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REVIEWED BLD2021-0271+Structural_Analysis_or_Calculations+5.24.2021_5.59.34_PM+2214374RESUB May 25 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Client: Project Name: Scope of Work: Job#: Date: BLD2021-0271 STRUCTURAL CALCULATIONS The Loft The Loft (515 Main St.) ......,.,................................., REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT Rooftop Units & Kitchen Hood Attachment Design 21-112 5/22/2021 NOT VALID WITHOUT A WET SIGNATURE pril �. W* S PA DESIGN CRITERIA STRUCTURAL DESIGN CRITERIA THE LOFT 515 MAIN STREET EDMONDS, WA 98020 Q&H JOB # 21-112 CODE CRITERIA: BUILDING CODE...........................................................................................2018 INTERNATIONAL BUILDING CODE BUILDING DEPARTMENT..............................................................................................................CITY OF EDMONDS WIND CRITERIA....................................................................................................................97 MPH; EXPOSURE "B„ .................................................................................................................................................... RISK CATEGORY = II ..................................................................................................................................................................... KzT= 1.00 SEISMICZONE................................................................................................................................................SDC = D ............................................................................................................................................................SITE CLASS = D ................................................................................................................ ap= 2.5, Rp = 6.0 (ROOFTOP EQUIPMENT) ........................................................................................................................................................................ IE = 1.0 .....................................................................................................................................................Ss=1.29,Si=0.45 ................................................................................................................................................. SDs = 1.03, SDI = 0.56 ROOFSNOW LOAD........................................................................................................................................ 25 PSF MECHANICAL UNIT WEIGHTS: EXHAUSTFAN................................................................................................................................................................93 LBS MAKE-UP AIR UNIT.....................................................................................................................................................668 LBS 11' TYPE-1 HOOD & SUPPLY PLENUM....................................................................................................................419 LBS 6' TYPE-1 HOOD & SUPPLY PLENUM.........................................................................................................................279 LBS WOOD FRAMING: 2X, 3X, & 4X FRAMING MBRS............................................................................................................. HF#2 OR DF#2 6X FRAMING MBRS............................................................................................................................................DF#1 GLULAM BEAMS........................................................................................ 24F-V4 (V8 @ CONT. AND CANT. MBRS) PARALLAM BEAMS.......................................................................................................................................2.2 E PSL LSL MEMBERS — BEAMS & HEADERS......................................................................................................... 1.55 E LSL LVL MEMBERS — BEAMS & HEADERS...........................................................................................................2.0 E LVL WOOD SHTG............................................................................................................................................APA RATED ASSEMBLY WEIGHTS ROOF LOADS COMMENTS GRAVITY: SEISMIC: STANDARD ROOFING 4.0 PSF 4.0 PSF 2X DECKING 4.0 PSF 4.0 PSF INSULATION 1.0 PSF 1.0 PSF 2X8 CEILING JOISTS @ 24" O.0 1.2 PSF 1.2 PSF LIGHTS, DUCTS 0.8 PSF 0.8 PSF 5/8" GWB 2.8 PSF 2.8 PSF MISCELLANEOUS 1.2 PSF 1.2 PSF ROOF DL 15.0 PSF 15.0 PSF SL = 25 PSF 5/16/2021 ATC Hazards by Location ATC Hazards by Location Search Information 3eles Seq uim Marysville Coordinates: 47.81064444,-122.3767722 ° N" 72 ft orett Elevation: 72 ft Wood Ly Timestamp: 2021-05-17T05:52:09.196Z . ° E3 Hazard Type: Seismic Redmond Seattle ° Reference ASCE7-16 O Document: Go gle _ Map data ©2021 Google Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.286 MCER ground motion (period=0.2s) S1 0.453 MCER ground motion (period=1.Os) SMS 1.543 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.029 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.547 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.656 Site modified peak ground acceleration TL 6 Long -period transition period (s) https://hazards.atcouncil.org/#/seismic?lat=47.81064444&ing=-122.3767722&address= 1 /2 5/16/2021 ATC Hazards by Location SsRT 1.286 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.413 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.144 Factored deterministic acceleration value (0.2s) S1 RT 0.453 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.506 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.869 Factored deterministic acceleration value (1.0s) PGAd 0.757 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. 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 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 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 report. https://hazards.atcouncil.org/#/seismic?lat=47.81064444&ing=-122.3767722&address= 2/2 5/16/2021 ATC Hazards by Location ATC Hazards by Location Search Information Coordinates: 47.81064444,-122.3767722 Elevation: 72 ft Timestamp: 2021-05-17T05:54:00.237Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MRI25-Year 73 mph MRI25-Year MRI50-Year 78 mph MRI50-Year MRI 100-Year 83 mph MRI 100-Year Risk Category 1 92 mph Risk Category I Risk Category II 97 mph Risk Category II Risk Category 111 104 mph Risk Category III -IV Risk Category IV 108 mph Kzt = 1.0 Exp. B" 3eles Sequim Marysville 0 +n,`:"-.. -erett 72 ft ° Lwood 0 Redmond E3 Seattle ° 0 GO gle eMap data ©2021 Google ASCE 7-05 72 mph ASCE 7-05 Wind Speed 85 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. 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 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 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 wahsitP dnes not imnly annrnval by the nnvarninn huildinn cndP hndiPs rPsnnnsihlP fnr huildinn cndP annrnval and intPrnrPtatinn for the https://hazards.atcouncil.org/#/wind?lat=47.81064444&ing=-1 22.3767722&address= 1 /2 rvi ini IQT DUCT LAYER FIREMASTER FASTWRAP THICK OR EQUIVLANT 3" MIN. OVER LAY. TYP. STEEL BANDING 1/2" WIDE MIN OR PINNING. TYP. TYP. FIRE WRAP OVERLAY DETAIL FireMaster® FastWrap® XL encapsulated blanket product is the basis of a range of systems for up to 2 hour fire protection of ductwork. The blanket is simply attached to the duct using steel banding straps and has the following key features: Non -Combustible product. Tested to meet ISO 6944, ASTM E2336, BS 476 part 24 and EN 1366-1 standards for fire protection of ductwork UL listed Flexible wrap - ideal for circular ducts minimising cutting and fixing Clean, quick and simple installation - encapsulated product Complete encapsulation resists contamination by leaking duct contents (such a grease in kitchen ducts) Zero Clearance to combustibles Provides combined fire, acoustic and thermal insulation NOTE: PENETRATIONS, GUARD RAILS, SERVICE PLATFORMS OR EQUIPMENT SCREEN BY OTHERS IF REQUIRED. Grease Duct Enclosure System Air Ventilation Duct Enclosure System Product Data & Installation Guide 11. Product Description FireMasterO FastWrap XL is a Vex!ble blanket composed of high temperature fibers classified for applications to 2192°F (1200°C) and fully encapsulated in a durable glass fiber reinforced foil facing for easy handling and installation. FastWrap XL is UL and ULC Listed for 1 and 2 hour fire resistive enclosure protection, zero clearance for kitchen exhaust ducts, electrical circuit protection, and as a component in UL firestop designs for fire resistance rated floors, ceilings, and walls. The core fibers in FastWrap XL are manufactured using Morgan Thermal Ceramics patented Superwo&' fiber which is an alkaline -earth silicate wool with low biopersistence and therefore increased safety for installers. FastWrap XL is under UL's Follow -Up Service Program to ensure the consistent quality essential to this life -safety application, 10' MIN. TO ANY AIR INTAKE AND PROPERTY LINE IN ANY DIRECTION; 10'MIN. FROM SAME OR ADJACENT BUILDING TERMINATION ABOVE THE ROOF PER IMC 506.3.13.3 ONE HR MIN. FIRE WRAP (2 LAYERS ON GREASE DUCT) 6' Kitchen hood New I I' Kitchen hood New N SITE PLAN Kitchen hoods location - 10' MIN. FROM ANY HAZARDOUS OR NOXIOUS CONTAMINANT EXHAUST EXHAUST SOURCE. FAN I FAN 4'-3" 4'-3" 18"MIN. 18"MIN. 22 GA. S.S. WALL 8"MI 18"MIN. FLASHING ON HOOD BACK r AND SIDE WALL; 18" MIN. OVER HOOD TOP AND 18"MIN. fl8"MIN. 18"MIN. 18"MIN. SIDE. EDGE. TERMINATION ABOVE THE ROOF PER IMC 506.3.13.3 1O'MIN. IAUST FANS :ATION ON ROOF: MIN. TO ANY )F EDGE, RMINATION ,OVE THE ROOF PER C 506.3.13.3 OJECT TENANT SPACE SIMPLIFIED SITE PLAN -EXHAUST FAN LOCATION ON ROOF SCALE: A/N 10' MIN. TO ANY AIR INTAKE AND PROPERTY LINE IN ANY DIRECTION; 10'MIN. FROM SAME OR ADJACENT BUILDING TEMPERED I MAKE-UP UNIT MOTORIZED DAMPED I I I I I I I I I I I I I I 12" x 12" OR EQUIVALENT AREA MAKE—UP AIR DUCT. 24 GA. MIN. GALV. METAL, ALL JO SEALED. MAKE—UP AIR PLENUM 18"MIN / 18"M IN 6"MIN. Type I kitchen hood required to overhang horizontally beyond the edge of the cooking surface at least 6 inches per I.M.C. 507.4.1 I I' LONG WALL CANOPY TYPE I HOOD 6' LONG WALL CANOPY TYPE I HOOD 6"M N. COOKING EQUIPMENT BY OTHERS HOOD FRONT ELEVATION/SECTION DETAIL 1-1/2" ROXUL RHT 80 FIRE PAD BEHIND SS BACKSPLASH ROXUL RHT 80 IS A MINERAL WOOL BOARD INSULATION.SPECS ATTACHED. Type I kitchen hoods required to overhang horizontally beyond the edge of the cooking surface at least 6 inches per I.M.C. 507.4.1 HOOD TO BE INSTALLED @ 71" MIN - 84" MAX EXHAUST FAN •'a 4'-3" 1 HOUR MIN. FIRE WRAP (2 LAYER REQIRED ON GREASE DUCT). 12" x 12" OR EQUIVALENT AREA 16GA. GALV. STEEL ALL LIQUID TIGHT WELDED EXHAUST DUCT. 3" INTERNAL STANDOFF, 1-1/2" ROXUL RHT 80 FIRE PAD BEHIND SS BACKSPLASH ROXUL RHT 80 IS A MINERAL WOOL BOARD INSULATION. SPECS ATTACHED. 22 GA. S.S. WALL FLASHING ON HOOD BACK AND SIDE WALL; 18" MIN. OVER HOOD TOP AND SIDE EDGE. HOOD SIDE ELEVATION/SECTION DETAIL SCALE: 1 /2"=1'-O" PROPERTY DESCRIPTION: PARCEL NUMBER:00434202103000 ADDRESS: 515 MAIN ST PROPERTY OWNER: TAX TABLE PROPERTIES LLC BUILDING CONSTRUCTION TYPE: WOOD FRAME LEGAL: 5601000 SW1/4 SEC24 T27N R3E TENANT BUSINESS: THE LOFT (AAC1 NI7AZ� MAP LE:N 11' & 6' TYPE I WALL CANOPY KITCHEN HOODS NOTES: (1) HOODS: One 11'-0" 3650ELPX-2-PSP-F - lift 0" Long Low Proximity Sloped Type I Hood with Front Perforated Supply Plenum with Built-in 3" Back Standoff Type I S.S. Hood, 20 GA. 430 Stainless Steel construction where exposed. 16"tall X 16" stainless steel baffle filters with handles and bottom hanging hook, L55 Series E26 Canopy Light Fixture - High Temp Assembly, Includes Clear Thermal and Shock Resistant Globe (L55 Fixture). One 6'-0" 3650ELPX-2-PSP-F - 6ft 0" Long Low Proximity Sloped Type I Hood with Front Perforated Supply Plenum with Built-in 3" Back Standoff Type I S.S. Hood, 20 GA. 430 Stainless Steel construction where exposed. 16"tall X 16" stainless steel baffle filters with handles and bottom hanging hook, L55 Series E26 Canopy Light Fixture - High Temp Assembly, Includes Clear Thermal and Shock Resistant Globe (L55 Fixture). (2) EXHAUST DUCTS: 2) 12" X 12" or equivalent area, 16 GA. Galvanized steel all welded construction. (3) CONTINUOUS ENCLOSURE CONSTRUCTION: FireMaster° FastWrap® Fire Wrap (one hour Min. Fire Rated. UL, ICBO, ASTM tested and listed product) Continuous duct enclosure shall be sealed around the duct at the point of penetration and vented to the exterior through a weather protected opening (roof curb). Duct wrap should be installed at a minimum of 3"below T bar non-combustible ceiling to top of roof curb minimum 18" above the roof and at least 18" away from wood. (4) EXHAUST FANS: (1) EADU85H High Speed Direct Drive Centrifugal Upblast Exhaust Fan, with speed control (speed control included for single phase only), disconnect switch and 15-3/4" wheel Exhaust Fan handles 2200 CFM @-0.750" we ESP, Fan runs at 1408 RPM. Exhaust Exhaust Motor: 0.750 HP, 1 Phase 208 V, 60Hz, 5.2FLA, TEAO-ECM 16.8 SONES. 93 Lbs. (1) EADU85H High Speed Direct Drive Centrifugal Upblast Exhaust Fan, with speed control (speed control included for single phase only), disconnect switch and 15-3/4" wheel Exhaust Fan handles 1200 CFM @ -1.200" we ESP, Fan runs at 1279 RPM. Exhaust Exhaust Motor: 0.750 HP, 1 Phase 208 V, 60Hz, 5.2FLA, TEAO-ECM 11.2 SONES. 93 Lbs. (5) MAKE UP AIR UNIT: EA2-D.250-20D Direct Gas Fired Heated Make Up Air Uni, 3060 CFM @ 0.500" S.P., Fan runs at 1241 RPM, Make up air motor 1.500 HP, 3 phase 208 V, 60Hz, 6.6 FLA, Premium (E-Plus3) Eff. Down discharge, mesh EZ kleen metal mesh filters. Motorized Back Draft Damper 22.75" X 24", Galvanized Construction. Heater supplies 179802 BTUs. 55°F Temperature Rise. Fuel: Natural Gas.RTC Solutions . 40-90°F Discharge Temp Control. Gas Manifold for DF2 GM - BTU 0 - 825001 - 7 in. w.c. - 14 in. w.c. Tempered make up air unit is 668 Lbs. 10.7 Sones. (6) Exhaust fan, Make up air unit, hood lights and any electrical appliances or outlets should be interlocked with the fire suppression system, fire suppression system should also be able to shut down gas flow. (7) Fire Suppression system will conform to UL-300, NFPA 96, all local, state codes and insurance requirements. On separate permit for FD review and trip test. (8) All design and work will confrom to IMC-12, UL-300, NFPA 96, SMC, all local, state codes and insurance requirements. (9) Work performed for this project includes install one Type I I I' wall canopy kitchen hood and one Type I G wall canopy kitchen hood, exhaust fan, tempered make up air unit, grease duct work 2 layers of fire wrap, new stainless steel 22 Ga finish #4 with fire pad on hoods wall, and new fire suppression system. Fire suppression system on separate permit for FD approval and review. GREASE DUCT LEAKAGE TEST: GREASE DUCT LEAKAGE TEST SHALL BE PERFORMED FOR THE ENTIRE DUCT AND JOINT SYSTEM PER IMC SEC. 506.3.2.5. IMC 506.3.2.5 HOOD EXHAUST & MAKE UP AIR CALCULATIONS HOOD (LF) RATE (CFM/ LF) REQUIRED HOOD CFM DUCT SIZE DUCT AREA FPM EXHAUST (1) 11' 200 2200 12" X 12 1.00 2200 EXHAUST (2) 6' 200 1200 12" X 12 1.00 1200 HEATED MAKE UP AIR UNIT 3060 12" X 12 1.00 3060 �9 rA 33 do Z °O W oo � L L U �3 VM � � Q A O �j O O �= 0 ._ LL 6 5 Cl) W O �c Z W V F- LU iL F— 00 O N co }, d-) � � Q ILL M p to .S W J 0 W E o O = O � H 2 Un u1 REVISIONS: SHEET TITLE: -- GENERAL NOTE AND INFORMATION -- SITE PLAN (REFLECT ROOF UNIT LOCATION) -- A: HOOD FRONT ELEVATION/SECTION -- B: HOOD SIDE ELEVATION/SECTION -- OTHER DETAILS DATE: 1 2 /23/ 2020 C EET: MV11 unnn TATFnRMATTnAT — Jnn4JR9dQ.@2 MAX EXHAUST PLENUM TOTAL HOOD CONFIG RISER(S) HOOD TAG MODEL M NUFACTUR RLENGTH COOKING TYPE APPLIANCE DESIGN TOTAL SUPPLY HOOD END TO WIDTH LENG HEIGHT DIA CFM VEL SP NO TEMP DUTY CFM/FT EXH CFM CFM CONSTRUCTION END ROW 3650 600 430 SS 1 ECON-AIR I1' 0' I HEAVY 200 2200 10' 21' 4' 2200 1509 -0.503' 0 ALONE ALONE ELPX-2 DEG WHERE EXPOSED 206 300 430 SS 2 ECON-AIR 11' 0' DEG I N/A 0 0 1980 ALONE ALONE MISC-PSP WHERE EXPOSED unnn TATFnRMATTn TT PATENT NUMBERS AC-PSP (UNITED STATES) - US PATENT 7963830 B2. AC-PSP WALL (CANADA) - CA PATENT 2820509. AC-PSP ISLAND (CANADA) - CA PATENT 2520330. FILTERS) LIGHTS) UTILITY CABINET(S) HOOD TAG EFFICIENCY @ 7 WIRE FIRE SYSTEM ELECTRICAL SWITCHES FIRE SYSTEM HOOD ANGIN TYPE SIZE MODEL # QUANTITY NO TYPE QTY HEIGHT LENGTH MICRONS QTY TYPE GUARD LOCATION SIZE PIPING WEIGHT 1 SS BAFFLE WITH 8 16' 16' 30% 3 RECESSED NO NO 320 HANDLES LBS 2 0 NO 99 LBS FTnnn nPTTON.4 HOOD NO TAG OPTION RIGHT QUARTER END PANEL 26' TOP WIDTH, 0' BOTTOM WIDTH, 26' HIGH 430 SS. 1 LEFT QUARTER END PANEL 26' TOP WIDTH, 0' BOTTOM WIDTH, 26' HIGH 430 SS. PFRFnRATF.n .41TPPT.Y PT.FATTTM/.4) HOOD NO TAG POS LENGTH WIDTH HEIGHT TYPE RISERS) WIDTH I LENG DIA CFM I SP 2 Front ill 20' 6' MUA 12' 24' 660 0.194' MUA 12' 24' 660 0.194' MUA 12' 24' 660 0.194' 36' FIELD CUT X 21' EXHAUST RISER, U.L, LISTED RECESSED ALLANSON ROUND LED FIXTURE AND LED LIGHT. 11' O'NOM./11' 0.00'OD. PLAN VIEW - HOOD #1 11' 0.00" LONG 3650ELPX-2 ter% ter% ter% 11' O'NOM./11' 0.00'OD. PLAN VIEW - HOOD #2 11' 0.00" LONG 206MISC-PSP HOOD CORNER SUPPLY PLENUM 1/2' - 13 TPI HANGING ANGLE I/2' - 13 TPI HANGING ANGLE GRADE s OONMUN) STEEL HEX NUTS. (HARDWARE BY INSTALLER) STEEL NMADE IX NUINI TS ) (HARDWARE BY INSTALLER) 12' GRADE 5 (MUN NIN) STEEL 1/2' GRADE 5 (MINIMUM) STEEL FLAT VASXER. FLAT WASHER 1/2' - 13 TPI 1/2' - 13 TPI GRADE 5 (MINIMUM) GRADE 5 PNIINMUN) STEEL ALL -THREAD, STEEL ALL -THREAD. 1/2' - 13 TPI 1/2' - 13 TPI GRADE 5 ONIMMUN) STEEL HEX MIT. GRR➢E 5 (MINIMUM) STEEL HEX NUT. SUPPLY PLENUM 1/2' GRADE 5 HOID COINER HANGING ANGLE (HININU) STEEL FLAT WASHER HANGING ANGLE (WEIGHT BEARING ANCHON POINT 1/2' GRADE 5 (HINMIM) STEEL FLAT WASHER, (WEIGHT BEARING ANCHOR POINT FIR SUPPLY FOR MOD). PLENUM). 1/2' GRADE 5 1/2' MAD5 (MINIMUM) STEEL FLAT WASHER. (MINIM.) STEEL FLAT WASHER 1/2' - 13 TPI 1/Y - l3 TPI GRADE 5 GRADE 5 X MT. N) STEEL HIX MIT. X NUTS. STEEL !E% NUTS. ASSEMBLY INSTRUCTIONS ASSEMBLY INSTRUCTIONS HANGING ANGLE MUST BE SUPPORTED WITH 1/2' - 13 TPI GRADE 5 (MINIMUM) ALL -THREAD. SANDWICH HANGING ANGLES AND CEILING ANCHOR POINTS WITH 1/2' GRADE 5 (MINIMUM) STEEL FLAT WASHERS AND 1/2' - 13 TPI GRADE 5 (MINIMUM) HEX NUTS AS SHOWN. MUST USE DOUBLED HEX NUT CONFIGURATION BENEATH HOOD HANGING ANGLES AND ABOVE CEILING ANCHORS. MAINTAIN 1/4' OF EXPOSED THREADS BENEATH BOTTOM HEX NUT, TORQUE ALL HEX NUTS TO 57 FT-LBS. HANGING ANGLE MUST BE SUPPORTED WITH 1/2' - 13 TPI GRADE 5 (MINIMUM) ALL -THREAD. SANDWICH HANGING ANGLES AND CEILING ANCHOR POINTS WITH 1/2' GRADE 5 (MINIMUM) STEEL FLAT WASHERS AND 1/2' - 13 TPI GRADE 5 (MINIMUM) HEX NUTS AS SHOWN. MUST USE DOUBLED HEX NUT CONFIGURATION ABOVE CEILING ANCHORS. SINGLE HEX NUT BENEATH HANGING ANGLE IS ACCEPTABLE FOR PSP HANGING ANGLES. MAINTAIN 1/4' OF EXPOSED THREADS BENEATH BOTTOM HEX NUT. TORQUE ALL HEX NUTS TO 57 FT-LBS, FIELD CUT EXHAUST RISER. 16' SS BAFFLE WITH HANDLES AND HOOK. 3' INTERNAL STANDOFF IT IS THE RESPONSIBILITY OF THE ARCHITECT/OWNER TO ENSURE THAT THE HOOD CLEARANCE FROM LIMITED -COMBUSTIBLE AND COMBUSTIBLE MATERIALS IS IN COMPLIANCE WITH LOCAL CODE REQUIREMENTS. GREASE DRAIN WITH REMOVABLE CUP. FIELD INSTALLED QUARTER END PANELS. ISON ROUND LED FIXTURE AND I K WARM OUTPUT. SECTION VIEW MODEL 3650ELPX2 HOOD - #9 14' NOM. rig FOR QUESTIONS, CALL THE PATENT NUMBERS Seattle ❑ffice AC-PSP (UNITED STATES) - US PATENT 7963830 32. Hlnanshu Waldya AC-PSP WALL (CANADA) - CA PATENT 2820509. PHONE- (425) 212-5996 AC-PSP ISLAND (CANADA) - CA PATENT 2520330. EMAIL, reg85@econalr.con HOOD INFORMATION - JOB 4842682 HOOD INFORMATION HOOD OPTIONS 3' FIELD CUT PERFORATED SUPPLY PLENUM S 10' X 11' EXHAUST 36' RISER. U.L. LISTED L55 SERIES E26 CAN PY LIGHT FIXTURE - HIGH TEMP ASS MBLY. Q 6' O'NOM./6' 0.00'OD. PLAN VIEW — HOOD #1 (New Hood) 6' 0.00" LONG 3650ELPX-2 16' 12' - -- - - I '4 2" 19 1/4' 33 1/2" 6' O'NOM./G' 0.00'OD. NSF OPLAN VIEW — HOOD #New Hood PSP) 6' 0.00" LONG 166MISC—PSP JOB Loft - Fans and Controls - R2 Vent® k o �'� ecomairLOCATION SEA021 WA, DATE 4/14/2021 JOB # 4842682 .0mev� ✓, DWG # 1 DRAWN BY REV SCALE 3/8' = 1'-0' MAX EXHAUST PLENUM TOTAL HOOD CONFIG RISER(S) HOOD TAG MODEL M NUFACTUR RLENGTH COOKING TYPE APPLIANCE DESIGN TOTAL SUPPLY HOOD END T❑ WIDTH LENG HEIGHT DIA CFM VEL SP NO TEMP DUTY CFM/FT EXH CFM CFM CONSTRUCTION END ROW 3650 600 430 SS 1 New Hood ECON-AIR 6' 0' DEG I HEAVY 200 1200 10' 11' 4' 1200 1571 -0.794' 0 ALONE ALONE ELPX-2 WHERE EXPOSED New Hood 166 300 430 SS 2 PSP ECON-AIR 6' 0' DEG I N/A 0 0 1080 ALONE ALONE MISC-PSP WHERE EXPOSED FILTER(S) LIGHT(S) UTILITY CABINET(S) HOOD TAG EFFICIENCY @ 7 WIRE FIRE SYSTEM ELECTRICAL SWITCHES FIRE SYSTEM HOOD ANGIN TYPE SIZE MODEL # QUANTITY NO TYPE QTY HEIGHT LENGTH MICRONS pTY TYPE GUARD LOCATION SIZE PIPING WEIGHT 1 New Hood SS BAFFLE WITH 4 16' 16' 30% 2 L55 SERIES E26 N❑ NO 213 HANDLES LBS 2 New Hood 0 NO 66 PSP LBS HUUD TAG OPTION NO RIGHT QUARTER END PANEL 26' TOP WIDTH, 0' BOTTOM WIDTH, 26' HIGH 430 SS. 1 New Hood LEFT QUARTER END PANEL 26' TOP WIDTH, 0' BOTTOM WIDTH, 26' HIGH 430 SS. HOOD NO TAG POS LENGTH WIDTH HEIGHT TYPE RISER(S) WIDTH LENG DIA CFM SP 2 New Hood PSP Front 72' 16' 6' MUA 12' 20' S40 0,159' MUA 12' 20' S40 0,159' 36' L55 SERIES E26 CANOPY LIGHT FIXTURE - FIELD CUT EXHAUST RISER. � HIGH TEMP ASSEMBLY, INCLUDES CLEAR THERMAL \4/ AND SHOCK RESISTANT GLOBE (L55 FIXTURE). 16' CAPTRATE SOLD FILTER WITH HOOK, HOOD ❑M. 3' INTERNAL STANDOFF, IT IS THE RESPONSIBILITY OF THE ARCHITECT/OWNER TO ENSURE THAT THE HOOD CLEARANCE FROM LIMITED -COMBUSTIBLE AND COMBUSTIBLE MATERIALS IS IN COMPLIANCE WITH LOCAL CODE REQUIREMENTS. GREASE DRAIN WITH REMOVABLE CUP. FIELD INSTALLED QUARTER END PANELS, EQUIPMENT BY OTHERS. I + 71' SECTION VIEW MODEL 3650ELPX2 HOOD — #> (New Hood) L'VLTATTCT L'AAT TATL'n D1LATTn AT — Tnr) 14DA9-2D9 FAN UNIT TAG QTY FAN UNIT MODEL # MANUFACTURER CFM ESP RPM MOTOR HP BHP PHASE VOLT FLA DISCHARGE WEIGHT SONES NO ENCL VELOCITY (LBS) 1 EF-LOFT 1 DU85HFA CAPTIVEAIRE 2200 0.750 1408 TEAO-ECM 0.750 0.5060 1 208 5.2 696 FPM 93 15.1 2 EXH NEW 1 DU85HFA CAPTIVEAIRE 1200 1.200 1271) TEAO-ECM 0.750 0.3790 1 208 1 5.2 380 FPM 93 11.2 ,LTTTA FART TATFn R,LTATTn AT — .Tn P4dPd.9RR9 FAN MIN DESIGN MOTOR WEIGHT UNIT TAG QTY FAN UNIT MODEL # BLOWER HOUSING CFM CFM ESP RPM ENCL HP VOLT FLA MCA MOCP (LBS) SONES NO WIBHPPHASE 3 MAU COMMON I EA2-D.250-20D 20MF-2-MOD A2-D.250 2000 3060 0.500 1241 ODP,PREMIUM 1.500 3 208 6.6 8.3A 15A 668 10.7 /'AO L'TDL'n 11AVLl—TrD ATD TTATTm/QI FAN INPUT OUTPUT REQUIRED INPUT GAS BURNER UNIT TAG BTUs BTUs TEMP RISE PRESSURE GAS TYPE EFFICIENCY(%) NO 3 MAU COMMON 195437 179802 1 55•F 7 IN. W.C. - 14 IN. W.C. NATURAL 92 k'AAT nDTTn ATC' FAN UNIT NO TAG QTY DESCRIPTION 1 GREASE BOX. I FAN BASE CERAMIC SEAL - INSTALLED AT PLANT - FOR GREASE DUCTS. 1 EF-LOFT 1 ECM WIRING PACKAGE - EXHAUST - MODBUS CONTROL -MSC- (TELCO), CCW ROTATION. 1 2 YEAR PARTS WARRANTY. I GREASE BOX. 1 FAN BASE CERAMIC SEAL - INSTALLED AT PLANT - FOR GREASE DUCTS. 2 EXH NEW 1 ECM WIRING PACKAGE - EXHAUST - MODBUS CONTROL -MSC- (TELCO), CCW ROTATION. 1 2 YEAR PARTS WARRANTY. 1 MOTORIZED BACKDRAFT DAMPER FOR A2-D HOUSING. MEETS AMCA CLASS 1A RATING. 1 INLET PRESSURE GAUGE, 0-35'. 1 MANIFOLD PRESSURE GAUGE, -5 TO 15' WC. I LOW FIRE START. 3 MAU COMMON 1 AC INTERLOCK RELAY - 24VAC COIL. I SEPARATE 120V WIRING PACKAGE (REQUIRED AND USED ONLY FOR DCV OR PREWIRE WITH VFD) - THREE PHASE ONLY. I SIZE 2 DIRECT FIRED HEATER LOW CFM PROFILE PACKAGE. USED ON HEATERS UNDER 2500 CFM. 1 12 YEAR PARTS WARRANTY. VAAT A000VC'n DTWV FAN UNIT NO TAG EXHAUST SUPPLY GREASE CUP GRAVITY DAMPER WALL MOUNT SIDE DISCHARGE GRAVITY DAMPER MOTORIZED DAMPER WALL MOUNT 1 EF-LOFT YES 2 EXH NEW YES 3 MAU COMMON YES FANS #1 (EF-LOFT). #2 (EXH NEW) - DU85HFA EXHAUST FAN 3( I I 22 1/2 NN 2aDUCT KR SERWONN HOOD AND FAN (BY OTHERS). TOP VIEW 31 7/8 24 3/4 FEATURES, - DIRECT DRIVE CONSTRUCTION (NO BELTS/PULLEYS). - ROOF MOUNTED FANS. - RESTAURANT MODEL. - UL705 AND UL762 AND ULC-S645 - VARIABLE SPEED CONTROL. - INTERNAL WIRING. - THERMAL OVERLOAD PROTECTION (SINGLE PHASE). - HIGH HEAT OPERATION 300'F (149•C). - GREASE CLASSIFICATION TESTING. - NEMA 3R SAFETY DISCONNECT SWITCH. NORMAL TEMPERATURE TEST EXHAUST FAN MUST OPERATE CONTINUOUSLY WHILE EXHAUSTING AIR AT 300•F (149'0 UNTIL ALL FAN PARTS HAVE REACHED THERMAL EQUILIBRIUM, AND WITHOUT ANY DETERIORATING EFFECTS TO THE FAN WHICH WOULD CAUSE UNSAFE OPERATION. ABNORMAL FLARE-UP TEST EXHAUST FAN MUST OPERATE CONTINUOUSLY WHILE EXHAUSTING BURNING GREASE VAPORS AT 600'F (316'0 FOR A PERIOD OF 15 MINUTES WITHOUT THE FAN BECOMING DAMAGED TO ANY EXTENT THAT COULD CAUSE AN UNSAFE CONDITION. 11281111011 GREASE BOX. FAN BASE CERAMIC SEAL - INSTALLED AT PLANT - FOR GREASE DUCTS. ECM WIRING PACKAGE - EXHAUST - MODBUS CONTROL -MSC- (TELCO), CCW ROTATION. 2 YEAR PARTS WARRANTY. FAN #3 EA2-D.250-20D - HEATER (MAU COMMON) 1. DIRECT GAS FIRED HEATED MAKE UP AIR UNIT WITH 20' MIXED FLOW DIRECT DRIVE FAN. 2. INTAKE HOOD WITH EZ FILTERS. 3. DOWN ➢ISCHARGE - AIR FLOW RIGHT -) LEFT. 4. MOTORIZED BACK DRAFT DAMPER 22.75' X 24' FOR SIZE 2 STANDARD 6 MODULAR HEATER UNITS W/EXTENDED SHAFT, STANDARD GALVANIZE➢ CONSTRUCTION, 3/4' REAR FLANGE, LOW LEAKAGE, LF120S ACTUATOR INCLUDED. 5. GAS PRESSURE GAUGE, 0-35', 2.5' DIAMETER, 1/4' THREAD SIZE. 6. GAS PRESSURE GAUGE, -5 TO +15 INCHES WC., 2.5' DIAMETER, 1/4' THREAD SIZE. 7. LOW FIRE START. ALLOWS THE BURNER CIRCUIT TO ENERGIZE WHEN THE MODULATION CONTROL IS IN A LOW FIRE POSITION. S. COOLING INTERLOCK RELAY. 24VAC COIL. 120V CONTACTS. LOCKS OUT BURNER CIRCUIT WHEN AC IS ENERGIZED. 9. SEPARATE 120VAC WIRING PACKAGE FOR MAKE-UP AIR UNITS. OPTION MUST BE SELECTED WHEN MOUNTING VFD IN PREWIRE PANEL OR WITH DCV PACKAGE. PROVIDES SEPARATE 120VAC INPUT TO SUPPLY FAN. THIS 120V SIGNAL MUST BE RUN BY ELECTRICIAN FROM DCV TO MUA SWITCH. 10. PROFILE PLATE CONFIGURATION FOR SIZE 2 DIRECT FIRED UNIT FOR LOW CFM APPLICATIONS. 11. HINGED DOUBLE WALL INSULATED DOOR ASSEMBLY (BURNER/BLOWER SECTION). 12. 2 YEAR PARTS WARRANTY. -NOTE' SUPPLY DUCT MUST BE INSTALLED TO MEET SMACNA STANDARDS. A MINIMUM STRAIGHT DUCT LENGTH MUST BE MAINTAINED DOWNSTREAM OF UNIT ➢ISCHARGE AS OUTLINED IN AMCA PUHLICATIGN 201. WHEN USING RECTANGULAR DUCTWORK, ELBOWS MUST BE RADIUS THROAT, RADIUS BACK WITH TURNING VANES, FLEXIBLE DUCTWORK AND SQUARE THROAT/SQUARE BACK ELBOWS SHOULD NOT BE USED. ANY TRANSITION AND/OR TURNS IN THE DUCTWORK WILL CAUSE SYSTEM EFFECT. SYSTEM EFFECT WILL ➢RASTICALLY INCREASE STATIC PRESSURE AND REDUCE AIRFLOW. DO NOT RELY ON UNIT TO SUPPORT DUCT IN ANY WAY. FAILURE TO PROPERLY SIZE DUCTWORK MAY CAUSE SYSTEM EFFECTS AND REDUCE PERFORMANCE OF THE EQUIPMENT. SUGGESTED STRAIGHT DUCT SIZE IS 20' x 20'. a 18 SUPPLY SIDE HEATER INFORMATION' WINTER TEMPERATURE = 20'F. TEMP. RISE = 55'F. BTUs CALCULATED OFF ACTUAL AIR DENSITY. OUTPUT BTUs AT ALTITUDE OF 0.0 FT. = 179802. INPUT BTUs AT ALTITU➢E OF 0.0 FT. = 195437. 10' AIRFLOW. 3/4' 4— 1—T evz 1 5/8' •_'a"'�'T I 16' . x. v. uTrs xc rcsicrcv ra vvvm ram .an.Tm mw xm'm..n, FLE% CONDUIT "'F wsO4iII v vn aT owwc Cgl rc wW xm xm m�e x md°� OR FIELD WIRING. 135 7/8' 40 1/8' 42 1/8' FRVI� NECT36 3/4'ITCH.Q. ' FIRED MODULE. 39 9/16' AlFRaov. NPT. e MINIMUM 7 13/16' STRAIGHT DUCT PER AMCA- L--J I --I- MIN. 20' KITCHEN HOOD CALCULATIONS Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St., Edmonds) Q&H Job # 21-112 Page 1 Client The Loft By Qing Date 05/22/21 Subject 11' Kitchen Hood Support Attachment Checked Date 5/22/2021 PROJECT DESCRIPTION: SCOPE OF WORK: 11' TYPE -I KITCHEN HOOD INSTALLATION DESIGN AS SHOWN IN THE MECHANICAL DRAWINGS. PROJECT ADDRESS: 515 Main Street, Edmonds, WA 98020 EXISTING STRUCTURE CONDITION: EXISTING (1)-STORY CMU STRUCTURE. EXISTING ROOF STRUCTURE CONSISTS OF 2x DECKING, AND 2x8 CEILING JOISTS @ 24" O.C., SPANNING BETWEEN WOOD BEAMS AND BEARING WALLS. DESIGN LOADS: SEISMIC (PER ASCE 7-16, CHAPTER 13 REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS): SIDS 1.03 SHORT PERIOD SPECTRAL ACCELERATION DETERMINED FROM SECTION 11.4.5 ap 2.50 COMPONENT AMPLIFICATION FACTOR (TABLE 13.6-1) RP 6.00 COMPONENT RESPONSE MODIFICATION FACTOR (TABLE 13.6-1) IP 1.00 COMPONENT IMPORTANCE FACTOR (SECTION 13.1.3) z 11.00 HT. IN STRUCTURE OF POINT OF ATTACHMENT WITH RESPECT TO BASE h 11.00 AVERAGE ROOF HEIGHT OF STRUCTURE WITH RESPECT TO BASE SEISMIC DESIGN FORCE: F 0.4aPSDSWP 1+2z/h EQUATION 13.3-1 RP/IP Fp,max = 1.6SDSIPWP (EQUATION 13.3-2) Fp, min = 0.3SDSIPWP (EQUATION 13.3-3) Fp= 0.52 WP Fp,max = 1.65 WP Fp,min = 0.31 WP GOVERNING SEISMIC LOAD: EQUATION 13.3-1 GOVERNS DESIGN VERTICAL SEISMIC FORCE: Fp, Horizontal = 0.52 Wp (LRFD) FlaVertical = 0.2SDSWP (ASCE7-16 SECTION 13.3.1.2) 0.36 Wp (ASD) FP, Vertical= 0.21 Wp (LRFD) Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St., Edmonds) Q&H Job # 21-112 Page 2 Client The Loft By Qing Date 05/22/21 Subject 11' Kitchen Hood Support Attachment Checked Date 5/22/2021 ROOF TOP EQUIPMENTS/EXHAUST FAN ASSEMBLY WEIGHTS: SECTOR EQUIPMENTS WEIGHT (lb) SECTOR EQUIPMENTS WEIGHT (lb) 1 11' TYPE-1 KITCHEN HOOD 320 11 0 2 SUPPLY PLENUM 99 12 0 3 12"x12" EXHAUST FAN DUCT 30 13 0 4 MAKE-UP AIR UNIT FLEX DUCT 50 14 0 5 FIRE WRAP (2 LAYERS AT 0.75 PSF) 23 15 0 6 0 16 0 7 0 17 0 8 0 18 0 9 0 19 0 10 0 1 20 1 1 0 TOTAL 522 1 TOTAL I 1 0 SECTOR EQUIPMENTS WEIGHT (lb) SECTOR EQUIPMENTS WEIGHT (lb) 21 0 31 0 22 0 32 0 23 0 33 0 24 0 34 0 25 0 35 26 0 36 27 0 37 28 0 38 29 0 39 30 1 1 0 1 40 TOTAL I 1 0 1 TOTAL I 1 0 TOTAL WEIGHT OF HOOD ASSEMBLY: 522 Ibs Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St., Edmonds) Q&H Job # 21-112 Page 3 Client The Loft By Ding Date 05/22/21 Subject 11' Kitchen Hood Support Attachment Checked Date 5/22/2021 LATERAL LOAD: SEISMIC LOAD ON HOOD SEISMIC LOADING: Wp = 522 LB Fic, Horizontal = 0.52 Wp (LRFD) FROM PAGE 1 Fic, Vertical = 0.21 Wp (LRFD) FROM PAGE 1 Fp = 269 LB (LRFD) HORIZONTAL FORCE Fp = 108 LB (LRFD) VERTICAL FORCE WIND LOADING: Fh = LB (LRFD) HORIZONTAL FORCE FROM PAGE 3 Fv = LB (LRFD) VERTICAL FORCE FROM PAGE 3 Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St., Edmonds) Q&H Job # 21-112 Page 4 Client The Loft By Qing Date 5/22/2021 Subject 11' Kitchen Hood Support Attachment Checked Date 5/22/2021 CHECK HOOD HANGER ROD: 1/2"0 THREADED ROD, GRADE A36 ALL -THREAD ROD LOAD COMBINATIONS (LRFD): 1(3/5)-D D 1.4D = 731 LB (IBC 2018, EQ 16-1) 1.2D+1.OE = 734 LB (IBC2018, EQ 16-5) MAX. LOAD = 734 LB HOOD HANGER ROD SIZE = 1/2 IN LOAD AT FRONT ROD = TOTAL HOOD LOAD * (2/S) * (1/2) = 153 LB, (LRFD) METAL STUD WALL LOAD AT BACK ROD = TOTAL HOOD LOAD * (3/S) * (1/2) = 178 LB, (LRFD) LOADING DIAGRAM PLENUM NOTES: DUE TO UN -SYMMETRIC LOADING, (3/5) OF TOTAL HOOD LOAD IS ASSUMED TO BE CARRIED BY THE BACK SIDE HANGERS (2/5) OF TOTAL HOOD LOAD IS ASSUMED TO BE CARRIED BY THE FRONT HANGERS HANGER ROD TENSILE CAPACITY: ORn = O*Fnt*Ab = 6406 LB (GREATER THAN 178 LBS, HANGER ROD IS OKAY) WHERE: 0 = 0.75 RESISTANCE FACTOR Ab = 0.20 IN NOMINAL UNTHREADED BODY AREA OF THREADED PART Fu = 58 KSI TENSION STRESS Fnt = 43.5 KSI NOMINAL TENSILE STRESS CHECK UNI-STRUT: L = FT ROD LOAD = 146 LB (ASD), BASED ON COMBINATION D+0.7E NOTES: 1-5/8" UNI-STRUT, P1000 CHANNEL (L = 2') Pallow = 1690 LB, SEE ATTACHED UNI-STRUT LOAD TABLE OKAY 'HANG KITCHEN HOOD WITH 1/2" 0 THREADED ROD, GRADE A36* 'USE 1-5/8" UNI-STRUT, P1000 CHANNEL* 1 D + E Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St., Edmonds) Q&H Job # 21-112 Page 5 Client The Loft By Qing Date 5/22/2021 Subject 11' Kitchen Hood Support Attachment Checked Date 5/22/2021 HOOD SEISMIC BRACING DESIGN: LLt VA I1UN METAL SWD WALL 1 J LE 1E Tt B IC E/2 or E*e/B E/2 or E*e/B PLAN LOADING DIAGRAM LOAD SUMMARY: SEISMIC: Fp = 269 LB (LRFD) HORIZONTAL FORCE Fp = 188 LB (ASD) Fp = 108 LB (LRFD) VERTICAL FORCE Fp = 75 LB (ASD) HOOD DIMENSIONS: B = 11 FT L = 3 FT IN -PLANE SHEAR (UNIT SHEAR AT WOOD STUD WALL): V = E/B 17 PLF (LESS THAN 90 PLF, WOOD STUD WALL IS ADEQUATE) NOTES: 2x4 STUDS AT 16" O.C. WITH 5/8" G.W.B ON ONE SIDE, V,11,,,. = 90 PLF OUT -OF -PLANE SHEAR: FORCE TO TRANSVERSE BRACE DUE TO ROTATION: FORCE TO TRANSVERSE BRACE DUE TO OUT -OF -PLANE LOAD: C=T=E*e/B= 26 LB C=T=E/2= 94 LB TENSILE FORCE ON BRACE: T = 133 LB (LESS THAN AIRCRAFT CABLE OR UNI-STRUT TENSION CAPACITY, OKAY) OPTION 1: 114"0 AIRCRAFT CABLE Ta,,—= BREAKING STRENGTH/SAFETY FACTOR = 1096 LB WHERE: BREAKING STRENGTH = 5480 LB, SEE ATTACHED AIR CRAFT CABLE LOADING TABLE SAFETY FACTOR = 5 OPTION 2: 1-5/8" UNI-STRUCT C.11—= LB, SEE ATTACHED UNI-STRUCT COLUMN LOADING TABLE *USE 1/4"0 AIRCRAFT CABLE AT EACH END OF HOOD* BEAM LOADING DATA Span Max. Allowable Deflection at Uniform Loading at Deflections Span/180 Span/240 Span/360 Channel Uniform Load Uniform Load In mm Lbs kN In mm Lbs kN Lbs kN Lbs kN P1000 1690 7.5 0.06 1 1690 7.5 1690 7.5 1690 7.5 24 610 p1001 3130* 13.9 0.02 1 3130* 13.9 3130* 13.9 3130* 13.9 P1000 1130 5.0 0.13 3 1130 5.0 1130 5.0 900 4.0 36 914 p1001 3130* 13.9 0.07 2 3130* 13.9 3130* 13.9 3130* 13.9 P1000 850 3.8 0.22 6 850 3.8 760 3.4 510 2.3 48 1219 p1001 2400 10.7 0.13 3 2400 10.7 2400 10.7 2400 10.7 P1000 680 3.0 0.35 9 650 2.9 490 2.2 320 1.4 60 1524 p1001 1920 8.5 0.20 5 1920 8.5 1920 8.5 1630 7.3 P1000 560 2.5 0.50 13 450 2.0 340 1.5 220 1.0 72 1829 p1001 1600 7.1 0.28 7 1600 7.1 1600 7.1 1130 5.0 P1000 480 2.1 0.68 17 330 1.5 250 1.1 170 0.8 84 2134 p1001 1370 6.1 0.39 10 1370 6.1 1240 5.5 830 3.7 P1000 420 1.9 0.89 23 250 1.1 190 0.8 130 0.6 96 2438 p1001 1200 5.3 0.50 13 1200 5.3 950 4.2 640 2.8 P1000 380 1.7 1.14 29 200 0.9 150 0.7 100 0.4 108 2743 P1001 1070 4.8 0.64 16 1000 4.4 750 3.3 500 2.2 P1000 340 1.5 1.40 36 160 0.7 120 0.5 80 0.4 120 3048 p1001 960 4.3 0.79 20 810 3.6 610 2.7 410 1.8 P1000 280 1.2 1.99 51 110 0.5 80 0.4 60 0.3 144 3658 p1001 800 3.6 1.13 29 560 2.5 420 1.9 280 1.2 P1000 240 1.1 2.72 69 80 0.4 60 0.3 40 0.2 168 4267 P1001 690 3.1 1.55 39 410 1.8 310 1.4 210 0.9 P1000 210 0.9 3.55 90 60 0.3 50 0.2 N R N R 192 4877 P1001 600 2.7 2.02 51 320 1.4 240 1.1 160 0.7 P1000 190 0.8 4.57 116 50 0.2 40 0.2 IN IN 216 5486 p1001 530 2.4 2.53 64 250 1.1 190 0.8 130 0.6 P1000 170 0.8 5.61 142 40 0.2 NR NR IN NR 240 6096 P1001 480 2.1 3.15 80 200 0.9 150 0.7 100 0.4 'Load limited by spot weld shear. Notes: NR = Not Recommended 1. Above loads include the weight of the member. This weight must be deducted to arrive at the net allowable load the beam will support. 2. Long span beams should be supported in such a manner as to prevent rotation and twist. 3. Allowable uniformly distributed loads are listed for various simple spans, that is, a beam on two supports. If load is concentrated at the center of the span, multiply load from the table by 0.5 and corresponding deflection by 0.8. 4. See page 66 for lateral bracing load reduction charts. toe Engineering Todolwww.EngineeringToolBox.com Engineering ToolBox - Resources, Tools and Basic Information for Engineering and Design of Technical Applications! Custom Search - the most efficient way to navigate the Engineering ToolBox: Wire Rope - Strength 6 strand x 19 wire (6x19) - minimum breaking strength, safe loads and wei...ht........._...................................................................................................................... Minimum breaking strength and safe load for Bright wire, uncoated, fiber core (FC) wire rope, improved plow steel (IPS): Rope Diameter (in) (mm) Minimum Breaking Strength (Ibf) (kN) Safe Load (Ibf) (kN) (Ibmlft) Weight ftlm) 1 /4 6.4 5480 24,4 1100 4.89 0.11 0.16 5/16 8 8520 37,9 1700 7.56 0.16 0.24 3/8 9.5 12200 54,3 2440 10.9 0.24 0.36 7/16 11.5 16540 73,6 3310 14.7 0.32 0.48 1/2 13 21400 95,2 4280 19.0 0.42 0.63 9/16 14.5 27000 120 5400 24.0 0.53 0.79 5/8 16 33400 149 6680 29.7 0.66 0.98 3/4 19 47600 212 9520 42.3 0.95 1.41 7/8 22 64400 286 12900 57.4 1.29 1.92 1 26 83600 372 16700 74.3 1.68 2.50 1 1 /8 29 105200 468 21000 93.4 2.13 3.17 1 1 /4 32 129200 575 25800 115 2.63 3.91 13/8 35 155400 691 31100 138 3.18 4.73 11/2 38 184000 818 36800 164 3.78 5.63 15/8 42 214000 852 42800 190 4.44 6.61 13/4 45 248000 1100 49600 221 5.15 7.66 17/8 48 282000 1250 56400 251 5.91 8.80 2 52 320000 1420 64000 285 6.72 10.0 Example - Maximum Safe Mass for a 3/8" Wire Rope The relationship between mass and force (weight) can be expressed as MAKE-UP AIR UNIT CALCULATIONS Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St. Edmonds) Q&HJob # 21-112 Page 1 Client The Loft By Qing Date 05/22/21 Subject Make-up Air Unit Attachment Design Checked Date 5/22/2021 PROJECT DESCRIPTION: SCOPE OF WORK: INSTALLATION DESIGN OF MAKE-UP AIR UNIT (MAU) AS SHOWN IN THE MECHANICAL DRAWINGS. PROJECT ADDRESS: 515 Main Street, Edmonds, WA 98020 EXISTING STRUCTURE CONDITION: EXISTING (1)-STORY CMU STRUCTURE. EXISTING ROOF STRUCTURE CONSISTS OF 2x DECKING, AND 2x8 CEILING JOISTS @ 24" O.C., SPANNING BETWEEN WOOD BEAMS AND BEARING WALLS DESIGN LOADS: SEISMIC (PER ASCE 7-16, CHAPTER 13 REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS): SIDS 1.03 SHORT PERIOD SPECTRAL ACCELERATION DETERMINED FROM SECTION 11.4.5 ap 2.50 COMPONENT AMPLIFICATION FACTOR (TABLE 13.6-1) Rp 6.00 COMPONENT RESPONSE MODIFICATION FACTOR (TABLE 13.6-1) It, 1.00 COMPONENT IMPORTANCE FACTOR (SECTION 13.1.3) z 11.00 HT. IN STRUCTURE OF POINT OF ATTACHMENT WITH RESPECT TO BASE h 11.00 AVERAGE ROOF HEIGHT OF STRUCTURE WITH RESPECT TO BASE SEISMIC DESIGN FORCE: F 0.4apSDSWp 1+2z/h EQUATION 13.3-1 Rp/l p Fp,max = 1.6SDSIPWP (EQUATION 13.3-2) Fp, min— 0.3SDSIpWp (EQUATION 13.3-3) Fp= 0.52 WP Fp,max = 1.65 Wp Fp,min = 0.31 WP GOVERNING SEISMIC LOAD: EQUATION 13.3-1 GOVERNS DESIGN VERTICAL SEISMIC FORCE: Fir, Horizontal = 0.52 Wp (LRFD) Fp, Vertical = 0.2SDSWp (ASCE7-16 SECTION 13.3.1.2) 0.36 Wp (ASD) Fp, Vertical 0.21 Wp (LRFD) Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St. Edmonds) Q&HJob # 21-112 Page 2 Client The Loft By Qing Date 05/22/21 Subject Make-up Air Unit Attachment Design Checked Date 5/22/2021 WIND LOAD ON OTHER STRUCTURES AND BUILDING APPURTENANCES (ASCE 7-16, CHAPTER 29) STEP 1: DETERMINE RISK CATEGORY RISK CATEGORY: II (SEE TABLE 1.5-1) STEP 2: DETERMINE BASIC WIND SPEED, V FOR APPLICABLE RISK CATEGORY BASIC WIND SPEED, V 97 MPH, (3) SECOND GUST FROM ATC WEB SITE STEP 3: DETERMINE WIND LOAD PARAMETERS WIND DIRECTIONALITY FACTOR, Kd 0.90 (SEE SECTION 26.6 AND TABLE 26.6-1) EXPOSURE CATEGORY B, C OR D B (SEE SECTION 26.7) TOPOGRAPHIC FACTOR, Kzt 1.00 (SEE SECTION 26.8 AND FIGURE 26.8-1) GROUND ELEVATION FACTOR, Ke 1.00 (SEE SECTION 26.9) GUST EFFECT FACTOR, G 0.85 (SEE SECTION 26.11) STEP 4: DETERMINE VELOCITY WIND PRESSURE COEFFICIENT HEIGHT, z 11.0 FT MEAN ROOF HEIGHT, h 11.0 FT TERRAIN EXPOSURE CONSTANT, a 7.0 (SEE TABLE 26.11-1) TERRAIN EXPOSURE CONSTANT, zg 1200.0 FT (SEE TABLE 26.11-1) VELOCITY PRESSURE COEFFICIENT, Kz 0.57 (SEE TABLE 26.10-1) VELOCITY PRESSURE COEFFICIENT, Kh 0.57 (SEE TABLE 26.10-1) NOTES: 1. a = 7.0 FOR EXPOSURE'B', 9.5 FOR EXPOSURE'C', OR 11.5 FOR EXPOSURE'D' 1. zg = 1200 FOR EXPOSURE'B', 900 FOR EXPOSURE'C', OR 700 FOR EXPOSURE'D' STEP 5: DETERMINE VELOCITY PRESSURE qz OR qh qz = 0.00256*Kz*Kzt*Kd*Ke*V2 12.46 PSF (EQUATION 26.10-1) qh = 0.00256*Kh*Kzt*Kd*Ke*V2 12.46 PSF (EQUATION 26.10-1) Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St. Edmonds) Q&H Job # 21-112 Page 3 Client The Loft By Qing Date 05/22/21 Subject Make-up Air Unit Attachment Design Checked Date 5/22/2021 STEP 6: DETERMINE FORCE COEFFICIENT FORCE COEFFICIENT, Cf 1.4 SEE FIGURE 29.4-1 NOTES: 1. SEE FIGURE 29.3-1 FOR SOLID FREESTANDING SIGNS OR SOLID FREESTANDING WALLS 2. SEE FIGURE 29.4-1 FOR CHIMNEYS, TANKS, ROOFTOP EQUIPMENT 3. SEE FIGURE 29.4-2 FOR OPEN SIGNS, SINGLE -PLANE OPEN FRAMES 4. SEE FIGURE 29.4-3 FOR TRUSSED TOWERS. STEP 7: DETERMINE WIND FORCE F SOLID FREE STANDING WALLS AND SOLID FREESTANDING SIGNS GROSS AREA OF SIGN OR WALL, As FT WIND PRESSURE, p = qh*G*Cf PSF WIND FORCE, F = qh*G*Cf*As LB (EQUATION 29.3-1) ROOFTOP STRUCTURES AND EQUIPMENT FOR BUILDINGS WITH h 5 60 FT VERTICAL PROJECTED AREA, Af 26.0 FT HORIZONTAL PROJECTED AREA, Ar 29.0 FT (G*Cr) FOR HORIZONTAL PRESSURES 1.9 (SEE SECTION 29.4.1) (G*Cr) FOR VERTICAL PRESSURES 1.5 (SEE SECTION 29.4.1) HORIZONTAL PRESSURE, ph = qh*(G*Cr) 23.7 PSF VERTICAL PRESSURE, pv = qh*(G*Cr) 18.7 PSF HORIZONTAL FORCE, Fh = qh*(GCr)*Af 615 LB (EQUATION 29.4-2) VERTICAL FORCE, Fv = qh*(GCr)*Ar 542 LB (EQUATION 29.4-3) OTHER STRUCTURES PROJECTED AREA NORMAL TO WIND, Af 0.0 FT' WIND PRESSURE, p = qz*G*Cf PSF WIND FORCE, F = qz*G*Cf*Af LB (EQUATION 29.4-1) Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St. Edmonds) Q&HJob # 21-112 Page 4 Client The Loft By Qing Date 05/22/21 Subject Make-up Air Unit Attachment Design Checked Date 5/22/2021 ROOF TOP EQUIPMENTS/MAKE-UP AIR UNIT ASSEMBLY WEIGHTS: SECTOR EQUIPMENTS WEIGHT (Ib) SECTOR EQUIPMENTS WEIGHT (lb) 1 MAKE-UP AIR UNIT 668 11 0 2 MAKE-UP AIR UNIT FLEX DUCT 50 12 0 3 0 13 0 4 0 14 0 5 0 15 0 6 0 16 0 7 0 17 0 8 0 18 0 9 0 19 0 10 0 20 0 TOTAL 718 TOTAL 0 SECTOR EQUIPMENTS WEIGHT (Ib) SECTOR EQUIPMENTS WEIGHT (lb) 21 0 31 0 22 0 32 0 23 0 33 0 24 0 34 0 25 0 35 26 0 36 27 0 37 28 0 38 29 0 39 30 0 40 TOTAL 0 TOTAL 0 TOTAL WEIGHT OF EQUIPMENTS: 718 Ibs Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St. Edmonds) Q&HJob # 21-112 Page 5 Client The Loft By Qing Date 05/22/21 Subject Make-up Air Unit Attachment Design Checked Date 5/22/2021 LATERAL LOAD: WIND AND SEISMIC LOAD ON EQUIPMENT SEISMIC LOADING: Wp = 718 LB Fp, Horizontal = 0.52 Wp (LRFD) FROM PAGE 1 Fp, Vertical = 0.21 Wp (LRFD) FROM PAGE 1 Fp = 370 LB (LRFD) HORIZONTAL FORCE Fp = 148 LB (LRFD) VERTICAL FORCE WIND LOADING: Fh = 615 LB (LRFD) HORIZONTAL FORCE FROM PAGE 3 Fv = 542 LB (LRFD) VERTICAL FORCE FROM PAGE 3 Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St. Edmonds) Q&H Job # 21-112 Page 6 Client The Loft By Qing Date 5/22/2021 Subject Make-up Air Unit Attachment Design Checked Date 5/22/2021 MAKE-UP AIR UNIT ANCHORAGE DESIGN: WIDTH OF MAKE-UP AIR UNIT, b HEIGHT OF METAL CURB, h HEIGHT OF MAKE-UP AIR UNIT, H HEIGHT OF h + H/2: LOAD SUMMARY: SEISMIC: Fp = 370 Fp = 148 3.1 FT 18.0 IN 37.0 IN 3.0 FT LB (LRFD) HORIZONTAL FORCE LB (LRFD) VERTICAL FORCE WIND: Fh = 615 LB (LRFD) HORIZONTAL FORCE Fv = 542 LB (LRFD) VERTICAL FORCE MAKE-UP AIR UNIT D = 718 LB WEIGHT OF MAKE-UP AIR UNIT LOAD COMBINATIONS (ASD): CASE 1: 0.6D + 0.6W (EQ16-15, IBC 2018) CASE 2: 0.61D + 0.7E (EQ16-16, IBC 2018) EQ 16-15, CASE 1: OVERTURNING MOMENT: OTM = 0.6W'(h + H/2) 1123 LB -FT RESISTING MOMENT: RM = (0.6D - 0.6W)'(b/2) 164 LB -FT NET OTM = OTM - RM 960 LB -FT EQ 16-16, CASE 2: OVERTURNING MOMENT: OTM = 0.7E'(h + H/2) 787 LB -FT RESISTING MOMENT: RM = (0.6D - 0.7E)'(b/2) 507 LB -FT NET OTM = OTM - RM 280 LB -FT GOVERNED NET OVERTURNING MOMNET (ASD) 960 LB -FT GOVERNED LATERAL FORCE (ASD) 369 LB TRY 1/4"x4-1/2" SIDS SCREW at EACH SIDE of METAL CURB Vallow. (PER SIMPSON STRONG TIE C-C-2019) = 288 LB Tallow. (PER SIMPSON STRONG TIE C-C-2019) = 528 LB # OF SIDS SCREWS at EACH SIDE of CURB TOTAL # OF SIDS SCREWS USED at METAL CURB 16 SHEAR FORCE "V" at EACH SCREW 23 LB TENSILE FORCE "T" at EACH SCREW 77 LB INTERACTION EQUATION, V/ Vg_ +T/ Tallow. _< 1.0 0.23 OK WorE 2 N_ + L t ♦ b I v C T LOADING DIAGRAM CONNECT MAU METAL CURB TO ROOF FRAMING w/ (4) - 1/4"x 4-1/2" SIDS SCREWS AT EACH SIDE EXHAUST FAN CALCULATIONS Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St. Edmonds) Q&HJob # 21-112 Page 1 Client The Loft By Qing Date 05/22/21 Subject Exhaust Fan Roof Attachment Checked Date 5/22/2021 PROJECT DESCRIPTION: SCOPE OF WORK: EXHAUST FAN INSTALLATION DESIGN AS SHOWN IN THE MECHANICAL DRAWINGS. PROJECT ADDRESS: 515 Main Street, Edmonds, WA 98020 EXISTING STRUCTURE CONDITION: EXISTING (1)-STORY CMU STRUCTURE. EXISTING ROOF STRUCTURE CONSISTS OF 2x DECKING, AND 2x8 CEILING JOISTS @ 24" O.C., SPANNING BETWEEN WOOD BEAMS AND BEARING WALLS DESIGN LOADS: SEISMIC (PER ASCE 7-16, CHAPTER 13 REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS): SIDS 1.03 SHORT PERIOD SPECTRAL ACCELERATION DETERMINED FROM SECTION 11.4.5 ap 2.50 COMPONENT AMPLIFICATION FACTOR (TABLE 13.6-1) Rp 6.00 COMPONENT RESPONSE MODIFICATION FACTOR (TABLE 13.6-1) It, 1.00 COMPONENT IMPORTANCE FACTOR (SECTION 13.1.3) z 11.00 HT. IN STRUCTURE OF POINT OF ATTACHMENT WITH RESPECT TO BASE h 11.00 AVERAGE ROOF HEIGHT OF STRUCTURE WITH RESPECT TO BASE SEISMIC DESIGN FORCE: F 0.4apSDSWp 1+2z/h EQUATION 13.3-1 Rp/l p Fp,max = 1.6SDSIPWP (EQUATION 13.3-2) Fp, min— 0.3SDSIpWp (EQUATION 13.3-3) Fp= 0.52 Wp Fp,max = 1.65 Wp Fp,min = 0.31 Wp GOVERNING SEISMIC LOAD: EQUATION 13.3-1 GOVERNS DESIGN VERTICAL SEISMIC FORCE: Fir, Horizontal = 0.52 Wp (LRFD) Fp, Vertical = 0.2SDSWp (ASCE7-16 SECTION 13.3.1.2) 0.36 Wp (ASD) Fp, Vertical 0.21 Wp (LRFD) Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St. Edmonds) Q&HJob # 21-112 Page 2 Client The Loft By Qing Date 05/22/21 Subject Exhaust Fan Roof Attachment Checked Date 5/22/2021 WIND LOAD ON OTHER STRUCTURES AND BUILDING APPURTENANCES (ASCE 7-16, CHAPTER 29) STEP 1: DETERMINE RISK CATEGORY RISK CATEGORY: II (SEE TABLE 1.5-1) STEP 2: DETERMINE BASIC WIND SPEED, V FOR APPLICABLE RISK CATEGORY BASIC WIND SPEED, V 97 MPH, (3) SECOND GUST FROM ATC WEB SITE STEP 3: DETERMINE WIND LOAD PARAMETERS WIND DIRECTIONALITY FACTOR, Kd 0.90 (SEE SECTION 26.6 AND TABLE 26.6-1) EXPOSURE CATEGORY B, C OR D B (SEE SECTION 26.7) TOPOGRAPHIC FACTOR, Kzt 1.00 (SEE SECTION 26.8 AND FIGURE 26.8-1) GROUND ELEVATION FACTOR, Ke 1.00 (SEE SECTION 26.9) GUST EFFECT FACTOR, G 0.85 (SEE SECTION 26.11) STEP 4: DETERMINE VELOCITY WIND PRESSURE COEFFICIENT HEIGHT, z 11.0 FT MEAN ROOF HEIGHT, h 11.0 FT TERRAIN EXPOSURE CONSTANT, a 7.0 (SEE TABLE 26.11-1) TERRAIN EXPOSURE CONSTANT, zg 1200.0 FT (SEE TABLE 26.11-1) VELOCITY PRESSURE COEFFICIENT, Kz 0.57 (SEE TABLE 26.10-1) VELOCITY PRESSURE COEFFICIENT, Kh 0.57 (SEE TABLE 26.10-1) NOTES: 1. a = 7.0 FOR EXPOSURE'B', 9.5 FOR EXPOSURE'C', OR 11.5 FOR EXPOSURE'D' 1. zg = 1200 FOR EXPOSURE'B', 900 FOR EXPOSURE'C', OR 700 FOR EXPOSURE'D' STEP 5: DETERMINE VELOCITY PRESSURE qz OR qh qz = 0.00256*Kz*Kzt*Kd*Ke*V2 12.46 PSF (EQUATION 26.10-1) qh = 0.00256*Kh*Kzt*Kd*Ke*V2 12.46 PSF (EQUATION 26.10-1) Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St. Edmonds) Q&H Job # 21-112 Page 3 Client The Loft By Qing Date 05/22/21 Subject Exhaust Fan Roof Attachment Checked Date 5/22/2021 STEP 6: DETERMINE FORCE COEFFICIENT FORCE COEFFICIENT, Cf 1.4 SEE FIGURE 29.4-1 NOTES: 1. SEE FIGURE 29.3-1 FOR SOLID FREESTANDING SIGNS OR SOLID FREESTANDING WALLS 2. SEE FIGURE 29.4-1 FOR CHIMNEYS, TANKS, ROOFTOP EQUIPMENT 3. SEE FIGURE 29.4-2 FOR OPEN SIGNS, SINGLE -PLANE OPEN FRAMES 4. SEE FIGURE 29.4-3 FOR TRUSSED TOWERS. STEP 7: DETERMINE WIND FORCE F SOLID FREE STANDING WALLS AND SOLID FREESTANDING SIGNS GROSS AREA OF SIGN OR WALL, As FT WIND PRESSURE, p = qh*G*Cf PSF WIND FORCE, F = qh*G*Cf*As LB (EQUATION 29.3-1) ROOFTOP STRUCTURES AND EQUIPMENT FOR BUILDINGS WITH h 5 60 FT VERTICAL PROJECTED AREA, Af 6.0 FT HORIZONTAL PROJECTED AREA, Ar 6.0 FT (G*Cr) FOR HORIZONTAL PRESSURES 1.9 (SEE SECTION 29.4.1) (G*Cr) FOR VERTICAL PRESSURES 1.5 (SEE SECTION 29.4.1) HORIZONTAL PRESSURE, ph = qh*(G*Cr) 23.7 PSF VERTICAL PRESSURE, pv = qh*(G*Cr) 18.7 PSF HORIZONTAL FORCE, Fh = qh*(GCr)*Af 142 LB (EQUATION 29.4-2) VERTICAL FORCE, Fv = qh*(GCr)*Ar 112 LB (EQUATION 29.4-3) OTHER STRUCTURES PROJECTED AREA NORMAL TO WIND, Af 0.0 FT' WIND PRESSURE, p = qz*G*Cf PSF WIND FORCE, F = qz*G*Cf*Af LB (EQUATION 29.4-1) Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St. Edmonds) Q&HJob # 21-112 Page 4 Client The Loft By Qing Date 05/22/21 Subject Exhaust Fan Roof Attachment Checked Date 5/22/2021 ROOF TOP EQUIPMENTS/EXHAUST FAN ASSEMBLY WEIGHTS: SECTOR EQUIPMENTS WEIGHT (lb) SECTOR EQUIPMENTS WEIGHT (lb) 1 EXHAUST FAN 93 11 0 2 12"x12" EXHAUST FAN DUCT 30 12 0 3 FIRE WRAP (2 LAYERS) 23 13 0 4 0 14 0 5 0 15 0 6 0 16 0 7 0 17 0 8 0 18 0 9 0 19 0 10 0 20 0 TOTAL 146 TOTAL 0 SECTOR EQUIPMENTS WEIGHT (lb) SECTOR EQUIPMENTS WEIGHT (lb) 21 0 31 0 22 0 32 0 23 0 33 0 24 0 34 0 25 0 35 26 0 36 27 0 37 28 0 38 29 0 39 30 0 40 TOTAL 0 TOTAL 0 TOTAL WEIGHT OF EQUIPMENTS: 146 Ibs Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St. Edmonds) Q&HJob # 21-112 Page 5 Client The Loft By Qing Date 05/22/21 Subject Exhaust Fan Roof Attachment Checked Date 5/22/2021 LATERAL LOAD: WIND AND SEISMIC LOAD ON EQUIPMENT SEISMIC LOADING: Wp = 146 LB Fp, Horizontal = 0.52 Wp (LRFD) FROM PAGE 1 Fp, Vertical = 0.21 Wp (LRFD) FROM PAGE 1 Fp = 75 LB (LRFD) HORIZONTAL FORCE Fp = 30 LB (LRFD) VERTICAL FORCE WIND LOADING: Fh = 142 LB (LRFD) HORIZONTAL FORCE FROM PAGE 3 Fv = 112 LB (LRFD) VERTICAL FORCE FROM PAGE 3 Q&H CONSULTING ENGINEERS 8304 37th Ave. South T. 206-371-2770 Seattle, WA 98118 Project The Loft (515 Main St. Edmonds) Q&H Job # 21-112 Page 6 Client The Loft By Qing Date 5/22/2021 Subject Exhaust Fan Roof Attachment Checked Date 5/22/2021 EXHAUST FAN ANCHORAGE DESIGN: WIDTH OF EXHAUST FAN, b HEIGHT OF METAL CURB, h HEIGHT OF EXHAUST FAN, H HEIGHT OF h + H/2 LOAD SUMMARY: SEISMIC: Fp = 75 Fp = 30 WIND: Fh = 142 Fv = 112 2.0 FT 18.0 IN 28.0 IN 2.7 FT LB (LRFD) HORIZONTAL FORCE LB (LRFD) VERTICAL FORCE LB (LRFD) HORIZONTAL FORCE LB (LRFD) VERTICAL FORCE EXHAUST FAN WEIGHT D 146 LB WEIGHT OF EXHAUST FAN LOAD COMBINATIONS (ASD): CASE 1: 0.6D + 0.6W (EQ16-15, IBC 2018) CASE 2: 0.6D + 0.7E (EQ16-16, IBC 2018) EQ 16-15, CASE 1: OVERTURNING MOMENT: OTM = 0.6W*(h + H/2) 227 LB -FT RESISTING MOMENT: RM = (0.6D - 0.6W)*(b/2) 20 LB -FT NET OTM = OTM - RM 207 LB -FT EQ 16-16, CASE 2: OVERTURNING MOMENT: OTM = 0.7E*(h + H/2) 140 LB -FT RESISTING MOMENT: RM = (0.61D - 0.7E)*(b/2) 67 LB -FT NET OTM = OTM - RM 74 LB -FT GOVERNED NET OVERTURNING MOMNET (ASD) 207 LB -FT GOVERNED LATERAL FORCE (ASD) 85 LB TRY 1/4"x3-1/2" SDS SCREW at EACH SIDE of METAL CURB Vallow. (PER SIMPSON STRONG TIE C-C-2019) = 288 LB Tallow. (PER SIMPSON STRONG TIE C-C-2019) = 432 LB # OF SDS SCREWS at EACH SIDE of CURB TOTAL # OF SDS SCREWS USED at METAL CURB 12 SHEAR FORCE "V" at EACH SCREW 7 LB TENSILE FORCE "T" at EACH SCREW 34 LB INTERACTION EQUATION, V/ Vallow. +T/ Tallow. ='� 1.0 0.10 ♦ b � C T LOADING DIAGRAM *CONNECT METAL CURB TO ROOF FRAMING w/ (3) - 1/4"x 3-1/2" SDS SCREWS at EACH SIDE* VorE N_ 2 s V EXISTING ROOF FRAMING CALCULATIONS (E) 2x8 (E) 2x8 © `-------------- (N) 4x12 w/ LUS414 EA. END /(---(E) POST (E)-2x8 CEILING JOISTS ® 24" O.C. (N) 2-2x12 w/ F-(2)-A35 EA. END N LUS28, TYP. - (E) 2x8 0 (E) 2x8 C-7 C 7 C (E) 3Y8x10Y2 GL. N (E) 2-2x12�® x N I N i i w (E) 4x12 (E) 4x12 (E) S-K<GHT N >E)IGHT W \-(N) 2-2x12 BLKG. UNDER Q METAL CURB (N) 2-2x12 w/ LUS210-2 (E)-FRAMING TO REMAIN N X W (N) 4x12 w/ LUS414 EA. END (E)-2x8 CEILING JOISTS @ 24" O.C. (E)-2x8 CEILING JOISTS @ 24" O.C. PROPOSED ROOF FRAMING a FORTE'M3 MEMBER REPORT Roof Framing, 1_Make-up support 1 piece(s) 4 x 12 HF No.2 PASSED Overall Length: 3 10' L 5' d" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 326 @ 3" 2126 (1.50") Passed (15%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 211 @ 1' 2 1/4" 4528 Passed (5%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 435 @ 2' 11" 6615 Passed (7%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.002 @ 2' 11" 0.267 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.004 @ 2' 11" 0.356 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 11 1/4" HF beam 3.00" Hangers 1.50" 202 152 354 See note 1 2 - Hanger on 11 1/4" HF beam 3.00" Hangers 1.50" 202 152 354 See note 1 • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger LUS48 2.00" N/A 6-10dx1.5 4-10d 2 - Face Mount Hanger LUS48 2.00" N/A 6-10dxl.5 4-10d • Reter to manufacturer notes and instructions tor proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 3" to 57" N/A 10.0 1 - Uniform (PSF) 0 to 5' 10" (Top) 9" 15.0 25.0 Roof 2 - Uniform (PLF) 0 to 5' 10" (Top) N/A 49.0 - Make-up air unit 3 - Uniform (PSF) 0 to 5' 10" (Top) 1' 4" 25.0 Snow Member Notes Check (E) beam with Make-up air unit added Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software operator Job Notes 5/23/2021 12:36:41 AM UTC The Loft (515 Main Street, Edmonds, WA) A& ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-112 The Loft Page 2 / 12 a FORTE'M3 MEMBER REPORT Roof Framing, 2 2 piece(s) 2 x 12 HF No.2 Overall Length: L 4' 2" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 848 @ 3 1/2" 1823 (1.50") Passed (47%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 619 @ 1' 2 3/4" 3881 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 935 @ 1' 8 1/4" 5155 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.003 @ 2' 4 3/16" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.006 @ 2' 4 1/8" 0.278 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 11 1/4" DF beam 3.50" Hangers 1.50" 415 502 917 See note 1 2 - Hanger on 11 1/4" DF beam 3.50" Hangers 1.50" 320 424 744 See note 1 • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points PASSED System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger LUS28-2 2.00" N/A 6-10dx1.5 3-10d 2 - Face Mount Hanger LUS28-2 2.00" N/A 6-10dx1.5 3-10d • Reter to manufacturer notes and instructions tor proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 4' 5 1/2" N/A 8.6 1 - Uniform (PSF) 0 to 4' 9" (Top) 5' 10 1/2" 15.0 25.0 Roof 2 - Point (lb) 1' 8" (Top) N/A 280 228 Make-up air unit Member Notes Check (E) beam with Make-up air unit added Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes The Loft (515 Main Street, Edmonds, WA) A Weyerhaeuser 5/23/2021 12:36:41 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-112 The Loft Page 3 / 12 a FORTE'M3 MEMBER REPORT Roof Framing, 3 2 piece(s) 2 x 12 HF No.2 PASSED Overall Length: 6' 3" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 690 @ 3 1/2" 1823 (1.50") Passed (38%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 462 @ 1' 2 3/4" 3881 Passed (12%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 978 @ 3' 1 1/2" 5155 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.007 @ 3' 1 1/2" 0.283 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.012 @ 3' 1 1/2" 0.378 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 11 1/4" DF beam 3.50" Hangers 1.50" 300 459 759 See note 1 2 - Hanger on 11 1/4" DF beam 3.50" Hangers 1.50" 300 459 759 See note 1 • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger LUS28-2 2.00" N/A 6-10dx1.5 3-10d 2 - Face Mount Hanger LUS28-2 2.00" N/A 6-10dx1.5 3-10d • Reter to manufacturer notes and instructions for proper installation and use or all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 5' 11 1/2" N/A 8.6 1 - Uniform (PSF) 0 to 6' 3" (Top) 5' 10 1/2" 15.0 25.0 Roof Member Notes Get reaction from (E) beam Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes The Loft (515 Main Street, Edmonds, WA) A Weyerhaeuser 5/23/2021 12:36:41 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-112 The Loft Page 4 / 12 a" O R T CM MEMBER REPORT PASSED Roof Framing, 4 1 piece(s) 4 x 12 DF No.2 Overall Length: la' 1' I 12' 6" n All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. i 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1884 @ 3 1/2" 3281 (1.50") Passed (57%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1311 @ 1' 2 3/4" 5434 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5583 @ 6' 7004 Passed (80%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.106 @ 6' 4 9/16" 0.625 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.193 @ 6' 4 5/8" 0.833 Passed (L/778) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 11 1/4" DF beam 3.50" Hangers 1.50" 863 1021 1884 See note 1 2 - Hanger on 11 1/4" DF beam 3.50" Hangers 1.50" 402 454 856 See note 1 • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger LUS410 2.00" N/A 8-16d 6-16d 2 - Face Mount Hanger LUS48 2.00" N/A 6-10dx1.5 4-10d • Reter to manufacturer notes and instructions tor proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 12' 9 1/2" N/A 10.0 1 - Point (lb) 8" (Top) N/A 425 514 Roof & MUA 2 - Point (lb) 6' (Top) N/A 715 961 Roof & MUA Member Notes Check (E) beam with added Make-up air unit Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes The Loft (515 Main Street, Edmonds, WA) A Weyerhaeuser 5/23/2021 12:36:41 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-112 The Loft Page 5 / 12 a FORTE'M3 MEMBER REPORT Roof Framing, 5 1 piece(s) 2 x 8 HF No.2 PASSED Overall Length: 7' 1" 6' 6" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 204 @ 6' 11" 2126 (3.50") Passed (10%) 1.0 D (All Spans) Shear (Ibs) 189 @ 6' 2 1/4" 979 Passed (19%) 0.90 1.0 D (All Spans) Moment (Ft-Ibs) 438 @ 4' 6" 893 Passed (49%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.338 Passed (2L/999+) 1.0 D (All Spans) Total Load Defl. (in) 0.049 @ 3' 8 1/4" 0.450 Passed (L/999+) 1.0 D (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • A 11.2% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Total ■ Supports 'Ir Accessories 1 - Stud wall - SPF 3.50" 3.50" 1.50" 140 140 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1 1.50" 204 204 Blocking • uiocKmg raneis are assumea co carry no ioaas appnea airecoy aoove mem ano me run ioaa is appnea io me memoer oeing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Vertical Loads Location (Side) Tributary Width (0.90) Comments 0 - Self Weight (PLF) 0 to 7' 1" N/A 2.8 1 - Uniform (PSF) 0 to 7' 1" (Top) 2' 7.0 Ceiling 2 - Point (lb) 4' 6" (Top) N/A 226 Kitchen & Exhaust fan F ember Notes eck (E) 2x8 with added kitchen hood load System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes The Loft (515 Main Street, Edmonds, WA) A Weyerhaeuser 5/23/2021 12:36:41 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-112 The Loft Page 6 / 12 a FORTE"M3 MEMBER REPORT Roof Framing, 6 1 piece(s) 2 x 8 HF No.2 PASSED Overall Length: 1= - 12' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 203 @ 2" 2126 (3.50") Passed (10%) 1.0 D (All Spans) Shear (Ibs) 188 @ 10 3/4" 979 Passed (19%) 0.90 1.0 D (All Spans) Moment (Ft-Ibs) 549 @ 4' 3 7/8" 649 Passed (84%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.000 @ 0 0.613 Passed (2L/999+) 1.0 D (All Spans) Total Load Defl. (in) 0.235 @ 6' 1/16" 0.817 Passed (L/627) 1.0 D (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • A 35.4% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Total ■ Supports 'Ir Accessories 1 - Stud wall - SPF 3.50" 3.50" 1.50" 203 203 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1 1.50" 138 138 Blocking • uiocKmg raneis are assumea co carry no ioaas appnea airecoy aoove mem ano me run ioaa is appnea io me memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Vertical Loads Location (Side) Tributary Width (0.90) Comments 0 - Self Weight (PLF) 0 to 12' 7" N/A 2.8 1 - Uniform (PSF) 0 to 12' 7" (Top) 2' 7.0 Ceiling 2 - Point (lb) T 3" (Top) N/A 131 Kitchen & Exhaust fan Member Notes Check (E) 2x8 with added kitchen hood load System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes The Loft (515 Main Street, Edmonds, WA) A Weyerhaeuser 5/23/2021 12:36:41 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-112 The Loft Page 7 / 12 a FORTE'M3 MEMBER REPORT Roof Framing, 7 1 piece(s) 4 x 12 DF No.2 PASSED Overall Length: 3 1' L 4' 6" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 603 @ 3 1/2" 3281 (1.50") Passed (18%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 434 @ 1' 2 3/4" 5434 Passed (8%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 686 @ 2' 4 5/8" 7004 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.001 @ 2' 6 1/2" 0.225 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.004 @ 2'5 13/16" 0.300 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 11 1/4" HF beam 3.50" Hangers 1.50" 382 270 652 See note 1 2 - Hanger on 11 1/4" HF beam 3.50" Hangers 1.50" 286 270 556 See note 1 • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger LUS48 2.00" N/A 6-10dx1.5 4-10d 2 - Face Mount Hanger LUS48 2.00" N/A 6-10dx1.5 4-10d • Reter to manufacturer notes and instructions tor proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 4' 9 1/2" N/A 10.0 1 - Uniform (PSF) 0 to 5' 1" (Top) 4' 3" 15.0 25.0 Roof 2 - Point (lb) 2' 6 1/2" (Top) N/A 73 - Exhaust fan 3 - Point (lb) 1' 7" (Top) N/A 226 - Kitchen hood Member Notes New roof beam at exhaust fan duct penetration Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB software operator Job Notes 5/23/2021 12:36:41 AM UTC The Loft (515 Main Street, Edmonds, WA) A& ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-112 The Loft Page 8 / 12 a FORTE M3 MEMBER REPORT Roof Framing, 8 1 piece(s) 3 1/8" x 10 1/2" 24F-V4 DF Glulam Overall Length: 13' 1 L 12' 6" L 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2680 @ 3 1/2" 3047 (1.50") Passed (88%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2126 @ P 2" 6666 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 6992 @ 6' 13207 Passed (53%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.160 @ 6'5 13/16" 0.625 Passed (L/938) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.352 @ 6' 5 3/4" 0.833 Passed (L/426) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 6". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 10 1/2" DF beam 3.50" Hanger' 1.50" 1536 1167 2703 See note' 2 - Hanger on 10 1/2" DF beam 3.50" Hanger' 1 1.50" 1109 869 1978 See note' • He nanger supports, me i ocai bearing aimens on is equal co me wiacn or me macenai mac is supporang me ranger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) End Bearing Points PASSED System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger LGU3.25-SDS H=10.5 4.50" N/A 16-SDS25212 12-SDS25212 2 - Face Mount Hanger LGU3.25-SDS H=10.5 4.50" N/A 16-SDS25212 12-SDS25212 • Refer to manutacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 12' 9 1/2" N/A 8.0 -- 1 - Uniform (PSF) 0 to 13' 1" (Top) 2' 15.0 25.0 Roof 2 - Uniform (PLF) 8" to 73 1/2" (Top) N/A 49.0 - Make-up air unit 3 - Point (lb) 8" (Top) N/A 468 323 Make-up, hood & exhaust fan 4 - Point (lb) 3' (Top) N/A 382 270 Kitchen hood & exhaust fan 5 - Point (lb) 6' (Top) N/A 320 424 Make-up & roof 6 - Point (lb) 9' 4" (Top) N/A 382 270 Kitchen hood & exhaust fan 7 - Point (lb) 11' 6" (Top) N/A 277 95 Kitchen hood & exhaust fan ForteWEB Software Operator Job Notes The Loft (515 Main Street, Edmonds, WA) A Weyerhaeuser 5/23/2021 12:36:41 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-112 The Loft Page 9 / 12 BEAM #9 CQLAC1 I f: o V1 VA,' - 7 -4—$?'9 �' See A v,4- . V,ra= S.¢-34- st- � cctI CLAI Via, A-f t'o+ci+ � M Cr2] 34,e7-7--;t1 V e f') _ 5V Z-i * — 0,q3 /' 05 VCai 5d 3 # C�7 -,44+7- PrbPbsecA cooAi, '4"j k o,d �[a N E,A L A Q�G 0 k I[ O N S v L F I N G ENGINE ERS J AJdfa Fb� �IIjI 1U F 71�` R CPS fl l01% iirt 5aZ"1 naICalty IZ 1 h tt-01CLWA -TkZ I+ft C6if maim S-f:3 0512z12,1 2+-r+2 project date project no, Zq �. designer sheet �L client a FORTE'M3 MEMBER REPORT Roof Framing, 9_post condition 1 pieces 4 x 12 DF No.2 FAILED Overall Length: 23' 8" 10' 2 3f4" i 12' 4 3/4" ❑2 Q3 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 9763 @ 10' 9" 12031 (5.50") Passed (81%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5027 @ 9' 7" 5434 Passed (93%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -11106 @ 10' 9" 6768 Failed (164%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.155 @ 178 15/16" 0.637 Passed (L/990) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.191 @ 4' 11 7/16" 0.706 Passed (L/665) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • A 3.4% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 3.50" 3.50" 1.88" 1322 1341 2663 Blocking 2 - Column - HF 5.50" 5.50" 4.46" 4226 5537 9763 Blocking 3 - Stud wall - HF 3.50" 3.50" 1.83" 917 1673 2590 Blocking • rsiocKmg raneis are assumea to carry no ioaas appnea airecay aoove mem ano me run ioaa is appnea to me memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) All Bearing Points Bottom Edge (Lu) All Bearing Points Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 23' 8" N/A 1o.0 1 - Uniform (PSF) 8' 11" to 23' 8" (Top) 12' 6 3/4" 15.0 25.0 Roof 2 - Uniform (PSF) 0 to 8' 11" (Top) 6' 8" 15.0 25.0 Roof 3 - Point (lb) 4' 9" (Top) N/A 1536 1167 Hood, make-up & exhaust fan 4 - Point (lb) 8' 11" (Top) N/A 838 992 Hood, make-up & exhaust fan 5 - Point (lb) 2' 1" (Top) N/A 184 - Kitchen hood F ember Notes eck (E) beam with added kitchen hood, make-up air unit & exhaust fan System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes The Loft (515 Main Street, Edmonds, WA) A Weyerhaeuser 5/23/2021 12:36:41 AM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-112 The Loft Page 11 / 12 a FORTE'M3 MEMBER REPORT Roof Framing, 9_Existing condition 1 piece(s) 4 x 12 DF No.2 FAILED Support 1 failed reaction check due to insufficient bearing capacity. Support 2 failed reaction check due to insufficient bearing capacity. Overall Length: 23' 8" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6064 @ 2" 4961 (3.50") Failed (122%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5434 @ 1' 2 3/4" 5434 Passed (100%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 34877 @ 11-10" 6288 Failed (555%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 3.152 @ 11' 10" 1.167 Failed (L/89) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 5.144 @ 11' 10" 1.556 Failed (L/54) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • A 10.2% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 3.50" 3.50" 4.28" 2348 3716 6064 Blocking 2 - Stud wall - HF 3.50" 3.50" 4.28" 2348 3716 6064 Blocking • b1ocKmg Paneis are assumed to carry no ioads applied directiy aoove tram and tree full ioaci is applied to the memoer oeing designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) All Bearing Points Bottom Edge (Lu) All Bearing Points Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 23' 8" N/A 10.0 1 - Uniform (PSF) 0 to 23' 8" (Top) 12' 6 3/4" 15.0 25.0 Roof Member Notes Check (E) beam with added kitchen hood, make-up air unit & exhaust fan System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes The Loft (515 Main Street, Edmonds, WA) A Weyerhaeuser 5/23/2021 12:36:41 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 21-112 The Loft Page 12 / 12