection CAM-LOCK: Scam:=24 irr Spacing of Cam-lock 794 Ibf 397 P/f Allowable Inplane Shear on Camlock V " _ _— (Per LARR/Testing Report) Scam 677 llaf Allowable Out of Plane Shear on Camlock aiE_cam_out`_ =338.5 pdf (Per LARR/Testing Report) ,carti CHECK fInrfanoG Val l_cam_in=1 ptransGValE cam_out=1 SUMMARY:USE SPECIFIED CONNECTION PER PLANS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 24 of 49 ' , Project Name: Jackson tg•_ Structural Engineering _ location: Tigard,OR Calculations TAMARACK' OFtOVE R ` ' R r F R ' " :, Job Number: 21-18381 WALL TO FLOOR CONNECTION (DETAIL 4) Hw=8.67 ft Design Height LOADS: Pinternal=5 Psf Transverse Load on Wall Hw Transverse Shear Force on Floor-Wall Connection Ptrans:=Pintemat =21.68 plf 2 (Worst Case) fine€ane:=max(f1_tota9,fq}=36.5 Of In-Plane Shear Force on Floor-Wall Connection fmax:=max(ptrans>finplane)=36.5 pif Governing Shear Force on Floor-Wall Connection #8 TEK SCREW: Sscrew'=9 in Spacing of#8 Tek Screw Through Angle 'screw'=0.75 in #8 Tek Screw Length tan0e:=0.0625 in Thickness of Angle tsk€n:.=0.0187 in Thickness of 26 Ga. Panel Skin Cpc=1.6 Load Duration Factor( NDS) perrew:=Irew tangle—tskin=0.669 in Penetration of Screw Into Main Member Cp-36.7 ibf i =78.29 plf Allowable Shear of#8 TEK(Dowel Bearing Sscrew Strength-NDS) ibf CD'Pscrew 82 Tall_screw:= —in =117 plf Allowable Tension of 448 TEK (NDS) Sscrew 1/4" HILTI KH-EZ: Sanchor12 in Spacing of Anchor Through Angle fl:=2.0 Overstrength Factor V anchor O'fmax'Sanchor =104.27 Ibf LRFD Shear Force on Anchor '— 0.7 Allowable Shear on Anchor V ll_anchot'=750;Ibf NOTE.SEE HILT!REPORT FOR THE ANCHOR ANALYSIS. CHECK Va€€_screw finp€ane=1 Tall scree. ptrans=1 Va€1_anchor Vanchor 7=1 SUMMARY:THE MAXIMUM FORCE ON THE CONNECTION IS LESS THAN THE ALLOWABLE FORCE. THEREFORE. THE WALL-FLOOR CONNECTION IS ACCEPTABLE FOR RESISTING DESIGN LOADS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 25 of 49 Structural Engineering , i :, . Project Name: Jackson#530 Calculations TAMARACK GROVE Location: Tigard,OR EH A M 9 Job Number: 21-18381 H„y=8.67 ft Design Height LOADS: P;nternai=5 Psi Transverse Load on Wall Hw Transverse Shear Force on Floor-Wall Connection Ptrans�=Pmternal'2=21.68 PJf (Worst Case) finplane'=max(ft_totai,f2,f3,fg,fc)=52.02 Pff In-Plane Shear Force on Floor-Wall Connection fmax==max(Ptrans+finplane)=52.02 PJf Governing Shear Force on Floor-Wall Connection CAM-LOCK: S,,,n,:=24 in Spacing of Cam-lock 794 Ibf Allowable Inplane Shear on Camlock V li cam_tn;= S ` =397 pit (Per LARR/Testing Report) r�rc 677 fbf Allowable Out of Plane Shear on Camlock Wan_tam_ouo-'= S —338 5 #/f (Per LARR/Testing Report) ram #8 TEK SCREW: Sw, ,:=6 in Spacing of#8 Tek Screw Through Angle Iscreva`—0.75 in #8 Tek Screw Length tan31a:=0.0625 in Thickness of Angle t$k,,,:=0.0187 in Thickness of 26 Ga. Panel Skin Cc:=1.6 Load Duration Factor( NDS) Pscrew'='screw'tangle-tskin=0.669 in Penetration of Screw Into Main Member C, 36.7lbf =117.44 plf Allowable Shear of#8 TEK(Dowel Bearing Sscrew Strength-NDS) "82 dbf �D'Pscrewa T screw'= in ait =175.49 plf Allowable Tension of#8 TEK(NDS) Sscreu 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 26 of 49 � i i lis+k �Gi�PB l EI#gt1c C(n lg.s.wir, Ifrojact �'F r ( spt a, 3 rplS i�lli lacksonitS30 Calculations ' TAMARACK'" GROVE Tigard,O' { a � h urns is • bar: 1/4" HILTI KH-EZ: Sa„chor:=12 in Spacing of Anchor Through Angle 0:_2.0 Overstrength Factor V — O fmax Sancnor =148.63 Ibf LRFD Shear Force on Anchor anchor'— 0.7 Allowable Shear on Anchor Vall anchor'-750 Ib NOTE:SEE HILT!REPORT FOR THE ANCHOR ANALYSIS. CHECK Vall_cam0n"•fmplane=1 Va[Lea m_out>Ptrans=1 Valf_screw?f[nEane=1 Tall_screw ptrans=l Val!_anchar?Vanchor=l SUMMARY.:THE MAXIMUM FORCE ON THE CONNECTION IS LESS THAN THE ALLOWABLE FORCE. THEREFORE, THE WALL-FLOOR CONNECTION 15 ACCEPTABLE FOR RESISTING DESIGN LOADS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 27 of 49 • Structural Engineering i Project Name: Jackson#530 Calculations TAMARACK ' GROVE Location: Tigard,OR F N U I M E F R N tl Job Number: 21-18381 OVERTURNING CALCULATIONS FOR CONTINUOUS ANGLE (WORST CASE. DE !AIL 5) OL9ane1:=5 psf Panel Dead Load T 8.84 ft ft=8.34 ft Tributary Width of Ceiling widih_celiin@"` 2 TWi dth eoor'=Twidth_ceding=8.34 ft Tributary Width of Floor Hw=8.67 ft Height of Wall Panel LOADS: f:=f7=52.02 p/f In-Plane Force on Wall (ASD) L:=L,=10.79 ft Length of Wall Wtwau:=(0.6-0.14.50s).DLpa,ei•Hw•L=236.22 fbf Weight of Wall Wtceiiir g (0.6—0.14•Sps) •..DLpane!•TW¢dth_ceiling•L=.227.23 lbf Weight of Ceiling Wtwagl.'i'Wtceii ng wR:= .....42.95 plf Weight Resisting Overturning z Mii wa :=f•L•Hw—wR•-=2366l'bf•ft Overturning Moment Acting on Wall w:= 3'Mwati =60.97 pit Maximum Value of Overturning Force at End z CAMLCMCKL (Mwa�o:= 2 •w•L• 23L =2366 tbf•ft) Scamlock;=24 in Spacing of Camlock Vo_cam,=794 ibf Allowable Inpiane Shear on Camlock (Per LARR/Testing Report) Allowable Tension on Camlock T .a 374 lbf (Per LARR/Testing Report) Vcam:=f=52.02 pi/ Maximum In-Plane Shear on Cam Lock Vscrew_inpiane;=f•Scamiock=104.04 lbf Maximum Shear Force on End Screw due to Inpiane Shear w•(L--'Scam) +w L Maximum Tension Force on Cam Lock due to Tcam_uphft: 2 •Scam=110.63lb/ Uplift VSuew:=V V5c ew_;npianez +Tcam_„pi;ftZ =151.87 lbf Maximum Resultant Shear Force on End Screw CHECK Vail �''screw=1 Taii_cam>Tcam_upi -1 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 28 of 49 Structural Engineering o wz`` 1 , Project Name: Jackson#530 TAMARACK` GROVE Location: Tigard, OR Calculations n r e a N Job Number: 21-18381 c n o 3 US TEK SCREW: Ss,,ew:=6 in Spacing of#8 Tek Screw Through Angle Cr,:=1.6 Load Duration Factor V C 36.7 Ibf 58.72 lbf Allowable Shear of#8 TEK(Dowel Bearing a°-screw'— o Strength -NDS) l i screw'=CD•0.67 in.82 lbf=87.9 lbf Allowable Tension of#8 TEK (NOS) in Sscrew=26`.01 lbf Maximum In-Plane Shear on Cam Lock Uscrew_inplane:=f' W•(L—Sscrew) -1 Vscrew_uplrft°= L 2 •Sscrew=29.78 lbf Maximum Shear Force on End Screw due to Uplift Vscrew:= jVscrew_inplane2 +Vscrew_upiMt2 =39.54 lbf Maximum Resultant Shear Force on End Screw Tscrew:=Ptrans S5crew=10.84 lbf Maximum Tension Force on End Screw CHECK VaIL, ew?Vscrew=1 Tall screw>Tscrew=1 LRFD LOADS: f:=f 74.31 plf LRFD In-Plane Force on Wall 0.7 L=10.79 ft Segmented Length of Wall Wtwail:=(0.9—0.2•Sos)•DLpanei•Hw•L=357.51 Ihf Weight of Wall Wtcr,,l;ne:= (0.9—0.2.500•DLpanel'Tw am col ng•L=343.9 Ibf Weight of Ceiling WtFloor°_(0.9—0.2.Sos)•DLpanel'Twidth_fuor•L=343.9 lbf Weight of Floor Wtsa1i+Wt{oiling+WtFl,or wR:= 96.88 plf Weight Resisting Overturning L- a Mwaii:=f•L•Hw—wa• =1312.471bf•ft Overturning Moment Acting on Wall Maximum Value of Overturning Force at End 3•Mwali •7t) 1 w•t 2 Lhf w:= L2 —60.97 plf (Mw,r =2365 l3 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 29 of 49 t S E E Y k re R' i�i 4ik. i Project Name: Jackson#530 lEngineering 3. Y]Y�MMI L'l1IPIi'F.l t,fb IlMICIy- R :d�1�9) TAMARACK 'GROVE La Tigard, 43 Calculations 1/4" HILTI KH-EZ: San=hor:=12 In Spacing of Anchor 0a:=2.0 Overstrength Factor v,nch,r'=fco•f•Sm„chor=148.63 Ibf Ultimate Governing Shear on Anchor W•(L—Snthor) +W TanchO.:=00• L •Sanchor=116.2$ lbf Maximum Tension Force on End Anchor 2 NOTE:SEE APPENDIX FOR ANCHOR SOFTWARE PRINTOUTS FOR THE ANCHOR ANALYSIS. SUMMARY: USE SPECIFIED CONNECTION PER PLANS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 30 of 49 Structural Engineering Project Name: Jackson 4.530 Calculations TAMARACK - GROVE Location:- Tigard,OR M >> , M E = N M Job Number: 21-18381 �wTss{'� �e a"*' "P '*�x�$y.�Yt .5 f,#` ' a4. 'x& i VERTUR W�S"q R % R �4a �KRFl• caa .x & �rar� '. .,s '"' a rE` �,�..a°.,5� 5 9 inpanel:=5 psi Panel Dead Load Tw;th_ceteng:=3.92 ft Tributary Width of Ceiling Hw=8.67 ft Height of Wall Panel LOADS. f:=fA=36,5 pif In-Plane Force on Wall (ASD) L:=LA=12 ft Length of Wall Wt ,,,u:_ (0.6-0.14.Sos)•DLRanel•Hw•L=262.71 lbf' Weight of Wall Wtfe,,;,,r:=(0.6—0.14•St4 DLpanea`Tw,dte_cea ng°L=118.78 ibf Weight of Ceiling Wt, ail F Wtceirng w :- -- 31.79 pif Weight Resisting Overturning L Mwau =f•L•H,,,—wR•�=1507.97 ibf•ft Overturning Moment Acting on Wall 3•Mwal, W:= =31.42 pif Maximum Value of Overturning Force at End z L (MM,0{�:= 1 .w.L• 2 L _1507.97Ibf•ft) #8 TEK SCREW: 2 3 Sscrew'=g in Spacing of#8 Tek Screw Through Angle Cr,:=1.6 Load Duration Factor Va1e „.„„„,:=Cr>•36.7 ibf=58.72 ibf Allowable Shear of#8 TEK(Dowel Bearing Strength-NDS) T,,1 screw:=C0.0.67 in•82 ibf=87.9 ibf Allowable Tension of#8 TEK(Was) in Vscrewinpiane:=f•Ssc w=27.37 ibf Maximum In-Plane Shear on Cam Lock. w•(I.—5,„w) +w Vscrew_uprtt'= L 2 5screw=22.83 ibf Maximum Shear Force on End Screw due to Uplift Vscrew'=VVscrew_inptene2 +Vscrew_uptih$ =35.64 lbf Maximum Resultant Shear Force on End Screw Tscrew:=Ptrans'Sscrew=16.26 ibf Maximum Tension Force on End Screw CHECK Varl screw>Vs .ew=1 Tail_scr v>Turew=1 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 31 of 49 , •• Structural Engineering TA-""mAR° 4A.ck- G—RovE Lo a;ton. " Calculati°ns jub Number: 1-18381 LRFD LOADS: f 14 If p LRFD In-Plane Force on Wall 0,7 L=12 ft Segmented Length of Wall wt1 :=(0.9-0.2-ST,$) DL1.1-1 •L=397.6 ibf Weight of Wall (0 9—0.2•Stp. ) DI-par‘o Twidth_cedin L--179,77 Ibf Weight of Ceiling w, `22 .L. 48.11 pif Weight Resisting Overturning L Mwaii f•L•H„,,—wR. 1-21 =1960 Ibf-ft Overturning Moment Acting on Wall w:= 3.IVLNa" =40.83 pif Maximum Value of Overturning Force at End L2 1 L• 2 L =1969 Ibf-ft) —•w• M 2 3 1/4" HILTI KH-EZ: in Spacing of Anchor OQ:=2.0 Overstrength Factor v „hor:= -f-5 „h„,.=104.27 lbf Ultimate Governing Shear on Anchor w.(L—S,chor) ±w Thr no• • =78.26 Ibf Maximum Tension Force on End Anchor 2 NOTE:SEE APPENDIX FOR ANCHOR SOFTWARE PRINTOUTS FOR THE ANCHOR ANALYSIS. SUMMARY:USE SPECIFIED CONNECTION PER PLANS. 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 32 of 49 Project Name: Jackson#530 Structural Engineering t : Tigard,OR Calculations TAMARACK- -GROVE Locaion Job Number: 21-18381 SOFTWARE PRINTOUTS (ENERCALC) -.-:;wiwerms3stoks. General Bearn &mean cie eit LNERCALQ,INC,IiiikOrl*:'iL,,,,,,i igtia.ii:: °1 37" TAMARA(K GROVE FNGINEFRING DESCRIPTION: Ceiling Panel Analysis<Beer Cave> General Beam Properties Elastic PO1Cd1.1 J 5 29,000.0 ksi Span#1 Span Length = 16.50 ft Area= 10.0 141-42 Moment atom-ha = 100.0 inA4 I i 0,0* Span a IS 50 n I Applied Loads Service toads entered.Load Factors will be applied for calculabons Load(s)for Span Number 1 Point Load: D=0.1534 k i§6.690 It,(Coil Load) DESIGN SUMMARY Maximum Bending= 0.609k-ft Maximum Shear=. 0.09120 k Load Combination D Only Load Combination D Only Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 6.683 ft Location of maximum on span 0.009 ft Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward.Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.008 in 24077 Max Upward Total Detection 0.000 in 2661798 vertical Reactions Support notation.Far left is at Values in KIPS -mil Combination Support 1 Support 2 Overall b.1.A./inrourn 0091 0.062 Overall Mittman D Only 0.091 0.062 TOMO 0.055 0.037 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 33 of 49 Structural Engineering Project Name: Jackson#530 Calculations TAMARACK" `GROVE ,Location: Tigard,OR F " 0 1 Job Number: 21-18381 SOFTWARE PRINTOUTS (ANCHOR) Hlltl PROFIS Engineering 3.0.73 www.hire.com Company. Page: 1 Address: Specifier: Phone I Fax: J E-Mail: Design: 1/4 HILTI KH-E2(WALL TO FLOOR) Date; 12/2/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-F2(KH-EZ)1f4(1 5/8) '., „r . Item number, 423473 KH-EZ 1f4"x1 7/8" Effective embedment depth: fist=1.180 in.,h =1.625 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 1/1/2021 ]12/1/2021 Proof: Design Method ACI 318-14/Mech Stand-off installation: ep=0.000 in. (no stand-off);t=0.118 in. Anchor plate": 1,x Iv x t=12.000 in.x 2 000 in.x 0.118 In.:(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete.2500.f,'=2,500 psi;h=4,000 M. Installation: hammer drilled hole,installation condition:Dry Reinforcement: tension:condition B.sheer condition 6;no supplemental splitting reinforcement present edge reinforcement:none or a No.4 bar Seismic loads(cat.C,D,E.or F) Tension load:yes(172.3.4.3(d)) Shear load:yes(17.2.3.5.3(a)) a- The anchor calculation is based on a rigid anchor plate assumption. Geometry(in.]&Loading[lb,In.lb] 4 t. 4/ I Input dote and resu4s must be oheckad or cuu ttnoto Mh Otto a oohing coed Nons end for pl000NAt5! PROFI&Enyinesem9(c)203-2021 HMI FG,FL-4684 Schoen Hlle to A regi5Seted regsmgrk of Hits AG.5cMp5e 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 34 of 49 Structural Engineering Project Name: Jackson#530 � Location: Tigard,OR Calculations TAMARACK'" GROVE Job Number: 21-18381 maw Hilti PROMS Engineering 3.0.73 www.hiiti.com Company: Paget 2 Address; Specifier: Phone I Fax I E-Mail: Design: 114 HILT'KH-EZ(WALL TO FLOOR} Date: 1212/2021 Fastening point: 1.1 Design results Case Description Forces fib]/Moments Iin.Ib] Seismic Max.Uhl.Anchor[%J 1 Combination 1 N=0;V,.=150;Vy a 0: yes 99 M,=0;My.=O;ME_0; Input data and results Mil Fit be clocked for rrnfoemrlY kWh the sosun,j nd,emne and for plaudebiktyl PROFfS£cfneanne(a 7 2134 3,20.21 NM AG,FL.9494 Schoen Haar is a ros eneed Trademark ar Hill AG,Salaam 2 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 35 of 49 . . ' +) ;. =;m,,,.. =Project Name: Jackson#530 iL Structural a nearing Calculatrans TAMARACK : GROVE :Location Tigard,OR u ,,. rilii 21-,,18381 L J.L J. Hllti PROFIS Engineering 3.0.73 www.hilti.com Company' Page: 3 Address: Specifier. Phone I Fax: E-Mail: Design: 1/4 HILTI KH-EZ(WALL TO FLOOR) Date: 12/2/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity Pr,/Pv]%] Status Tension - - - -!- NIA Shear Pryout Strength 760 763 -199 OK Loading Pc t trituration P,,,v I'M Status Combined tension and shear loads 3 Warnings - Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data end results must be c ex.kCd tar cnnfnrmhy vA h the ei eii g cnndalw,nc end fa,plauubety! PROFts Enyineefulg(9)2403.20'l Hull ACT F1)9494 g&ean Hill a a regatered Trademark of HIP/AG,Sclraan 3 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 36 of 49 Structural Engineering project Name: Jackson#530 Calculations TAMARACK' GROVE ovation: Tigard,OR , lob Number: 21-18381 Hilti PROFIS Engineering 3.0.73 www,hliti,core Company: Page: 4 Address: Specifier: Phone I Fax I E-Mail: Design: 1+4 HILTI KH-EZ(WALL TO FLOOR) Date: 12/2/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Mills technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to he conducted prior to using the relevant Huh product, The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hitli will not be liable for consequences,such as the recovery of lost or damaged data or programs.arising from a culpable breach of duty by you. cord data d,asY.is mutt be&lucked far conform!)nothVie ex(stln5 conabons RAd fOftloukibVltyl PROPS&Amnonng{u i 2003.2021 He AO,F120504 Schaen HJU re a registered Tranernadk ur Finn AO.Schean 4 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 37 of 49 Project Name: Jackson#530 Structural Engineering _: Calculations TAMARACK GROVE Location: Tigard,OR " a Job Number: 21-18381 Hilti PROEM Engineering 3.0.73 www.hitti.eom Company: Page: Address. Specifier: Phone I Fax: I E-Mail: Design: Drafts_1_4 HILT!KH-EZ.(OVERTURNING) Date: 1217/2021. Fastening point: Specifier's comments: Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)114(1.5/81 Item number: 423473 KH-E.Z 1/4"x1 7/8" Effective embedment depth: ha.aKr=1,180 in.,h =1.825 in. Material: Carbon Steel Evacuation Service Report: ESR-3027 issued I Valid: 1/112021 112/112021 Proof: Design Method ACI 318-14/Mach Stand-off installation: em=0.000 In,(no stand-off):t=0.118 in. Anchor plate": I,x!y x t=12.000 in.x 2.000 In.x 0.118 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fa'=2,500 psi;h=4.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear condition 8;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(a)) "- The anchor calculation is based on a rigid anchor plate assumption. Geometry fin.]&Loading(lb, —7 5...., 2 SiYt xs h i i}i3 yt} '.(. e.. 4 Y S�}"N a ,'qg� _ Y 613. Input data and results must tre checked far cordarmsy wets the deadest 4an$Pne and toe plausebiay! PROF1S Ethereerma Y e)2003.2021.Hee AG.01.9494 Schnee Hat a a registered Trademark at HIS AG.Sctasn 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 38 of 49 Project Name: Jackson#530 • Structural Engineering t - Calculations TAMARACK"4' GROVE Location: Tigard,OR Job Number: 21-18381 alion Lair' Hilti PROFIS Engineering 3.0.73 www.hUticom Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design; D afts_1 4 HILTI KH-EZ(OVERTURNING) Date' 12.7/2021 Fastening point: 1.1 Design results Case Description Forces(lb]1 Moments rin.Ib] Seismic Max.Uti,Anchor I%] 1 Combktatlon 1 N=117;Vx=149;Vr=0: yes 85. =0:Mr=0;M0=0: inns data and regatta must be ducked ter catch ammy wish tee ecisdng conditions and for plausdiitdyl PROM Engbeence.t e i 2W3:2021 Had AG,FL:9494 Selman Her is a registered Trademark of HIW AG.Sctrean 2 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 39 of 49 8.44411.j Project Name: Jackson#530 Structural Engineering Location: Tigard,OR Calculations TAMARACK GROVE Job Number: 21-18381 HIIti PROFIS Engineering 3.0.73 www.hitti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Drafts_1 4 HILT]KH-E2{OVERTURNING) Date: 12/7/2021 Fastening point: 2 Proof I Utilization(Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PH I Rv[%] Status Tension Pullout Strength 11? 180 65/- OK Shear Pryout Strength 149 763 -/20 OK Loading Utlllzatlon PN,V[>aI Status Combined tension and shear loads 0.649 0.195 5/3 56 7K 3 Warnings • Please consider all details and hintshvamings given in the detailed report! Fastening meets the design criteria! Input data and meats must be°hacked inr cnnframny with tie rxiseng cni dibons and far p!ausa tky! PROPS Engineerin {c 12093.2021 Hi*AG.F14194 Sehsan HIIR is a registered Trademark of HAI AG.Sclwuan 3 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 40 of 49 Structural Engineering Project Name: Jackson#530 Calculations TAMARACK' GROVE Location: Tigard,OR " Job Number: 21-18381 ,leer Hilti PROF1S Engineering 3.0.73 www.hiltl,com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail Design: Drafts_1_4 HILTI KH-EZ(OVERTURNING) Date: 12/7(2021 Fastening point: 4 Remarks;Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating.mounting and assembly instructions,etc.,that mist be strictly complied with by the user, All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance withapplicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. in particular,you must arrange for the regular backup of programs and data and.if applicable,carry Out the updates of the Software offered by Hilh on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt'Website. Hilti will not be liable for consequences.such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data anti reseals must he oteched for cmtfcrmily with the existing tea Mtamha and far rlantala ty! PROFS Engineering{c)2003.,24121 Hilt AG.FL-9494 Schoen Hit re a registered TredemroK of Hata AG,Schrum ) 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 41 of 49 l'• -• . Project Name: Jackson#530 Structural Engineering - Location: Tigard,OR TAMARACK " GROVE Calculations ENQINEERIN Job Number: 21-18381 TESTING REPORT OR LARR CITY OF Los ANGELES BOARD OF DEPARTMENT OF BUILDING AND SAFETY CALI FO RN BUILDING AND SAFETY NORTH FIGUEROA STREET COMMISSIONERS 201 LOS ANGELES CA 90012 AI.;ANTAL VAN AMBATIELOS PRESIDENT OSAMA YOUNAN,P.E OENERAL MANAGER JAVIER NUNEZ •10'4 SUPERINTENDENT OF SUADiNG VICE PRESIDENT ERIC GARCE rTi JOHN WEIGHT JOSELVN GEAGA-ROSENTHAL MAYOR EXECUTIVE OFFICER GEORGE HOVAGUIMIAN ELVIN W.MOON Cool Solutions Manufacturing, Inc, Research Report: RR#26188 178 West Hill Place (CST#13030) Brisbane, CA 94005 Expires: March 1, 2023 Attn: Kamel Totah Issued Date: March 1, 2021 (415) 330-0665 Code: 2020 LABC GENERAL APPROVAL—Renewal—Cool Solutions Manufacturing. Inc. Refrigeration Panels for Walk-In Coolers and Freezers. DESCRIPTION The panels are manufactured utilizing 26 ga. stucco embossed galvanized metal skin with Kiln Dried Structural#2 Spruce Pine Fir wood rail and BASF Autofroth 100-B-1704 Resin/Autofroth 15000A Isocyanate Rigid Urethane Foam Core System. The panels are fabricated in a thickness of 4 inches with typical width of 47 inches and connected with Cam Lock (Panel fastener and strike assembly). The panels are approved as structural wall and ceiling panels for use in interior for non-fire-rated walk-in coolers and freezers.The allowable loads for exterior panels subjected to wind loads shall be evaluated on a case by case basis. Cool Solutions Manufacturing, inc. refrigeration panels for walk-in coolers and freezers described above are subjected to the following conditions: I. The panels are approved for us in accordance with Section 2603 of the 2020 Los Angeles City Building Code and shall comply with all requirements therein. 2. Use of the panels shall be limited to locations where combustible materials/construction is permitted by the 2020 Los Angeles City Building Code. 3. Flame spread and smoke development ratings for the panel per ASTM F84 are 25 or less and 175 or less respectively. The panel core material shall have a density of 2.2 pef. RR 26188 Page 1 of 5 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 42 of 49 - Structural Engineering °- • Calculations Location: Tigard OR • ,„ TAMARACK GROVE ' r N Job Number: 21-18381 Cool Solutions Manufacturing Inc. Re: Refrigeration Panels for Walk-hi Coolers and Freezers 4. Panels shall be fabricated in the shop of a licensed fabricator approved by the Los Angeles City Department of Building and Safety. Each panel shall be identified by the manufacturer's name. Fabrication in unlicensed shops will invalidate this approval. 5. Materials for the panel shall be as specified in the DESCRIPTION section above. Test data by an approved testing agency shall be submitted to the Department upon request to verify materials' specifications, 6. Complete plans and design calculations bearing the stamp and signature of a civil or structural engineer or architect registered in the State of California,shall be submitted to the Department for approval of each job. 7. An approved fire retardant roof covering (class "A" or "B") shall be placed over the panel when used as exterior roof panels. 8. No permanent loads,equipment or storage loads shall be carried by the ceiling/roof panels with the exception for the evaporator. If evaporator is supported from the top panel, it must be accounted for in calculations for ceiling panel loads. For equipment loads, calculations demonstrating that the applied loads arc less than the maximum allowable loads must be submitted to the Department for review for each project. The calculations must be prepared by a California registered civil engineer or architect. 9. The polyurethane foam utilized in the panels has a minimum self-ignition temperature of 940'F (504T) and a minimum flash-ignition temperature of 730'F (388V). 10, A factor of safety of 3.0 is included in all the allowable loads listed below. Design of buildings utilizing the panels shall be in accordance with the requirements of the 2020 Los Angeles City Building Code and the design data specified. 1 I. The maximum allowable ceiling spans shall be as follows: 26 ga.Galvanized Steel Skin Transverse Span Chart CEILINGS -0 Allowable Imposed Load(psi) 0 --- 03 10 20 30 40 50 60 70 80 90 100 c- 4" 3.0 20.-0" 14`-0" II'-6" 9'-0" 8"-4" 7-9" 7'-3" 6'-I " RR 26188 Page 2 of 5 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 43 of 49 Project Name: Jackson 0530 • Structural Engineering Calculations TAMARACK GROVE Location: Tigard,OR e Job Number: 21-18381 Cool Solutions Manufacturing Inc. Re: Refrigeration Panels for Walk-1n Coolers and Freezers 12. The maximum allowable axial load for wall panels shall be as follows: Panel Height(ft) Allowable Axial Load(p11)1 20 1372 'Provide Unity Check lbr Axial and Transverse Load. Transverse„,,01 Rtmay < Axial ,„ Transverse„ „, 13. The maximum allowable wall spans shall be as follows: 26 ga. Galvanized Steel Skin Transverse Span Chart = WALLS -o Allowable Imposed Load (pllf)1 = 1.0 20 30 40 50 60 70 SO 90 100 4" 3.0 24'-6" 13 2" I2'-2" I 0'-4" 9'-4" 8'-6" 7.-11" 7'-5" T-0" 6'-8" Provide Unity Check fOr Axial and Transverse Load Transverse,,,„,a Ruyvly = l< Transverse,thow 14. Maximum allowable shear load of panels: Height to Width Ratio Allowable Shear Load (pit) 0.5 to 1 602 I to 1 306 I.5 to 1.0 204 2.0 to I 0 1.53 2.5 to 1.0 122 3.0 to 1.0 102 I 5. The maximum allowable loads for earn-locking devices: Tension Strength Shear Strength (1131) Connection Type (lhf) In-Plane Out-of-Plane Wall Panel to Wall Panel 364 6 I 1 469 Ceiling Panel to Ceiling Panel Wall Panel to Ceiling Panel 374 794 677 Wall Panel to Floor Panel RR 26188 Page 3 of 5 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208) 345-8946 FAX Page 44 of 49 Project Name: Jackson#530 • :I!, ;, ructural Engineering : Calculations TAMARACK GROVE location Tigard,OR Et“ ' NE ' N * Job Number: 21-18381 Cool Solutions Manufacturing Inc. Re: Refrigeration Panels for Walk-In Coolers and Freezers 16. Locations of connectors must be detailed on approved plans, the spacing of connections shall be calculated for each job but not less than two per width of panel (Width of panel=47"). 17. Each panel shall be stamped with the company name, surface burning characteristics of the product on the panel edge using an indelible ink. 18. No increase in allowable stresses is allowed for the values indicated above for short duration of loads due to wind or seismic forces. 19. Wall panel to floor attachment shall be designed utilizing approved fasteners. 20. A separate approval from the Electrical Testing Laboratory shall be required for electrical installations within the panels. Plumbing and waste line may extend at a right angle through the wall panels but are not permitted vertically within the core. 21. The panel foam shall be separated from the interior of the freezer or cooler and from the room in which it is located by use of 1/4-inch gypsum wallboard, 1/4-inch plaster or other approved thermal barrier meeting the requirements specified in Section 2603.4 of the 2020 Los Angeles City Building Code may be utilized where applicable. EXCEPTION; The thermal barrier is not required if the cooler or freezer floor area does not exceed 400-square feet. 22. Al! design values and methods not included in this report shall be in accordance with requirements of the 2020 Los Angeles City Building Code. RR 26188 Pane 4 of 5 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208)345-8946 FAX Page 45 of 49 Project Name: Jackson#530 Structural Engineering __Ale- '---41"--111.- Location• Tigard,OR Calculations TAMARACK 4 GROVE • Job Number: 21-18381 Cool Solutions Manufacturing Inc. Re: Refrigeration Panels for Walk-1n Coolers and Freezers DISCUSSION This report is in compliance with the 2020 Los Angeles City Building Code. The approval is based on tests on the foam per requirements of Section 2603 of the 2020 Los. Angeles City Building Code, tests conducted in accordance with ASTM E-84 on the finished panels, and load tests conducted in accordance with ASTM E-72. Standard test method for determining ignition temperature of plastics is in accordance with ASTM D-1929. This general approval of equivalent alternate to the Code is only valid where an engineer and/or inspector of the Department has determined that all conditions of this approval have been met in the project in which it is to be used. Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated, to architects, engineers and builders using items approved herein in design or construction which must be approved by Department of Building and Safety Engineers and Inspectors. QUAN NGH1FM, Chief Engineering Research Section 201 N. Figueroa St., Room 880 Los Angeles, CA 90012 Phone- 213-202-9816 Fax- 213-202-9943 DE LARR mist T1132000026 R02+27;2021 2603 RR 26188 Page 5 of 5 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 46 of 49 °-- � Project Name: Jackson#530 de ' " " ""StruCtu Engineering Location: Tigard,OR Calculations TAMARACK_ GROVE EMOINEEIRING Job Number: 21-18381 l DOWEL BEARING STRENGTH DOWEL BEARING STRENGTH IN WOOD - NDS VARIARLF VALUE UNITS DEFINITION Screw ft 8 L 0.75 on. Total Screw Length 26 Skin Gouge 1G Angie Gauge SPF Wood Type D 0.131 in. Diameter.D=Dr far reduced body fasteners(see Table L3) F,,,, 3350 psi Dowel Bearing Strength of Main Member F , 61850 psi Dowel Bearing Strength of Side Member K 3 1 N/A 1+(0.25*(6/90))where S is maximum angle to groin for any member t,*„ 0.0179 Skin Thickness t n„drr 0.059$ Angle Thickness T 0.328 Tapered Length L,,, 0.3443 in. Bearing Length in Main Member,L-t d,,„ -t,,,,,,,. -T L 0.0598 in. Dowel Bearing Length in Side Member F0, 90000 psi Dowel Bending Yield Strength R, 0.05416 Fem/Fes R. 5.75753 Len/Ls k, I 0.166782927 VRe +2R /(1 +Rt+Ri2)+Rt2Re3—Re(1 +Rt) (1+Re) 2F b(1+2Re)D2 kr 1 1.232047335 I-7+ 2(1 +Re)+ 2 .41 3F:on4,, 2(1+Re)+2F2 y(2+Re)D 2 k3 I 13.67927205 —1+ Re 3Femis2 REDUCTION TERM,R d (0.25<=0.c=1) R e: 4 Reduction Term for I,,, and I, R dz 3.6 Reduction Term for li Rd2. 3.2 Reduction Term for III,,lit,,,,and lW REDUCTION TERM,R, (b<0.25) R d I 2.2 I 'Reduction Term for all Yield Modes 812 LA CASSIA DR. BOISE, IDAHO 83705 (208)345-8941 PHONE (208)345-8946 FAX Page 47 of 49 Project Name: Jackson#530 r Structural Engineering .Location: Tigard,OR Calculations TAMARACK"v GROVE g Job Number: 21-18381 i,, 17[{ tu= YIELD LIMIT STATES VEILD MODE I SHEAR(LBO I FAILURE MECHANISM I EQUATION 68.68 I Bearing Fniiure of Main Member I 01,,, em Rd I Dls Fes 7, I 22D.24 !Bearing Failure of Side Member Rd II I 36•73 IFostenerRototion 1 k,D(,Fer Rai i k2DdmFem HI,„ 80.27 I Double Bolt Bends (1tRORa I k304Fem III, I 79.44 'Double Bolt Bends (2 t Re)Ra I D2 2FemPvb IV I 107.71 'Two Double.Bok Fends Rd 3(1+Re) I REFERENCE DESIGN VALUE(LBF) 36.7 812 LA CASSIA DR. BOISE, IDAHO 83705 (208) 345-8941 PHONE (208) 345-8946 FAX Page 48 of 49