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HomeMy WebLinkAboutCOM2020-00080 cancelled - COM Application - 7/20/2020 .c . > MASON COUNTY COMMUNITY SERVICES Permit No: 0WI22L--bC0 e PERMIT ASSISTANCE CENTER: •BUILDING •PLANNING•PUBLIC HEALTH•FIRE MARSHAL 615 W.Alder Street,Shelton,WA 98584 Phone Shelton:(360)427-9670 ext.352•Fax:(360)427-7798 Phone Belfair:(360)275-4467•Phone Elma:(360)482-5269 o° .� BUILDING PERMIT APPLICATION PROPERTY OWNER INFORMATION: CONTRACTOR INFORMATION: NAME:K\e It-" 'S <l 0- NAME: ! e& c, ��t c: -F.vl C:. MAILING ADDRESS' P- - 6 e-x 1 1 ( Z- MAILING ADDRESS: CITY:/'n 0 P, 0 x-) STATE: GU O+ ZIP: f STATE:i-L=.4 ZIP: PHONE#1: 3 (p 0 —4 PHONE:73& -- L-2 `c (o CELL: PHONE#2: EMAIL : EMAIL:<g�14�ti lts]�l2c /�. C C0 L&I REG# P 2° EXP. PRIMARY CONTACT: OWNER❑ CONTRACTOR❑ OTHER NAME , 1111 EMAIL c h Q✓2 L /'V/ L MAILING ADDRESS �� C ti CITY,L4 e�STA EWE ZIPS¢,-�—' PHONE CELL `�`" PARCEL INFORMATION: a PARCEL NUMBER(12 Digit Number) 4, Z ��G z l 0��O ZONING S LEGAL DESCRIPTION(Abbreviated) FIRE DISTRICT, SITE ADDRESS (&( W tA,, CITY__E_k e--(T�K) DIRECTIONS TO SITE ADDRESS A r IS THE PROJECT WITHIN 300 FT OF SLOPE(S)GREATER THAN 14%: YES[] NO 2' SNOW LOAD: n psf IS PROPERTY WITHIN 200 FT OF THE FOLLOWING: (Check all that apply): SALTWATER❑ LAKE❑ RIVER/CREEK❑ POND ❑ WETLAND ❑ SEASONAL RUNOFF❑ STREAM❑ TYPE OF WORK: NEW Z ADDITION ❑ ALTERATION❑ REPAIR❑ OTHER ❑ USE OF STRUCTURE(Residence, Garage,Commercial Bldg,Etta `J' � �i:;- fI fe A o, )...ti-!E=, IS USE: PRIMARY ❑ SEASONAL IK NUMBER OF BEDROOMS -b NUMBER OF BATHROOMS._ HEATED STRUCTURE? YES(Whole Bldg) ❑ YES(Part[s]ofBldg) ❑ ^NO DESCRIBE WORK SOUARE FOOTAGE: (proposed) 1 ST FLOOR _sq.ft. 2ND FLOOR sq.ft. 3RD FLOOR sq.ft. BASEMENT sq.ft. DECK sq.ft. COVERED DECK sq.ft. STORAGE sq.ft. OTHER sq.ft. GARAGE sq.ft. Attached❑ Detached❑ CARPORT sq.ft. Attached❑ Detached❑ MANUFACTURED HOME INFORMATION: *4 COPIES OF THE FLOOR PLAN REQUIRED* MAKE MODEL YEAR LENGTH WIDTH BEDROOMS BATHS SERIAL NUMBER ENVIRONMENTAL HEALTH: SEWAGE/SEWER SOURCE: SEPTIC❑ SEWER❑ / NEW❑ EXISTING❑ Apo 2(`.s b L t- PLUMBING IN STRUCTURE? YES ❑ NO [9 If yes, attach completed Water Adequacy Form PERIMETER/FOUNDATION DRAINS PROPOSED? YES ❑ NOY EXISTING SQ.FT. EXISTING BEDROOMS ( PROPOSED BEDROOMS (" TOTAL BEDROOMS — OWNER acknowledges that submission of inaccurate information may result in a stop work order or permit revocation.Acknowledgement of such is by signature below.I declare that I am the owner and I further declare that I am entitled to receive this permit and to do the work as proposed. I have obtained permission from all the necessary parties,including any easement holder or parties of interest regarding this project. The owner or legal representative,represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure(s)for review and inspection. This permit/application becomes null&void if work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK ON THIS PERMIT IS BY MEANS OF INSPECTION. INACTIVITY OF THIS PERMIT APPLICATION OF 180 DAYS OF MORE WILL CAUSE THE APPLICATION TO BE EXPIRED. (MASON COUNTY CODE 14.08.42) x Signature of OWNER(M st be signed by the OWNER) Date DEPARTMENTAL REVIEW APPROVED DATE DENIED DATE TAGS/NOTES/CONDITIONS BUILDING DEPARTMENT PLANNING DEPARTMENT FIRE MARSHAL PUBLIC HEALTH Ld Lu U) ---- -- -- - - -- - - -- - - --- - --- -- -- --- - - T o ci LLJ a LL- LLJ F-- Ld p 33N33 3dninj 0 co t < LU < < C) V) 0 a 5; 33N33 3aninj X x x x X X X X X X X X X X X X X X X X X Ecru offm ZZZZZ MI m 02222 N Fn(n fn V)En <DNDNVd TEI w w w ui ui q F-1 t T T —X--- —X— —X-- X— —K— X-- --x —X— -i HiNIIN r w!w ALLIANCE ae0reigon5 .com it 116 ENGINEERING 2700 Market St. NE 503 89-1727 Spe-,;allsts in Post Frame Engineering Salem, OR 97301 FAx 503 589-1728 POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROjECT o® REVIEWED FOR 1405120 CODE COMPLIANCE rv'l'kj 7 7 EN , MASON COUNTY VVASrloi GT Y� E C110DEF BUILDING DEPARTMENT BUILDING OWNER / LOCAT ION: Garcia Evergreens 61 W Westfield Ct Shelton, WA 98585 CLIENT: F & L Pacific, Inc. 2510 Sandra Ave Ste B Centralia, WA 98531 THESE PLANS MUST BE ON THE JOB SITE ENGINEER- FOR INSPECTION C Li 0 VA' Ci "OMPLY WITH 28765 MUS G N L ERMIT CONDITION Property of Alliance Engineering of Oregon, Inc. Unauthorized duplication prohibited. Copyright��Alliance Engineering of Oregon, Inc. 2700 Market Street N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727 Salem, OR 97301 www.aeOregon.com Fax: (503) 589-1728 ' 5/15/2020 1405120 (Garcia Evergreens) 50x6Oxl4.xmcd 1 POST FRAME BUILDING REFERENCES: 1. 2015 Edition of the International Building Code 2. ASCE 7-10- Minimum Design Loads for Buildings and Other Structures American Society of Civil Engineers,2011 3. 2015 Edition,National Design Specification(NDS)For Wood Construction with 2015 NDS Supplement,American Wood Council,2014 4. ASABE EP486.2-Shallow Post and Pier Foundation Design American Society of Agricultural and Biological Engineers,2012 5/15/2020 1405120 (Garcia Evergreens) 50x60xl4.xmcd 2 DESIGN INPUT VALUES: Building Dimensions Wbldg:= 50-ft Width of Building Lbldg:= 60-ft Length of Building Hbldg:= 14•ft Eave Height of Building overhang:= 18'tn Length of Eave Overhang Rpitch:= 3.5 / 12 Roof pitch Bay:= 13-ft Greatest nominal spacing between eave wall posts WLgableopenings:= 10'ft Total width of openings in left gable wall WRgableopenings:= 0-ft Total width of openings in right gable wall WFeaveopenings:= 24-ft Total width of openings in front eave wall WReaveopenings:= 0-ft Total width of openings in rear eave wall Design Loads for Building: Risk—Category Wind Design Values: Wind Speed: Wind Exposure: Vwind= 1 10 mph Exposure Seismic Design Values: Site class :_ Ss:= 1.434 Mapped spectral acceleration for short period Sl := 0.600 Mapped spectral acceleration for 1 second period Ra:= 2.5 Response modification factor Roof Load Design Values: pg:= 25-psf Ground snow load pd= 5 psf Roof dead load Roof type is = "metal sheathing" pLr= 20 psf Roof live load pd2:= O-psf Additional truss bottom chord dead load (if applicable) 5/15/2020 1405120 (Garcia Evergreens) 50x60xl4.xmcd 3 DESIGN INPUT VALUES (Continued): Structural Members for Building: Eave Post Properties: (Solid rough-sawn post unless otherwise specified) Spost Post Species := Post Grade Purlin Properties: (14' Bay) Girt Properties: Spurlin — Sgirt Purlinspecies Girtspecies Purlingrade Gtrtgrade �_ Purlinspacing 24•in Girtspacing 24•in Purlin Properties: (12' Bays & Less) Spurlin2 Purlinspecies2 _ Purl i ngrade2 Purlinspacing2 24-in Post Hole and Footing Design Values: gsoir := 1500•psf Assumed soil vertical bearing capacity Ssoir = 100 psf Assumed soil lateral bearing capacity dia_footing 2.0•ft Main eave post footing diameter Slab and backfrll information Concrete slab Backfill_type Main eave post hole backfill (GO TO LAST PAGE FOR SUMMARY OF RESULTS) + 5/i 5/2020 1405120 (Garcia Evergreens) 50x60xl4.xmcd 4 SNOW LOAD ANALYSIS: For roof slopes greater than 5 degrees, and less than 70 degrees. pg= 25 psf Ground Snow Load (from above) Rangle = 16.26 deg Angle of roof Ce= 1.00 Exposure factor Ct= 1.10 Thermal Factor CS = 0.90 Roof slope factor IS = 1.00 Importance factor 1. Determine Roof Snow Loads: pf:= 0.7.Ce Ct.ls.pg Equation 1 pf= 19.3 psf Flat roof snow load; Roof slope<_ 5deg PS Cs-pf Equation 2 Ps= 17.2 psf Sloped roof (balanced) snow load 2. Determine final snow load, ps, Psu= 25 psf Final roof snow load 5/15/2020 1405120 (Garcia Evergreens) 50x6Oxl4.xmcd 5 WIND ANALYSIS: Method 2 -Analytical Procedure Vwind= 110 mph Wind Speed kd= 0.85 Wind Directionality Factor k,— 1.0 Topographic Factor kZ- 0.849 Wind Exposure Factor(windward) - 1w— 1.00 Importance factor - qh:= 0.00256•kZ k kd.Vasd 2 qh= 13.41 psf Velocity Pressure Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: qww gh"GCpfww qlw= gh-GCpflw qµ,,= 6.67 psf qlw=—5.30 psf Windward Gable Wall: Leeward Gable Wall: gwwg gh.GCpfwwg glwg gh.GCpflwg gwwg= 5.36 psf glwg=—3.89 psf Windward Roof: Leeward Roof: qwr:= gh•GCpfwr qlr:= gh•GCpflr qwr =—9.25 psf qlr=—6.07 psf Wall Elements: Roof Elements: qwe:= gh-GCpfw qr:= gh•GCpfr qwe =—10.73 psf qr= —10.73 psf Internal Wind Pressure qi gh-GCpi qi = 2.41 psf 5/15/2020 1405120 (Garcia Evergreens) 50x60xl4.xmcd 6 SEISMIC CALCULATIONS: SS = 1.43 Mapped spectral acceleration for short periods (from above) SI = 0.60 Mapped spectral acceleration for 1-second period (from above) l-= 1.0 Importance factor Ra= 2.5 Response modification factor(from above) 1. Determine the Seismic Design Category a. Calculate SDS and SDS For SDS: For SD1: For SS = 1.43 For SI =0.60 Fa= 1.00 F„= 1.50 SMS := SS-Fa SM1 := Sl'F, SMS = 1.43 SMI = 0.9 SDS (32) 'SMS SDI := C3�'SMl SDS =0.96 SDI =0.60 Seismic Design_Category= "D" 2. Determine the building parameters Building dead load weight, W: Hbldg W �Wbldg'Lbldg'r(pf s-.2) + pdT +E2-(Wbldg+ Lbldg)' 2 ] + (Hroof Wbldg) 'pd W =24522.9 lb Building area, Ab: Ab:= Lbldg'Wbldg Ab= 3000 ft2 5/15/2020 1405120 (Garcia Evergreens) 50x6Oxl4.xmcd 7 3. Determine the shear force to be applied a. Determine the fundamental period, T 0.75 Hroof Hbldg + Ta:= .02• 2 T:= Ta T= 0.17 s ft b. Determine the Seismic Response Coefficient, CS: CS is calculated as: But need not exceed: SDS Cs3 = 1.394 Cs2:= R a But shall not be less than: Ie Cs2=0.382 Csl = 0.132 CS = 0.382 Seismic Response Coefficient to used in determination of seismic base shear c. Determine the Seismic Base Shear: Vbase shear:= Cs'W Ubase shear = 93781b 4. Determine the seismic load on the building: Since Seismic_Design_Category= "D" , p = 1.3 E = 8534lb Seismic load on building 5/15/2020 1405120 (Garcia Evergreens) 50x6Oxl4.xmcd 8 BUILDING MODEL: STEP 1: DETERMINE THE SHEAR STIFFNESS OF THE TEST PANEL This procedure relies on tests conducted by the National Frame Builders Association. The test was conducted using 29 gauge ribbed steel panels. These ribbed steel panels are similar to Strongpanel, Norclad, and Delta-Rib which are in common use by builders in this area. The material and section properties for the test panels are thus reasonable and will be used throughout. The stiffness of the test panel was calculated to be: c = 2166 lb/in STEP 2: CALCULATED ROOF DIAPHRAGM STIFFNESS OF THE TEST PANEL c' = (E X t) / (2 X (1+V)X (g/p) + (K2/ (b'X t)^2)) Where: Esteel = 27.5x10"6 psi (modulus of elasticity for steel) t = 0.017" (thickness of 29 gauge steel) V = 0.3 (Poisson's Ratio for steel) g/p = 1.139 ratio of sheathing corrugation length to corrugation pitch b' = 144" (12'-0" length of test panel) STEP 2.1 This equation was set equal to the stiffness of the test panel (2166 lb/in) and the unknown value (K2)was solved for. K2= 1275 in4 sheet edge purlin fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm (co: Wbldg K2:= 1275in4 O = 16.26deg Angle of roof pitch 2 from horizontal bnew cos(0) t:= 0.017•in Esteel := 27500000•psi bnew = 313 in Esteel•t C:= 2.961 + K2 lb 2 c = 9712— (bnew-t� in STEP 2.3 &2.4: Calculate the equivalent horizontal roof stiffness (co for the full roof: Since Ch is for the full roof, the roof length must be ratioed by the aspect ratio of the roof panel (b/ a) where "a" is the truss spacing in inches. 2 bnew a:= Bay ch:= 2•c•cos(0) a lb a= 156 in ch = 35859— in 5/15/2020 1405120 (Garcia Evergreens) 50x6Oxl4.xmcd 9 STEP 3: DETERMINE THE STIFFNESS OF THE POST FRAME (k): Since the connection between the posts and the rafters can be assumed to be a pinned joint, the model for the post frame can be assumed to be the sum of two cantilevers (the posts) that act in parallel. The stiffness of the post frame can be calculated from the amount of force required to deflect the system one inch. The spring constant (k) in pounds per inch of deflection results directly. k= 188 pli STEP 4: DETERMINE THE TOTAL SIDE SWAY FORCE (R): Apply wind loads to the walls to determine the moment, fiber stress and end reaction at prop point R. Calculate Total Wind Load: qe= l 1.97psf wind load gwwpost:= qe'a gwwpost= 12.97pli 2 Lpost_bndg Mwind gwwpost 8 Mwind= 39451 in-lb Mwind fwind Sxeavepost fwind= 548 psi Lpost_bndg - R:_ C3•q�,�,posf R= 7591b 8 STEP 5: DETERMINE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS: This ratio (k)co will be used to determine the side sway force modifiers. k — = 0.005 Ch STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: mD= 0.984 STEP 7: DETERMINE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: Q:= mD-R Q= 7471b Since not all of the total side sway force (R) is resisted by the roof diaphragm, some translation will occur at the top of the post. The distributed load that is not resisted by the roof diaphragm will apply additional moment and fiber stress to the post. Mdfl =2447 in.lb fdfl =34 psi Calculate the total moment and the total fiber stress in the post. Mtot mD-Mwind+ Mdfl Mtot =41287 in-lb ftot:= mD-fwind + fdfl fot = 573 psi 5/15/2020 1405120 (Garcia Evergreens) 50x60x14.xmcd 10 MAIN POST DESIGN: Calculate allowable unit compression stress, Fcc. Fcj = 575 psi Fc Fct'CMcposfCtpost'CFcpost'Cipost Fc= 575 psi Allowable compression stress including load factors Lpost_bndg= 156 in Bending length of post dpost =6 in Minimum unbraced dimension of post Ke:= 0.8 C := 0.8 Emin_wood= 400000psi E'inin := Emin_wood'CMEpost'CtpostE'CipostE -1e:= Ke'Lpost_bndg 124.8 in Emin =400000 psi �— 0.822.E'min Load duration factors (CD): FcE:= 2 FcE = 760 psi CDconst = 1.25 CDwind = 1.60 Ie dpost CDsnow= 1.15 Calculate Column Stability Factor, Cp: 2 FcE FcE FcE 1 + 1 + F�CD F�CD Fc'CD Cp 2 c 2 c c Cp Lr =0.71 Cp Snow= 0.74 Cp_Wind =0.62 Fcc Lr Fo CDconst'Cp_Lr Fcc_Lr= 510 psi Allowable compression stress on the post; load case 1 Fcc Snow:= Fc'CDsnow'Cp_Snow Fcc_Snow- 487 psi Allowable compression stress on the post; — load case 2 Fcc wind Fc,CDwind'Cp_Wind Fcc_wind = 572 psi Allowable compression stress on the post; all load cases except load cases 1 and 2 Wroof= 30 psf Total roof loading Pdeadpost- 1722lb Axial loading per post due to roof dead load PLroofpost=6890lb Axial loading per post due to live roof load Psnowpost= 8876lb Axial loading per post due to roof snow load (load case 2) Psnowpost_fs = 6632lb Axial loading per post due to roof snow load (load case 5) Fb Fbl'CDwind'CMbpost'Ctpost'CLpost'CFbpost'Cfupost'Cipost Fb= 920 psi Allowable bending stress per post including load factors 5/15/2020 1405120 (Garcia Evergreens) 50x6Oxl4.xmcd 11 Check Load Cases: Load Case 1: Dead Load + Live Roof Load fbt 0 fbt = 0 psi Actual bending stress on post Pdeadpost+ PLroofpost f : fc= 239 psi Actual compression stress per post Apost CCFALI I := Fee Lr CCFALII =0.47 fc Load Case 2: Dead Load + Snow Load fbt 0 fbt =0 psi Actual bending stress on post f Pdeadpost+ Psnowpost fe=294 psi Actual compression stress per post Apost fe CCFALI2:= Fee snow CCFALI2=0.60 Load Case 3: Dead Load + 0.6 *Wind Load fbt ftot fbt = 573 psi Actual bending stress on post Pdeadpost f� f,=48 psi Actual compression stress per post Apost CCFALI3:_ 2 fc + fbt Fee Wind Fb• l — fc— F�E CCFALI3 =0.67 5/15/2020 1405120 (Garcia Evergreens) 50x60x14.xmcd 12 Check Load Cases - cont'd: Load Case 4: Dead Load + 0.75 (0.6 *Wind Load) + 0.75 * Live Roof Load fbt := 0.75-(ftot) fbt = 430 psi Actual bending stress on post Pdeadpost+ 0.75•PLroofpost f�:= fc= I91 psi Actual compression stress per post Apost 2 fc fbt CCFALI4:_ + Fcc Wind fc Fb• 1 — — FcE CCFALI4= 0.74 Load Case 5: Dead Load + 0.75 ` (0.6 *Wind Load) + 0.75 * Snow Load fbt := 0.75•(ftot) fib, = 430 psi Actual bending stress on post Pdeadpost+ 0.75•Psnowpost_fs f�:= fe= 186 psi Actual compression stress per post Apost f c 2 CCFALI5:_ + fb t Fcc Wind fc Fb• I — — FcE CCFALIS = 0.72 Load Case 6: 0.6 * Dead Load + 0.6 *Wind Load fbt := fot fbt = 573 psi Actual bending stress on post 0.6•Pdeadpost fc:= fc= 29 psi Actual compression stress per post Apost 2 f� fb t CCFALI6:_ + Fcc wind fc Fb• I — — Fce CCFALI6= 0.65 CCFALI = 0.74 Less than or equal to 1.00 thus OK 5/15/2020 1405120 (Garcia Evergreens) 50x60xl4.xmcd 13 DETERMINE GABLE WALL SHEAR LOADS: 1. Determine the wind load on the eave wall to be resisted by the gable wall in shear: qe= 12 psf Eave wall wind pressure from above groof= 4.8 psf roof wind (0.375•mD•Hbldg'L'bldg'ge) + (Hroof'L'bldg'groof) Veave—wind:= 2 Veave—wind =29061b 2. Determine the seismic load to be resisted by the gable wall in shear: E Veave seismic =4267lb Veave seismic := — — 2 3. Determine the controlling load to be resisted by the gable wall in shear: The controlling load = "Veave seismic,,. Therefore, Vgable_shear=4267lb Vgable_shear Is the shear load that is transmitted through the roof diaphragm to each gable wall. Normalize the load to a per foot basis. Vgable shear vlgablewall W WL vlgablewall = 107 plf Left gable shear load bldg— gableopenings ugable shear vrgablewall yr 85 if Right gable shear load Wbldg- WRgableopenings gablewall = p The gable wall diaphragms can resist the shear loads as follows: vlgablewall < 110 plf Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown on the Standard vrgablewall < 110 plf Details drawing in the engineered drawing package. 5/15/2020 1405120 (Garcia Evergreens) 50x60xl4-xmcd 14 DETERMINE EAVE WALL SHEAR LOADS: 1. Determine the wind load on the gable wall to be resisted by the eave wall in shear: qg = 9.6 psf Gable wall wind pressure Hroof= 7.3 ft 0.375-mD•Hbldg'Wbldg'gg+ 0.5-Hroof'Wbldg'gg Vgable_wind:= 2 Vgable_wind = 2115 lb 2. Determine the seismic load to be resisted by the eave wall in shear: E Vgable_seismic:= 2 Vgable_seismic =4267lb 3. Determine the controlling load to be resisted by the eave wall in shear: The controlling load = "Vgable_seismic". Therefore, Veave_shear= 4267lb Veave shear is the shear load that is transmitted through the roof diaphragm to each eave wall. Normalize the load to a per foot basis. Veave shear vfeavewall := Front eave shear load Lbldg— WFeaveopenings vfeavewall = 119 plf Veave shear vreavewall := Rear eave shear load Lbldg— WReaveopenings vreavewall = 71 plf The eave wall diaphragms can resist the shear loads as follows: vreavewall 110 plf Use 29 gauge metal sheathing. Install per the Typical Screw Schedule as shown on the Standard Details drawing in the engineered drawing package. vfeavewall 188 pif Use 29 gauge metal sheathing. Install per the Typical Panel detail as shown on the the engineered drawing package; install stitch screws at all sheathing laps. 5/15/2020 1405120 (Garcia Evergreens) 50x6Oxl4.xmcd 15 EMBEDMENT FOR MAIN POST: Calculate the minimum required post embedment depth for lateral loading for the main posts. Post is= "not constrained by a concrete slab" Va= 687lb Lateral shear load at the ground line Ma= 1720 ft.lb Moment at the ground line dia footing=2 ft Main post footing diameter S"il = 100 psf Lateral capacity of soil Trial depth= 1.5 ft.-The starting depth of the post hole depth. The final post hole depth is determined by iterating to a final depth. depth_post =2.6ft This is the minimum required post embedment depth for lateral loading Gable wall uplift due to shear loading on gable wall shear panel: Calculate uplift pullout of the gable wall posts due to shear loads on the gable walls. Veave wind = 2906lb Calculated from above Veave wind•Hbldg Cpost:= Cpost = 1017lb This is the uplift load on one gable wall post Wbldg— Wgableopenings Assume a dead load weight of roof and wall area to be 2.0 psf. The area of the roof and wall that will tend to keep the gable wall post in the ground will be as follows: Roof:= Bay'Wbidg'2psf Roof=650 lb Dead load of roof Wbldg) 2 Bay1 Gable—wall:_ [Hbldg-(Wbldg— Wgableopenings) + (Hoof 2 + (Hbldg- 2 I •2'psf Gable wall = 1849lb Dead load of gable wall / depth_gable_footing = 4.Oft gable post embedment depth Posts :_ (Hbldg+ depth_gable_footing)'Wpost Posts = 1571b Weight of post dia_gable_footing= 1.5 ft Diameter of gable wall posthole footing Concrete backfill in the gable end posts is = "not required" to resist gable wall panel uplift. Backfill = 910lb Gable post backfill weight if gable end post hole is backfilled with concrete (0 if granular or native soil backfill. Concrete backfill may or may not be required to resist gable wall panel uplift). Wttot:= Gable wall + Roof+ Posts + Backfill Total resistance for gable wall panel uplift. Since Wttot is greater than the Wttot =3566lb gable wall panel uplift, Cpost, the gable wall footing is adequate. 5/15/2020 1405120 (Garcia Evergreens) 50x6Oxl4.xmcd 16 FOOTING DESIGN FOR MAIN POST: Determine the footing size and depth for vertical bearing for the main posts. gsoil = 1500 psf Soil bearing capacity for footing dia_footing=2.0 ft Footing diameter 2 dia footing Afooting` 7T 4 f pooting= 3.14 ft2 Footing area Post depth = 5•Oft Minimum required post embedment depth P g:= A g d + P P = 12095 lb End bearing capacity of footing footin footin gsoil' factor skin footing— Psnow= 10598 lb Total footing load Note that the end bearing capacity (Pfooting) is greater than the snow load (Psnow). This is OK. 5/15/2020 1405120 (Garcia Evergreens) 50x60xl4.xmcd 17 GIRT DESIGN: The girls will simple span between posts and loaded horizontally for wind. Calculate bending stress due to wind loading and determine the adequacy of the girts. gwegirt=2.19 pli Lgirt_span= 162 in Orientation = "Flat" 2 Lgirt_span Mortawegirt' 8 Mgirt- 7186 in.lb Bending moment in the girt fbgirt Mgirt fbgirt-3484 psi Stress applied to the girt Sgirt Determine the allowable member stress including load factors. FbGirt = 1500psi CDwind = 1.60 CMbgirt= 1.00 Ctgirt= 1.00 CLgirt= 1.00 CFgirt = 1.30 Cfugirt= 1.15 Crgirt= 1.15 Fbgirt FbGirt'CDwind'CMbgirt'Ctgirt'CLgirtCFgirt"Cfugirt Crgirt Fbgirt=4126 psi > fbGirt This is OK. 5/15/2020 1405120 (Garcia Evergreens) 50x60xl4.xrncd 18 PURLIN DESIGN: (16'-0" Bay) The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Purlin= "2x8" Purlinspacing= 24 in O.C. Lpurlin_span= 159 in -purlin=4.8pli Maximum combined distributed roof load along top edge of purlin 2 purlin'Lpurlin_span Bending moment in the purlin Mpurlin:= Mpurlin = 15169'tn�lb 9 8 fbpurlin Mpurlin fbpurlin— 1154 psi Bending stress applied to the purlin �= — Spurlin Determine the allowable member stress including load factors FbPurlin = 900 psi CDsnow= 1.15 CMbpurlin= 1.00 Ctpurlin = 1.00 CLpurlin = 1.00 CFpurlin = 1.20 Cfpurlin = 1.00 CLpurlin = 1.15 Fbpurlin FbPurlin'CDsnow*CMbpurlin'Ctpurlin'CLpurlin'CFpurlin'Cfupurlin'Crpurlin Fbpurlin= 1428 psi > fbpurlin This is OK PURLIN DESIGN: (12'-0" Bays & Less) The purlins simply span between pairs of trusses or rafters. Determine the adequacy of the purlins. Purlin2 = "2x6" Purlinspacing2 = 24 m o•c- Lpurlin_span2= 135 in Wpurlin2= 4.8 pll Maximum combined distributed roof load along top edge of purlin 2 Npurlin2'Lpurlin_span2 Bending moment in the purlin Mpurlin2= 8 Mpurlin2= 10935in•lb 9 fbpurlin2 Mpurlin2 fbpurlin2 = p 1446 si Bending stress applied to the purlin �= Spurlin2 Determine the allowable member stress including load factors FbPurlin2 = 1500 psi CDsnow= 1.15 CMbpurlin2 = 1.00 Ctpurlin2= 1.00 CLpurlin2= 1.00 CFpurlin2 = 1.30 Cfupurlin2 = 1.00 Crpurlin2 = 1.15 Fbpurlin2 FbPurlin2'CDsnow'CMbpurlin2'Ctpurlin2'CLpurlin2'CFpurlin2'Cfupurlin2'Crpurlin2 Fbpurlin2 =2579psi"' fbpurlin2 This is OK 5/15/2020 1405120 (Garcia Evergreens) 50x60xl4.xmcd 19 MAIN POST CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the main post corbel block. Allowable fastener shear capacities zTbolt 58 = 15901b Shear capacity for 5/8" dia. bolts zTbolt 34 =2190lb Shear capacity for 3/4" dia. bolts ZTWt to = 3600lb Shear capacity for 1" dia. bolts zTnail 16d = 122 lb Shear capacity for 16d nails zTnail god = 147 lb Shear capacity for 20d nails PTw,bel= 11414 lb Combined snow, or live roof, and dead loads on corbels If 5/8 dia. bolts are used: Nbolts58 =6.2 Number of 5/8" dia. bolts required in the corbel block, if used. If 3/4 dia. bolts are used: Nbolts34 =4•5 Number of 3/4" dia. bolts required in the corbel block, if used. If 1 dia. bolts are used: Nboltslo = 2.8 Number of 1" dia. bolts required in the corbel block, if used. If 20d nails are to be used: NailsNd= 33.8 Number of 20d nails required in each corbel block, if used. If 16d nails are to be used: Nailsl6d= 40.7 Number of 16d nails required in each corbel block, if used. • 4 5/15/2020 1405120 (Garcia Evergreens) 50x6Oxl4.xmcd 20 SUMMARY OF RESULTS: Building Dimensions Building Design Loads Wbldg= 50 ft Width of Building Ground-snow-load =25 psf LbIdg= 60 ft Length of Building Roof dead load= 5 psf Wind_speed= 110 mph Hb,dg = 14ft Eave Height of Building Wind-exposure = "C" Overhang= 18 in Length of Eave Overhang Seismic_Design_Category= "D" Rpach= 3.5 / 12 Roof pitch Post Details Footing Details: Post-size= "6x6" Post is= "not constrained by a concrete slab" Post grade= "42 Hem-Fir" Postdepth = 5.0ft Design Post Depth Usage= 74 % Combined stress usage of post dia footing- 2.0ft Design Footing Diameter - Shear Wall Details: Footingusage= 88 % Stress usage of footing Vgablewall = 107 plf Max. shear in gable wall Veavewall = 119 plf Max. shear in eave wall Girt Details: Girt usage= "84% Stress usage of wall girt" Orientation = "Flat" Purlin Details: Purlin_usage= 81 % Stress usage of 16' span roof purlin Purlin_usage2 = 56 % Stress usage of 12' & less span roof purlins Corbel Block Bolts: Nboits58 = 6.2 Number of 5/8" dia. bolts required in the corbel block, if used. Nboits34 =4.5 Number of 3/4" dia. bolts required in the corbel block, if used. Nboitslo =2-8 Number of 1" dia. bolts required in the corbel block, if used. NaiisNd= 33.8 Number of 20d nails required in each corbel block, if used. Nailsl6d= 40.7 Number of 16d nails required in each corbel block, if used. SPECIAL NOTE: The drawings attendant to this calculation shall not be modified by the builder unless authorized in writing by the engineer. No special inspections are required. No structural observation by the design engineer is required. 1 LLl c) J Q Q p �- O � > o W � Uw 0 W � zOc� Paz cn z W W > Lij (D Lli Z u:, � o c Q ; � U m � = Qa COO VIW C) �z el N- � . -a. LW { LLJ w cowz O _ o = Z75 � — N � mU cnow U -� /a�� o z c/L ry L +� Q w V) 4 � � -� z w w Q c cn z O Q 0) o wn „ x U w o w z o �_. z L cc 0 N o o W o • ri ri z a LO o �N — " 5 o _ W o ° L W F �a c ca xx d N z N d G V C Cy u C � N N04 Zo U O e° cLe 'ye Z N UA ca ate+ U d' ate+ .G N 9 L y MI •:Q G F 6] N o u o p L L3 N a LL bb o o ad .s ° R z "1 S!i ch L C 9 p;a a 10 LO y L CS L L' m o .°A u ,3 y ti F Ca LL m X u c'7 N C i V dbD L OL CN rn =n o +u-nu d o•� o X CD N Pa o p LC A w6 o Q 3 0 N 0 o a d a F m F� 'bb = d g o a N _ •= o o C4 0 •_ m rn N A W cue a ocr N o .- vc6i 1 .b v 'c¢ �r .. co Cl. 3 u ., 3 o e o co fl- > o O a z O O I �C4 C p SOD L G a V LC W 4 E 3 as W= .a oz Q G N m LU N c6 C G Q A w d 3 A U a z o ° c° s 8 a oo to ° ra 3 Z W ° o c cl 1 u u O U W m d on o ° Ll CC a_L o u r a-n o 7 d N X u cx Z a U a z W a s ❑ o s co P*I 0�1 �' c o a •y o a 3 v 3 O J 0 d � •C � C� u u � � 0.1IQ = O� Z � u o F A o.°' W e E-� a� � d o o `�' 'o ac, so• >, FBI U � c d •°u' o.° o o � 0 5 = � F � � m NCL W O sY C "a L bL q O ay+ 7 L U ie c3 @ N 3 u i i G .�' d O •C - 'n O u L u u •' bD ~ O O a'O"' d t LO 4, 2) 0 0 0 LO co C) M Co T a� _ u LIJ U) Lu z �7 C� LIJ 0 34 0 LLJ 3: 0 Z 0 0 (D 5: Lu C/) Z ce) LU C) < Ll Li F® .2 F^ CL L) 0 > LO CY) cu 0 0 0 U) U) 4 M CD 0) CL Z3 0 o E a) > co ± ± M 0 (D • Project Name: Part Number: Type: FZ LOW PROFILE STRIP ILP COMMERCIAL 407-478-3759 Www.ilp-inc.com EMSEM • Durable steel construction • Frosted acrylic lens available 4ft&8ft options available Multiple dimming&sensor options to fully control occupied&unoccupied light levels • 3000K,3500K,4000K,and 5000K color options available • 120-277V Universal Voltage • 0-10V dimmable driver \\ -FZ4-20W-40W(100%-5%) -FZ4-55W(100%-1%) - - -FZ8-40W-80W(100%-5%) -FZ8-110 W(100%-1%) • Single(4ft) or dual pendant(4ft&8ft),surface mount and cable hanging options • L90>54,000 hrs • Dry and damp location listed ETL damp listed • 5 Year Warranty • DesignLights Consortium®Premium Qualified Luminaire I/ Ja6 PHOp,`l w �y 5Et ti IP '04rrue��`� r� Intertek r�"1 APPLICATIONSSUITABLE •Schools •Retail Applications •Manufacturing Plants •Grocery Stores EasySense Available on Oft&8ft •Warehouses or Distribution Centers •Stairwells(W/USBD Sensor)(4ft only) LED INFO Calculated L70(TM-21)Hours >100K >100K >100K >100K >100K >100K >100K >100K Delivered Lumens 3,6351m 5,241 Im 6,819 Im 8,6261m 7,057Im 10,521 Im 13,7831m 17,128 Im Total Input Watts 22 W 33 W 41 W 54 W 44 W 64W 82 W 108 W Luminaire Efficacy Rating(LER) 163 Im/W 1621m/W 1681m/W 159 Im/W .• 161 Im/W 1641m/W 169 Im/W 159 Im/W Correlated Color Temperature(CCT) 4000K 4000K 4000K 4000K 4000K 4000K 4000K 4000K Color Rendering Index(CRI) >80 >80 >80 >80 >80 >80 >80 >80 Ambient Temperature Range -4°F-120°F -4°F-103°F -4°F-101°F -4°F-100°F -4°F-100°F -4°F-100°F -4°F-103°F -4°F-107°F LED System data for Frosted Lens is located on the second page.LED System data above based on FZ4-20W-U-40,FZ4-32W-U-40,FZ4-40W-U-40,FZ455W-U-40,FZ8-40W-U-40,FZ8-64W-U-40, FZ4-80W-U-40,FZ4-110v/-U-40, LED Lumen Maintenance Estimates based on TM-21 projections for the light source at 25°C ambient. ORDERING ❑FZ4 Low Profile Strip 4ft ❑20W ❑U 120-277 V Driver ❑50 ❑FRAL Frosted Acrylic Lens ❑32W ❑40 ❑SR Sensor Ready Driver for ES ❑40W ❑35 ❑ES EasySense Control ❑55W ❑30 ❑ ES/WWS/DR EasySense Dual Rocker Wireless Wall Switch ❑ES/PCD Pre-Installed App on Control Device for Commissioning ❑BLD Bi-level dimming driver(controlled via 2 hot heeds) ❑USBD User Bi-Level Dim Sensor w/Occ.Sensor ❑FZ8 Low Profile Strip 8ft ❑40W ❑ BDxx Preset Bi-Level Dim Sensor(xx=%eg.20,30) ❑64W ❑BDxxPC Preset Bi-level Dim Sensor w/Photocell ❑80W ❑DHPC Daylight Harvesting ❑11 OW ❑FIOS On/Off Occupancy Sensor Installed ❑vC V-Clips ❑WC. 11 GA Wire Cage ❑ HUB'/.CONDUIT %Conduit HUB(iper4ftsecnon) ❑FMB" Fixture Mounting BOX(Use with HUB for single point mounting) ❑HB-XX-18Y-PAD Y-Toggle Cable System(xx=in) ❑ FI/ILBCP05 5W LED Factory Installed Battery Backup ❑FI/ILBCP07 7W LED Factory Installed Battery Backup ❑FIIILBCP10 10W LED Factory Installed Battery Backup ❑FI/ILBCPI2 12W LED Factory Installed Battery Backup ❑SD480' 480V Step Down Transformer 'Option not DLC Listed —Available for 4ft only s ' FZ LOW PROFILE STRIP COMMERCIAL 71PHOTOMETRIC REPORTS Photometric values based upon tests performed in compliance with LM-79.IES files can be downloaded at www.ilp-inc.com 12,14 1 1 1 1 z I*rx,15 11111yj 11=1 9 1 A I r1c,WAVA 4 A 1111111111115 11192 SUMMARY DATA SUMMARY DATA SUMMARY DATA SUMMARY DATA HEMISPHERES TESTED: BOTH HEMISPHERES TESTED: BOTH HEMISPHERES TESTED: BOTH HEMISPHERES TESTED: BOTH EFFICIENCY(Downlight): 95.4% EFFICIENCY(Downlight): 95.8% EFFICIENCY(Downlight): 95.9% EFFICIENCY(Downlight): 94.9 EFFICIENCY(Uptight): 4.6% EFFICIENCY(Uptight): 4.2% EFFICIENCY(Uplight): 4.1% EFFICIENCY(Uptight): 5.1 CIE CLASSIFICATION: DIRECT CIE CLASSIFICATION: DIRECT CIE CLASSIFICATION: DIRECT CIE CLASSIFICATION: DIRECT LUMENS/LAMP: 3096.3 LUMENS/LAMP: 4268.636 LUMENS/LAMP: 5879.027 LUMENS/LAMP: 7314.931 INPUT WATTS: 22.2415 INPUT WATTS: 32.4712 INPUT WATTS: 40.62 INPUT WATTS: 53.9995 PLANE AND CONE DIAGRAM PLANE AND CONE DIAGRAM PLANE AND CONE DIAGRAM PLANE AND CONE DIAGRAM I jl p �i 1 1 I 19 MA I M N kyj J1 4 11 - i : 1 1 :Ill 1 1 SUMMARY DATA SUMMARY DATA SUMMARY DATA SUMMARY DATA HEMISPHERES TESTED: BOTH HEMISPHERES TESTED: BOTH HEMISPHERES TESTED: BOTH HEMISPHERES TESTED: BOTH EFFICIENCY(Downlight): 95.3% EFFICIENCY(Downlight): 95.6% EFFICIENCY(Downlight): 95.9% EFFICIENCY(Downlight): 94.7 EFFICIENCY(Uplight): 4.7% EFFICIENCY(Uptight): 4.4% EFFICIENCY(Uptight): 4.1% EFFICIENCY(Uptight): 5.3 CIE CLASSIFICATION: DIRECT CIE CLASSIFICATION: DIRECT CIE CLASSIFICATION: DIRECT CIE CLASSIFICATION: DIRECT LUMENS/LAMP: 6215.038 LUMENS/LAMP: 8583.105 LUMENS/LAMP: 11763.04 LUMENS/LAMP: 14694.39 INPUT WATTS: 43.7 INPUT WATTS: 64.03 INPUT WATTS: 81.5 INPUT WATTS: 107.8 PLANE AND CONE DIAGRAM PLANE AND CONE DIAGRAM PLANE AND CONE DIAGRAM PLANE AND CONE DIAGRAM / \ 71 e Q E Z m O O A A 4030 W 4030 W z 0 0 o SINGLE TRUSS ® I I I o n J o 8 DOUBLE TRUSS — zm 010 0 I (SIMILAR) m %7 oa r^ d N o Fq P v o 0 w 7 DOUBLE TRUSS — o v r I o C J m � 11 X DOUBLE TRUSS — w — — — A --- --- - ---- 00 N y N I 0 in z � I I I I O c DOUBLE TRUSS — — O — Z a 4 I I N m � I ,o ,N SINGLE TRUSS > O O 10'-0„ 10'-0" ,n 10'-0" 10'-0" to 50'-0" 0 a z W l c NFZ� rnprnC� � mr O lU (TS q,��W oDD C�nxcaD � s' o D r' C ti�� J.r. y •� --i `il o :d m o x 0�8 0 CO m o 4 O �armZ Z ornmo m am m o2a� a ® ® n � xom000 C" om vz f � ( nT, u v z NO 03S' rnyo00m(1 - z z " T C c z v � m o-4 o Z Z • fit >0C>) M ® t� > mZz rno�n�� _ Qv v�o a o� z mm9oP� m o v c7 ry.� n ' m N rn A D rr'CT C e ® MrnOZ 5 On Zoe Z ®� rn m=v Dom r -i CAD vovcz omoW N w DD O Ono zoo zr*' m � ZD oo �O rn -< Din Vn� r D ��� ��, m N ➢� N 0 0 �Dn Z r Cn 0 m /'� Q TT0 -o cn w m� � � � � � � � �� � � � i77 N C °° � X D�NX 0� Oo � m < C y Mo n z ems+�� �oLn W _ -I ^ o n n �7 Wj O M o =f*7 � 0 m S SZ Zx Ztlj Zrn a � M m T ro0� G) � zmDZ ? qZ ? 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Alder Street11v �v ........... Name Xe, Parcel# 4 2 cc-, Z4,- 7oy4c.:) BLD# r Mason County Department of Community Development Small Parcel Stormwater Management Application/Worksheet (page 1 of 2) Per Mason County Code,Title 14,Chapter 14.48 a stormwater site plan is required whenever a building application is made for residential development,or redevelopment',with more than 2,000 square feet of impervious surface 2. 'Redevelopment means,on an already developed site,the creation or addition of impervious surfaces,structural development including construction, installation or expansion of a building or other structure,and/or replacement of impervious surface that is not part of a routine maintenance activity,and land disturbing activities associated with structural or impervious redevelopment. 2Common impervious surfaces include,but are not limited to,rooftops,walkways,patios,driveways,parking lots or storage areas, concrete or asphalt paving,gravel roads,packed earthen materials,and oiled,macadam or other surfaces which similarly impede the natural infiltration of stormwater.Open,uncovered retention/detention facilities shall not be considered as impervious surfaces. To Calculate Impervious Surfaces Please Complete This Table Surface Type Length X Width = Area *All dimensions in feet Buildings X --)4- _ -3 4 5'(, X = Measurements for buildings are taken at the X _ perimeter of the farthest projections(example: eaves/gutters) X = Driveways X = X = Length of drive begins at the right of way X = Parking Areas X = X = Any paved, gravel or packed area per definition above table X = Patios/Walks X = X = Any paved, gravel or packed area per definition above table X = Others X = X = If the total impervious area of the proposed site X = development is greater than 2000 square feet a Small Parcel Stormwater Site Plan is Required Total Impervious Surface Area(sum of all areas) 3 4_.S If the Total Impervious Surface Area is LESS THAN 2000 Square Feet,please read,acknowledge and sign below. Based Upon the information you have provided a Stormwater Site Plan IS NOT required for this development activity. Owner/Builder/Agent Acknowledges that submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below.I declare that I am the owner,owner's legal representative,or the contractor.I further acknowledge that the information provided is accurate and employees of Mason County are granted access to the above- described property for review and inspection as may be required. X Owner/Agent/Contractor(circle one)Date: If the Total Impervious Surface Area is GREATER THAN 2000 Square Feet, please read,acknowledge and sign the information provided on page 2 of 2. Page 1 of 2 Name K F j n .4 (<—Pti p„,-Parcel# 4-2 0 t=Z -Z 4 r>Lt-C: BLD# Mason County Department of Community Development ®/ Small Parcel Stormwater Management Application/Worksheet (page 2 of 2) ` Based Upon the information you have provided a Stormwater Site Plan IS Required for this development activity. Title 14,Chapter 14.48 of the Mason County Code(MCC)regulates compliance requirements for StftsbIEF/ Management in this jurisdiction.A complete copy of the ordinance can be found on the Mason Coun httpHwww.co.mason.wa—us/code/commissioners/index.htm Please follow the links to "Title 14,Chapter 14.48 Stormwater Management". JU( ? Regulated activities shall be conducted only after Mason County Public Works approves a stormv4sW p (Mason County Code Title 14 Chapter 14.48 section 14.48.70).You will receive a copy of the Public Works,@&rQ 8, entitled"Managing Storm Drainage on Small Lots,The Small Parcel Stormwater Site Plan".This document will assist you in preparing the necessary information and plans for Public Works to review and approve. Per Department of Public Works this document will constitute an approved plan if all of the relevant details* are to be installed in their entirety AND no part of the stormwater system adversely affects any septic system (see Environmental Health information below). If an alternative system is to be used a plan will need to be submitted to Public Works for approval. A design by a registered professional may be required for more complex sites. *These details are found in the document Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan on the pages that begin with"Handout" PLEASE INITIAL BELOW TO INDICATE THE STORMWATER MANAGEMENT PLAN FOR THIS SITE A) ,L The relevant details from Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan will be installed in their entirety AND the system will be located as not to adversely affect any septic systems on this,or any other,parcel. B) An alternative plan and/or professional design will be submitted to the Department of Public Works for approval AND the system will be located as not to adversely affect any septic systems on this,or any other,parcel. If you have further questions pertaining to parcel drainage and stormwater management Mason County's Public Works Department can provide additional instructions,guidance and examples. (Section 14.48.130)contact Public works at: Phone: 360-427-9670 ext 450 100 W. Public Works Dr Shelton.WA 98584 If this development has,or will have,a septic/drainfield system you may need to contact Mason County Division of Environmental Health to ensure that the stormwater system will not adversely affect the septic system of this,or any other,parcel. You may also wish to consult with the septic design professional involved with the project. Mason County Division of Environmental Health can be reached at: Phone: 360-427-9670 ext 400 415 N.6th St—Bldg#8 lower level Shelton.WA 98584 A condition will be added to the building permit that states, in part,that all conditions the stormwater site plan will be met prior to a request for final inspection of the building permit. Owner/Builder/Agent Acknowledges that submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below.I declare that I am the owner,owner's legal representative,or the contractor.I further acknowledge that the information provided is accurate and employees of Mason County are granted access to the above- described property for review and inspection as may be required. X '�� +-7 =c-=_ - �� Owner/Agent/Contractor(circle one)Date: /l3 Page 2 of 2