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CLIFF POINT EST OCEANFRONT ADN #4 LT 7 - ZCP 8/17/2023Kodiak Island Borough aft Community Development Department710 Mill Bay Road Room 202Kodiak, Alaska 99615 Phone (907) 486-9363 Fax (907) 486-9396 bcurrie@kodiakak.us Zoning Compliance Permit Permit No. 1 9 The following information is to be supplied by the Applicant Property Mailing A Phone Number: Other Contact Email, etc..: Legal Description: Subdv: Street Address: rA 7 LAJ Yt 6IL0 0 Cl- Use & Size of Existing Structures: NO NE `3C.Zd31 Lot: - Applicant Certification: I hereby certify that 1 will comply with the provisions of the Kodiak Island Borough Code and that I have the authority to certify this as the property owner. or as a representative of the property owner. I agree to have identifiable corner markers in placefor verification ofbuilding setback (yard) requirements. Title: Print Name: _,2 Date: tri Signature: Site Plan to include lot boundaries and existing easements and access points, and vehicular parking area, As -Built rr ;s, proposed location ofnew construction, with all improvements changes. This permit is only for the proposed project as described by the applicant. If there are any changes to the proposed project, including its intended use, prior to or during its siting, construction, operation, contact this office immediately to determine if further review and approval of the revised project is necessary. THIS FORM DOES NOT AUTHORIZE CONSTRUCTION WHEN A BUILDING PERMIT IS REQUIRED. `•+' Does the Project involve EPA _ Defi>mor;et 'Com cal Buildings, Installo , and residences Wour (4) dwelling unites' Staff Compliance Review Proof of EPA notification provided (if required)? 'Required for all demos, renovations disturbing at least UO sq feet, 260 lineafeet, or 35 cubic It of Regulated Asbestos Containing Material (RACM) and for renovation that remove load supporting structure` Expiration: Any Zoning Compliance Permit issued is subject to the same expiration, suspension, and revocation provisions as a buildingpermit issuedfor the same construction permit. Current Zoning: I�1,'�S g: �) V)k Yw 4awProp. ID: 7 Lot Area: A Lot Width: 11 o 1 Building Height: JT Front Yard: Side Yard: Rear Yard: Parking Plan: Parking Spaces: As -Built: Staff Certification I�I�� CDD Staff Signature:/ Pavment Verification Waived: $0.00 ❑ Less than 1.75 Acres: $30.00 E 1.76 to 5.00 Acres: $60.00 5.01 to 40.00 Acres: $90.00 ❑ 40.01 Acres or more: $120.00 ❑ After the Fact 2X the published amount $0.00 ❑ $60.00 ❑ $120.00 ❑ $180.00 ❑ $240.00 ❑ Kodiak Island Borough Community Development Department 710 Mill Bay Road Kodiak, Alaska 99615 Phone (907) 486-9363 Fax (907) 486-9396 E-mail: bcurrie@kodiakak.us October 20, 2022 Oceanfront Kodiak, LLC 2645 Mill Bay Road Kodiak, AK 99615 RE: Case 23-007. Request Conditional Use Permit for two picnic pavilions, one firepit, one parking lot, one pickle ball court, one playground, one double vaulted bathroom and one dock/boat ramp. To whom it may concern: The Kodiak Island Borough Planning and Zoning Commission at their meeting on October 19, 2022, granted the Conditional Use Permit request cited above, subject to the following conditions: 1. The lot area and width shall remain as platted and recorded in Plat 2019-19, 2.16 acres (94089.60 SF). Placement of the improvements described above will be set on the site according to the images provided by the applicant. Lot coverage for improvements will not exceed 16,200 SF. The maximum height limit of all improvements will not exceed 35 Feet (KIBC 17.160.040 Height Limit for Accessory Buildings). 2. The West side of Lot 7, abutting Lot 5, where the pond is located, must remain untouched and not affected by the fill activity. 3. A copy of the permit and approval for the Dock/Boat Ramp from the Army Corp of Engineers must be received by CDD before Dock/Boat Ramp construction can begin, including removing the old and driving new pilings. 4. Any changes or additions to the improvements must be approved by the Planning and Zoning Commission through another Conditional Use Permit. This includes the Dock/Boat Ramp which will also require approval from the Army Corp of Engineers and the State of Alaska. The Commission also adopted the following finding of fact in support of their decision: FINDINGS OF FACT 1. Parks and Recreational support structures and are a conditional use in the NU - Natural Use District. 2.This conditional use results in physical changes to the property, while preserving the value, spirit, character, and integrity of the surrounding area, which includes a mix of vacant and residential uses. 3.This conditional use fulfills all requirements of KIBC 17.200 (Conditional Use Permits). 4. Granting this conditional use will not result in any material changes to the property in questions, and the public health, safety, convenience, and comfort. 5.The proposed use and development fulfill all requirements for setbacks, lot area, buffers and other safeguards identified in KIBC 17.45 (Nu — Natural Use District). Sincerely, C` Bronwyn Currie, Secretary III Community Development Department CC: Nova Javier, Borough Clerk Planning and Zoning Commission m c m (D go m c X. Installation Manual ShadeScapeT"° 10,000 Series Pavilion, Standard Buyer is solely responsible for appropriate View Online Step -By -Step Installation Videos Onl engineering of timber structures . = at westerntimberframe.com/diy ■ © 2017 Western Timber Frame. All Rights Reserved. Hardware & Tools Notice: YOU MUST READ THROUGH THIS MANUAL BEFORE YOU BEGIN ASSEMBLY YOUR KIT MAY HAVE CUSTOMIZATIONS THAT REQURE SPECIAL CONSIDERATIONS NOT INCLUDED IN THIS MANUAL, REFER TO YOUR PROJECTS SPECIFIC SIZE & DESIGN IN ADDITION TO THIS INSTALLATION MANUAL Installer must wear proper protective equipment. Do not drag timbers across hard or rough surfaces as it will scratch the wood & stain Note: Tools & Hardware not shown to scale. Quantities and sizes vary by size of kit Knife Plates 6_tr .c6pr{ssaw4Arze&1!llb�'� Tools & Hardware Provided IlMi)" ,;rr-- Hex Bit Spade Bit 1/4" Bit Adapter 1" Dowels i 944Ea,Ma�lva�9tsWt&za-- Caulk(For Solid Stains) 5/16" Wood Lags Tools Not Provided Ladders, Drill & Hammer Drill Measuring Tape, 1/2" Concrete Bit, Leveling Instruments, Bracing, Saws Compressor, Staple Gun Roof Fasteners (Staples, Nails) 1 Gal. Touch Up 3" Wood Screws Optional Tools Not Provided Chain Saw, Reciprocating Saw (If the structure is on a sloping surface, these tools may be necessary for cutting the bottom of the posts for leveling the structure). Warning: NEVER CUT THE TOP OF THE POSTS. © 2017 Western Timber Frame. All Rights Reserved. 2 Pavilion Parts Ledgend f 6ea� � 0aa Side �0ad�ea� Ft �'�ers\0r lea ed i ti0r King Post King Post Cap deb �ta0e ree Post © 2017 Western Timber Frame. All Rights Reserved. Step 1: Layout the location of the posts. Based on the size of your structure and the drawings in your kit box. Square the layout by using the Pythagorean therom formula (AZ + Bz = Cz) You can use our online calculator at 01 www.westerntimberframe.com/calculator Tip: to accurately measure the distance BETWEEN the posts measure the support beam that sits in those posts. Do not include the dovetails on each end of the beam in your measurement Length BETWEEN posts N CO © 2017 Western Timber Frame. All Rights Reserved. 4 Step 2: Install the knife plates. After the post location is clearly marked, center the knife plate in post footprint as shown. (knife plates are smaller than the posts). Drill 2 holes per knife plate with a concrete drill and bit (not provided) and fasten the knife plate with 2 anchor bolts (provided) diagonally from each other Wax Tip: Before installing knife plate, use it to mark the counter sink holes on the bottom of the posts. after posts are cut. Longer Posts Note: If post orientation is critic then ensure the direction of knife plate aligned with the slot in the bottom of the post (Orientation is important on posts wi less than 4 dovetails or electrical outlet: Step 3: Determine if bottom of posts need to be cut. If you have a sloped surface, determine elevation difference for each post location, using a level or laser (not provided). And cut the appropriate amount off the BOTTOM of the posts. Then wax the exposed wood on the BOTTOM of the posts. Sloped Surface Shorter Posts (Cut the difference off the BOTTOM) © 2017 Western Timber Frame. All Rights Reserved. Step 4: Prepare Posts: Once the posts are cut to length, Use the 1" spade bit (provided) to countersink holes for the anchor bolts on the bottom of the posts and to countersink a hole for lags to fasten the post to knife plate. 11 Step 5: 1"/Deep L I Ln 1, u, 1/2" Anchor Bolts Stand the Posts & Set Beams: (Multiple People Required) Stand the first 2 posts and set them on knife plates. Then insert the correct support beam to connect the posts together. Additional bracing or people may be required to set all posts & beams. Ensure rafter notches are facing of the structure 3 © 2017 Western Timber Frame, All Rights Reserved. Step 6: Level each post with bracing material (not provided) to ensure stability before adding in the knee bracing. then add the correct beam extensions to the posts. Line up the beam extensions with rafter notches with the beams with rafter notches. Fasten beams to posts with 2 - 10" lags per dovetail after the posts are level. The posts will be hard to move if the lags are in place before the nnttq arp lava) I-. We recommend caulking joints on top of posts with exterior caulk to prevent moisture from enteringjoints Step 7 Hold knee braces in place with 3" screws before fastening with the 7" lags. (If you have the arched knee brace upgrade, see arched knee brace addendum for installation in Tip: carefully tighten the 3" screws to avoid splitting in the knee brace. © 2017 Western Timber Frame. All Rights Reserved. Step 8: Install king posts at center of the front and back support beams, add (1) 4" lag in a top hole, then level the post and secure it with a second 4" lag, when you are sure the post is level finish securing the post with the rest of the 4" lags on both sides of the king post. Add 2nd 4" lag once the king post is level / Ridge Beam Extension / Ridge Beam Step 9: Install the Ridge Beam and the ridge beam extensions in the king posts. The ridge beam extensions are longer than the support beam extensions. Fasten the beam and it's extensions to the king posts with 2 - 10" lags Per Dovetail. © 2017 Western Timber Frame. All Rights Reserved. $ Step 10: Install the gable rafters from the king posts to the top of the beam extensions. Use (1) 7" lag at the bottom of the rafter and (1) 6" lag to fasten the top end to the king post. Then attach the web bracing from the king post to the bottom of the gable rafters with 7" lags. I_ I I I I I I I I I I I I I I I I I p 6 Lag I I I I I 1 I I I I I 1 7" Lai -,, I I I I I I I I I I © 2017 Western Timber Frame. All Rights Reserved. I I I I I 1 7" Lai -,, I I I I I I I I I I © 2017 Western Timber Frame. All Rights Reserved. ')tarting from wider where Lag and the -- — � 6" Lags y I © 2017 Western Timber Frame. All Rights Reserved. 10 Install the Tongue & Groove (T&G) Material typically comes in 12' lengths. Starting at the bottom of the rafters, lay a row of 1x6 T&G with the Tongue cut off, with a 1/2" to 1" overhang on the bottom. Fasten T&G with staples, nails or screws (Fasteners not provided) ------------ Cut the tongue off the bottom row of planks I I I I I I I I I I I I � I I I Stagger location of joint breaks on each row. Location of breaks will vary based on th make sure smaller pieces are spar r--T Stain edge after straight cut I jHang the planks over the last rafter roughly 1" past the beam extension. I This will give you enough material to chalk a line up the edge and cut them I all off straight.) J © 2017 Western Timber Frame. All Rights Reserved. 1 Step 13: Remove bracing from posts. Add plug holes in all counter sink locations. After all holes are plugged begin touch up with can of stain provided, touch up plugs in knee braces, king posts & web bracing. Touch up scuff marks and any other places tha Attach N4 viring air -space bel Attach king caps with 3" sc N4 Sleepers around perimeter of roof (use smaller fasteners netrating ished underside Thank you for choosing Western Timber Frame! Please submit your final pictures to pics@westerntimberframe.com. We frequently have photos contests and giveaways. Like us on facebook.com/pergolakit for updates. Please send us your feedback on your installation experience. © 2017 Western Timber Frame. All Rights Reserved. 12 v n l� O � m - g 5 a 6 pW G d ti u E� fa: £�o 000 8'�E3 000 5'g's �e °S �u g�3 Q Sm aS� £.z Q 3 t i 4 tl 5 ; ), ��� PIV ,d.,,Y yyll .. �'/ �Jr.3°j{ Ix� a Vi ' '9`- �,;�TiY�v. :@� �3�r!c �II+"!�n s 3• 'i ,l. e- •ar t 'r ri r.. L E, C r' M I N 5 m ƒ q / i � $ Q a a s "w z m b .� 7 3 y ¢I L 11 1t STRUCTURAL CALCULATIONS for CLIFF POINT ESTATES PAVILION at CLIFF POINT ESTATES KODIAK, AK 99615 for WESTERN TIMBER FRAME O F A- g!. , (7t • 4911J •• It • g10 HO 9, • •� 05/05/2022 BY: WELLS L. HOLMES, S.E. PROJECT ENGINEER AK FIRM LICENSE NUMBER: 1355 PROJECT #: U1493.141.211 DATE: May 5, 2022 DESIGNED BY DGD; CHECKED BY JBA Note: The calculations presented in this package are intended jar a single use at the location indicated above, for the client listed above. These calculations shall not be reproduced, reused, "card filed", sold to a third party, or altered in anyway without the written authorization of Vector Structural Engineering, LLC and Western Timber Frame. Copyright ® 2022 Vector Structural Engineering, LLC These calculations contain proprielmy information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or reproduced without the prior written permission of Vector Structural Engineering, LLC. 651 W. Galena Park Blvd., STE 101 / Draper, UT 84020 / T (801) 990-1775 / F (801) 990-1776 / www.vectorse.com VECTOR PROJECT CLIFF POINT ESTATES SUBJECT PAVILION 6x16 ROUGH SAWN TIMBER RIDGE BEAM, CONN. PER DTL 3 12 3x8 WEB BRACE w/ CTX17 61 LAG SCREW w/ 3" EMBED @ EA. END TYP. 10x10 ROUGH SAWN STRUCTURAL SELECT TIMBER POST, TYP 6x14 ROUGH SAWN TIMBER BEAM, CONN. PER DTL 3, TYP. KNIFE PLATE CONN. & FOUNDATION PER DTL 6, TYP. J O B NO. U1493-141-211 DATE 05/05/2022 SHEET 1 DESIGNED DGD CHECKED JBA 8x8 ROUGH SAWN TIMBER KING POST, TYP OF (3), NOTCH KING POST OVER BEAM, ATTACH TO BEAM w/ (4) CTX17 LAG SCREWS KNEE BRACE & CONN. PER DTL 4 TYP, +16 -0 OPTIONAL CONC. SLAB BY OTHERS RAFTER CONN. TO LOW BEAMS PER DTL 5, ATTACH TO RIDGE BEAM PER DTL 3 ti O F AAAA q.s, SE•160653 FRONT ELEVATION 05/05/20220 N.T.S. 65 1 W. GALENA PARK BLVD., SUITE 1 D 1 (BD 1 ) 99D- 1 775 DRAPER, UT B402D (BD 1 ) 99D- 1 776 FAX WWW. VECTORSE. CCM m VECTOR nalMEERS PROJECT CLIFF POINT ESTATES SUBJECT PAVILION SEE FRONT ELEVATION FOR INFO NOT SHOWN JOB NO. U1493-141-211 DATE 05/05/2022 SHEET 2 DESIGNED DGD CHECKED JBA 1x6 T&G ROOF w/ #6 WOOD SCREWS EA. RAFTER & SHTH'G PER R DTL 5 KING POST BEYOND, TYP. OF (3) 3X8 ROUGH SAWN TIMBER RAFTERS @ 18" O.C. MAX. V6xl4 ROUGH SAWN KNEE BRACE & TIMBER BEAM, CONN. CONN. PER DTL 4 PER DTL 3, TYP. WATERPROOFING BY OTHERS 115'-7" CL TO CL OF ±15'-7" CL TO CL Sip.•••: •'A.o of �A-" SEd60fiS3 SIDE ELEVATION 05/05/20220 N.TS. 65 7 W. GALENA PARK BLVD., SUITE 1 O 1 (80 7) 990- 1 775 DRAPER, UT 84020 (80 7) 990- 7 776 FAX cm w WWW. VECTORSE. COM VEECTOR JOB NO. U1493-141-211 n 0 1 n E E R S DATE 05/05/2022 PROJECT CLIFF POINT ESTATES SHEET 3 SUBJECT PAVILION DESIGNED DGD CHECKED JBA POST OR BEAM PER POST OR BEAM PER ELEVATION VIEW PLAN VIEW -W FI FVATIONS DOVETAIL SCHEDULE Location D (in) d (in) wt (in) w2 (in) p (in) Beam to 14 14 5 4 1.5 Post Ridge BM 16 16 5 4 1.0 to K. Post Rafters 8 5 3 2 0.75 NOTE: ALL DIMENSIONS ARE MINIMUM DIMENSIONS OF THE FINISHED BEAM END 1M PFR FI FVATIONC DOVETAIL CONNECTION 05/05/20220 N.T.S. 3 6 5 7 W. GALENA PARK BLVD., SUITE 10 7 (80 7 ) 990- 1 775 DRAPER, UT 8402D (BD 7 ) 990- 7 776 FAX WWW. VECTORSE. CDM VECTOR E n O I 11 E E R S PROJECT CLIFF POINT ESTATES SUBJECT PAVILION 2'-6" CIE to CL JOB NO. U1493-141-211 DATE 05/05/2022 SHEET 4 DESIGNED DGD CHECKED JBA CTX17 LAG SCREW @ EACH DOVE TAIL CONN., PER DTL 3 U BEAM PER PLAN � m I MIN. 6x KNEE z BRACE, CENTER = ON POST/BM ---- --- POST PER PLAN a J M _ 2" 2" 2" (6) 3/4" DIA. LAG SCREWS, EA. END w/ 4-1/2" MIN. EMBED. INTO POST, ARRANGE PER ° ° M DIAGRAM AT LEFT N O O 0- Of M zrSE A(q�II 1e,.•' •.s,E 1 - 49n+ .... ll SE•180&SJ KNEE BRACE CONNECTION 05/05/20220 N.TS 4 65 1 W. GALENA PARK BLVD., SUITE 1 D 1 (BD 7 ) 99D- 7 775 DRAPER, LIT 64020 (BD I ) 990- 7 776 FAX 4W PM WWW. VECTOREE. COM VECTOR PROJECT CI IFF POINT FSTATFC SUBJECT PAVILION 15/32" WOOD STRUCTURAL PANEL: PLYWOOD OR OSB PANEL INDEX = 32/16 w/ 8d NAILS @ 6" O.C. AT BOUNDARY EDGE AND 12" O.C. FIELD @ EA. RAFTER w/ 1-3/4" PENETRATION, MIN. T&G SHEATHING —\ 16d SINKERS @ 3" O.C. TO 2x BLK'G CTX 17 w/ MIN 3" PENETRATION INTO BEAM, COUNTERSINK AS REQ'D JOB NO. U1493-141-211 DATE 05/05/2022 SHEET 5 DESIGNED DGD CHECKED JBA RAFTERS, PER ELEVATION A35 @ EA. BAY BEAM PER ELEVATION KNEE BRACE 05/05/20220 N.T.S. 65 1 W. GALENA PARK BLVD., SL11TE 101 DRAPER, UT 84020 WWW. VECTORSE. COM (80 7 ) 99D- 7 775 (80 7) 990- 7 776 FAX VECTOR PROJECT CLIFF POINT ESTATES SUBJECT PAVILION (4) 1/2" DIAMETER STRONGBOLT 2 EXPANSION ANCHORS w/ 4" MIN EMBEDMENT INTO FTG. OPTIONAL SLAB BY OTHERS L _,k_ — — - - T -1 -lI 20" ROUND II —III PEDESTAL -� OPTIONAL CONSTRUCTION JOINT, ROUGHEN M L BOTTOM OF FOOTING TO BE 36" BELOW GRADE - r9" TYPI 1 1/8 TYP. 1/2" BASE PLATE BASE PLAN VIEW JOB NO. U1493-141-211 DATE 05/05/2022 SHEET 6 DESIGNED DGD CHECKED JBA TIMBER POST PER ELEVATION 600/2" KNIFE PLATE ATTACHED TO TIMBER POST w/ (2) 1/2" DIA THIRD BOLTS (9/16" DIA HOLES IN KNIFE PLATE) SLOPE AWAY d FROM POST #3 CLOSED TIES 12" O.C. w/ (3) TIES IN TOP 5" (6) #4 VERTS EVENLY SPACED w/ 12" HOOK 4'-0"x4'-0"x12" THICK CONC. FTG w/ (6) #4 EA. WAY FOUNDATION 05/05/2022 6 N.T.S. 657 W. GALENA PARK BLVD., SUITE 707 (SO 7) 990-7775 DRAPER, UT 84D2D (SO 7) 990- 7 776 FAX WWW. VE'CTDRSE. COM \\ Copyright ® 2021 Vector SUvctural Engineering, LLC {�CTl7R ThlsEleal neeangv Mook LC, Mel my be mfther"iny norpen Galwpreb mb Slnd"h V ■V— Engineenng,LLC,aM mayeae, Moeefinal1y rroneerfially crogetlwrepotlucetl wilMur the pnwrwNlenpwmission or VeGw 50uGuml Engmeerxq, LLC E rl G 1 r-1 E E R S PROJECT: Cliff Point Estates Pavilion PROJECT NO.: U1493.141.211 SUBJECT: CRITERIA Design Criteria: General: Code: Structural design is based upon the International Building Code, 2012 Edition Risk Category: II Wind Criteria: ASCE7-10 Analysis Procedure: ASCE 7-10, Chapter 27 - Directional Procedure Basic Wind Speed - Ultimate (mph): 166 (3-sec gust) Wind Exposure: D Seismic Criteria: Analysis Procedure: ASCE 7-10, Equivalent Lateral Force Procedure Site Class: D Seismic Importance Factor, le: 1.0 Mapped Spectral Response Accelerations: Ss = 1.770 S1 = 1.031 Sos = 1.180 SDI = 1.031 Seismic Design Category: E Seismic Force Resisting System: Timber Frames Seismic Response Coefficient, C,: 0.787 Seismic Base Shear, V (k): 8.4 Snow Load: Ground Snow Load, pg (psi): 56 Snow Importance Factor, Is: 1 Roof Snow Load, pr (Pat): 42 Live Loads: Roof Live Load (psf): 20 General Notes: • The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found. • The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown, the construction shall be as shown for other similar work and as required by the building code. • These calculations are limited to the structural members shown in these calculations only. • The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility. • All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members. Wood Construction: • All dimensional lumber shall be Douglas Fir Larch #2 or equal • All wood posts shall be Douglas Fir Larch Structural Select • All wood timbers shall be Douglas Fir Larch #1 5X & Larger Or Equal • Wood construction code checks are per the National Design Specification for Wood Construction (NDS) and Standard for Design of Timber Frame Structures (TFEC 1) Foundation / Concrete: • All concrete mitring, placement, forming, and reinforcing installation shall be performed in accordance with the requirements of "Building Code Requirements for Reinforced Concrete", AC1318, latest applicable edition. • Foundation concrete shall have a minimum compressive strength of 3000 psi at 28 days. • Cement for all concrete shall be Type II with a minimum of 6% entrained air. Maximum aggregate size shall be 3/4". • Reinforcing steel shall be per ASTM A615 Gr. 60, U.N.O. • Foundation design is based upon presumptive soil capacities. Vector Structural Engineering, LLC strongly recommends independent soils testing be performed by a licensed geotechnical engineer to verify soil capacites, slope stability, and any other related soil parameters. �)M.s Coptlg 18 Vd r ineenng, LLC Extl wwwManppdetry nMan bokngmg ro Ven 9ul EgnengYECTOR LLC,mYMWhOHY PaNY wpJ m npW dpvn r-1 r3 1 rl E E R S �'`. , et vector s .W Engineamq, UC. PROJECT: Cliff Point Estates -Double Bay Pavilio JOB NO.: U1493.141.211 SUBJECT: GRAVITY LOADS ROOF Increase due to pitch Original loading ROOF PITCH/12 6 ASPHALT SHINGLES 4.47 1.12 4.00 T&G 3.35 1.12 3.00 FRAMING 3.00 OTHER 0.17 DL 11.00 LL 20.00 SNOW 42.00 SNOW INCLUDED IN LATERAL 8.4 §)§)||))§§§§ { §|i!!`t]\ „ ! ) )j!]§•|!!;) / § .!i E C T O R JOB NO.: U1493.141.211 E n G I n E E R S PROJECT: Cliff Point Estates - Double Bay Pavilio SUBJECT: Open Building Wind Loads Design Wind Load Per ASCE7-10 p=gh6C. Building Height (ft): Exposure Category: Velocity Pressure Exposure Coefficient, Kh: Topographic Factor, Km: Wind Directionality Factor, Ka: Ultimate Wind Speed, V [mph]: Velocity Pressure, qh [psf]: Gust Effect Factor, G: 15 D 1.03 (Table 26.10-1) 1.0 (Figure 26.8-1) 0.85 (Table 26.6-1) 166 (Figure 26.5-1) 61.8 qh=0.00256KhKhlKaV' 0.85 (per 26.9.1) Force Coeffecients per Figure 27.4 p 0° Force Coefficient, Ce: Roof angle Load Case Clear Wind Flow 26.6 A 1.2 0.2 8 -0.1 -0.9 p 90- or 270P Horizontal Distance from Winward Edge r_ h >h,<=2h > 2h <= h >h,<=2h > 2h Design Wind Pressure, p [psff: Roof angle Load Case Clear Wind Flow 26.6 A 63.0 10.5 B -5.3 -44.6 Force Coefficient, Ce: ngle Load Case Clear Wind Flow CN 26.6 A -0.8 B 0.8 26.6 A -0.6 8 0.5 26.6 A -0.3 B 0.3 Design Wind Pressure, p [psfJ: Roof angle Load Case Clear Wind Flow 26.6 A -42.0 B 42.0 26.6 A -31.5 B 26.3 26.6 A -15.8 8 15.8 Copyright ® 2018 Vector Structural Engineering, LLC C T Cl R This Excel workbook contains LLC, and information belonging to Vector Structural Engineering, LLC, and maybe neither wholly nor partially copied or reproduced without the prior written permission E n O I n E E R g of Vector Structural Engineering,LLC. PROJECT: Cliff Point Estates - Double BOB NO.: U1493.141.211 SUBJECT: LATERAL LOADS DESIGN OF ENCLOSED SIMPLE DIAPHRAGM LOW-RISE BUILDINGS FOR LATERAL LOADS Seismic Parameters (ASCE 7-10 Chapters 11, 12, & 22) Site Class: D S. 11.4.2 N = 1 S. 12.8.2.1 Determination of SDC: R = 1.5. T. 12.2-1 Cr = 0.02 T. 12.8-2 Per Table 11.6-1: D Ss = 1.77 F. 22-1 h„ (ft) = 15 S. 12.8.2.1 Per Table 11.6-2: D St = 1.031 F. 22-2 x = 0.75 T. 12.8-2 SDC: E S. 11.6 Fa = 1 T. 11.4-1 Ta = 0.15 E. 12.8-7 IE = 1.00 T. 1.5-2 F„ = 1.5 T. 11.4-2 To= 0.17 S. 11.4.5 Csma = 4.509 E. 12.8-3,4 SMs = 1.77 E. 11.4-1 Ts= 0.87 S. 11.4.5 Cs= 0.787 E. 12.8-2 SM1 = 1.55 E. 11.4-2 Cu= 1.40 T. 12.8-1 CSMIN= 0.344 E. 12.8-5,6 Sos = 1.180 E. 11.4-3 TL= 8 F. 22-12 CSCONTROL= 0.787 S. 12.8.1.1 Su = 1.031 E. 11.4-4 Se 1.090 S. 11.4.5 CSCONTROL*.7= 0.551 S. 2.4.1 Seismic Analysis Req'd? Yes IBC 1613.1 Perform Seismic Analysis? Yes Envelope Only Solution Vector Structural Engineering Cliff Point Estates Pavilion SK-1 DGD Nov 15, 2021 U1493.141.211 2-bay PAVILIONAd Y Section Sets Diaphragm z x Knee Brace 6x8 Column 10x10 Gable End Beam 6x14 Ridge Beam 6x16 King Post W Eave Beam 6x14 Knee Brace 2 6x8 Envelope Only Solution Vector Structural Engineering DGD U1493.141.211 Cliff Point Estates Pavilion I SK-3 2-bay, PAVILION.r3d �yy ZX Loads:BLC 1.DL Vector Structural Engineering DGD U 1493.141.211 Cliff Point Estates Pavilion SK-3 Nov 15, 2021 2-bay PAVILION.r3d Y Z�X -20 psf Loads: BLC 2, Roof LL Vector Structural Engineering Cliff Point Estates Pavilion SK-4 DGD Nov 15, 2021 U1493.141.211 2-bay PAVILION.r3d v z�x -�0 psf i" I \ Loads: BLC 3, SL Vector Structural Engineering Cliff Point Estates Pavilion SK-5 DGD Nov 15, 2021 U1493.141.211 2-bay PAVILION.r3d Y ZAX Loads: BLC 10, UNB SL1 Envelope Only Solution Vector Structural Engineering DGD U 1493.141.211 Cliff Point Estates SK-1 Nov 18, 2021 2-bay PAVILION.r3d Loads: BLC 11. UNB SL2 Vector Structural Engineering DGD U1493.141.211 Cliff Point Estates Pavilion SK-2 Nov 18, 2021 2-bay PAVILION.r3d p I f s4 -5251 psi Loads: BLC 4, WindX Case A Vector Structural Engineering Cliff Point Estates Pavilion SK-6 DGD Nov 15, 2021 U1493.141.211 2-bay PAVILION.r3d y�� Z�' ��II'I�✓'�X pst r 42 psf r� \ r� 51 psf Loads: BLC 5, W indZ Case A Vector Structural Engineering Cliff Point Estates Pavilion SK-7 DGD Nov 15, 2021 U1493.141.211 2-bay PAVILION.r3d Y Z�X ' . J J i (.. J 3 psf 44.6 psf \ -52,51 psf Loads: BLC 6, WindX Case B Vector Structural Engineering Cliff Point Estates Pavilion SK-8 DGD Nov 15, 2021 U1493.141.211 2-bay PAVILION.r3d y 26 T 42 psf psf N, 51 psf Loads. B Vector Structural Engineering Cliff Point Estates Pavilion SK-9 DGD U 1493.141.211 12-bay PAVILION.r3d 3 psf 15.3 just Loads: BLC 8, EQX Vector Structural Engineering Cliff Point Estates Pavilion SK-10 DGD Nov 15, 2021 U1493.141.211 2-bay PAVILION.r3d Loads: BLC 9, EQZ Vector Structural Engineering DGD U 1493.141.211 Cliff Point Estates Pavilion SK-11 Nov 15, 2021 2-bay PAVILION.r3d Code Check (Env) KNIoCalc > 1.0 ,0_50 75., 0 .50-75 11go-160 L o ON o C), 0 76 to R Member Code Checks Displayed (Enveloped) Envelope Only Solution Vector Structural Engineering Cliff Point Estates Pavilion SK-5 DGD Nov 18, 2021 U1493.141.211 2-bay PAVILIONAd Y Shear Check (Env) Z X No Calc > 1 0 .90-1.0 75-90 `_..50-.75 0.-.50 GOn OVv 0 o O.LA 9 02S O f 0 �pn 0 � OPT o Epp .LA AO 0 29 N O p 00 o 0�0 0 O' �p0 p?S 029 � w O 00 p� O. 0 IJ m Member Shear Checks Displayed (Enveloped) Envelope Only Solution Vector Structural Engineering Cliff Point Estates Pavilion SK-6 DGD Nov 18, 2021 U1493.141.211 2-bay PAVILION.r3d Company Vector Structural Engineering 11/1812021 11RISA oblgner Number U1G 93.141.211 Checked By: AJM Model Name : Cliff Point Estates Pavilion Wood Properties I ahel T�rne Ila}ahacp Snpripc (,rode Cm FmnrlNu Therm Cnnrf Hos°F-tl flcneihi f4/Hal 1 DF Solid Sawn isually GradedV Fir-Larch NO 1 0.3 0.035 2 CDR Solid Sawn Visually Gradedrn Cedars No.1 1 .3 0.3 0.035 3 HFSi Visually Gradedm-Fir No.1 1 0.3 0.035 4 SPF Solid Sawn Visually Gradede-Pine-fr No.1 1 .3 0.3 0.035 5 24F-1.8E DF Balanced Glulam NDS Table 5AE_DF_BAL na 1 0.3 0.035 6 4F-1.BE DF Unbalanced Glulam NDS Table 5A_oF_uNBAL na 1 .3 0.3 0.035 7 24F-1.8E SP Balanced Glulam NDS Table 5AE_8P_BAL na 1 0.3 0.035 824E-1.8E SP Unbalanced Glulam NDS Table 5A_SP_uNBAL na 1 .3 0.3 0.035 9 DFSS olid Sawn isually Graded Fir- South Select Structural 1 0.3 0.035 Wood Section Sets Label Shaine Tvne Design List Material Decinn Rules Area rin'1 Ivv rin41 177 rin'l .1 rin'l 1 F Knee Brace 6x8 6_X_8F­S­_[VBira_c_eT Rectangular DF Typical 48 144 256 311.016 2 Column 10x10 10X10FS Column Posts DFSS Typical 100 833.333833,3331408.333 3 Gable End Beam 6x14 BX14FS Beam Rectangular DF Typical 84 252 1372 736.605 4 Ridge Beam 6x16 4.5X16FS Beam Rectangular Double DF Typical 72 121.5 1536 399.932 5 King Post 8x8 8X8FS Column Rectan ular DF Typical 64 341.333 341.333 576.853 6 Eave Beam 6x14 6X14FS Beam Rectan ular DF Typical 84 252 1372 736.605 7 Knee Brace 2 6x8 6X8FS VBrace Rectangular DF Typical 48 144 256 311.016 Wood Design Parameters Label Shane I ennth rftl Ie7 rBl le-hpnrl Mn rf l la-hanri hnt rRl K v_v K Cr v cwav v cwmi 1 Mt Column 10x10 8.583 Lb 2.4 2.4 Yes Yes 2 M2 Column 10x10 8.583 Lbyy 2.4 2.4 Yes Yes 3 M3 King Post 8x8 3.833 Lbyy 4 M4 Column 10x10 8.583 Lbyy 2.4 2.4 Yes Yes 5 M5 Column 10x10 8.583 Lbyy 2.4 2.4 Yes Yes 6 M6 King Post 8x8 3.833 Lbyy 7 M7 Gable End Beam 6x14 15.33 Lbyy Segment 8 MS Eave Beam 6x14 15.67 4 Lbyy 9 M9 Eave Beam 6x14 15.67 4 Lbyy 10 M10 Ride Beam 6x16 15.67 2 Lbyy 11 M17 Gable End Beam 6x14 15.33 Lbyy Segment 12 M20 Knee Brace 2 6x8 3.536 Lbyy 13 M21 Knee Brace 6x8 3.536 Lbyy 14 M22 Knee Brace 2 6x8 3.536 Lbyy 15 M23 Knee Brace 6x8 3.536 Lbyy 16 M24A Knee Brace 6x8 3.536 Lbyy 17 M25A Knee Brace 2 6x8 3.536 Lb 18 M26A Knee Brace 2 6x8 3.536 Lbyy 19 M27A Knee Brace 6x8 3.536 Lbyy 20 M24B Column 10x10 8.583 LbMment 2.4 2.4 Yes Yes 21 M25B Column 10x10 8.583 Lb2.4 2.4 Yes Yes 22 M26B Gable End Beam 6x14 15.33 Lb 231 M27B I Knee Brace 2 6x8 3.536 Lbyy 241 M28 I Knee Brace 6x8 3.536 Lbyy 251 M29 I Knee Brace 2 6x8 3.536 Lbyy 26 M30 Knee Brace 6x8 3.536 Lbyy 27 M31 Knee Brace 6x8 3.536 Lbyy 28 M32 Knee Brace 6x8 3.5F Lbyy 29 M33 Kin Post 8x8 3.8Lbyy 30 M38 Ride Beam 6x16 15. Lbyy31 M39 Eave Beam 6x14 15. Lb32 M40 Eave Beam 6x14 15. bvy RISA-31D Version 19 [ 2-bay PAVILIONAd ] - Page 1 Company Vector Engineering 11/18/2021 111RISAJoblNu �G 93S41211a1 Number Checked B : AJM ,r,.,E;scHEKcoM1„Avg Model Name : Cliff Point Estates Pavilion Basic Load Cases BLC Description Cateclory X Gravity Y Gravity Z Gravity Distributed Area Member 1 DL DL -1.05 2 2 Roof LL RLL 2 3 SL SL 2 4 WindXCase A WL+X 3 5 WndZCase A W-+Z 6 6 WindX Case B WL-X 3 7 WfndZ Case B W_.Z 6 8 EQX ELX -0.787 2 9 EQZ ELZ -0.787 2 101 UNB SL1 01-1 2 11 UNB SL2 01-2 2 12 BLC 1 Transient Area Loads None 8 13 BLC 2 Transient Area Loads None 8 14 BLC 3 Transient Area Loads None 8 15 BLC 4 Transient Area Loads None 26 16 BLC 5 Transient Area Loads None 36 17 BLC 6 Transient Area Loads None 26 18 BLC 7 Transient Area Loads None 36 19 BLC 8 Transient Area Loads None 8 20 BLC 9 TransiantArea Loads None 8 211 BLC 10 Transient Area Loads None 4 221 BLC 11 Transient Area Loads None 4 Envelope AWC NDS-18: ASD Member Wood Code Checks Member Shaoe Code Check Locfftl LC Shear CheckLocfftl Dir LC Fc' Iksil Ft' fksil Fh1' rksilFhT rkcilFv rksil RR cl cP Fnn 1 M1 10X10FS 0.46 2.51446 0.282 0 42 0.499 0.95 1.45 1.45 0.165 3.2091 110.4750.9-31 2 M2 10XIOFSI 0.538 2.514461 0.277 0 y 40 0.499 1 0.95 1.45 1.45 0.165 3.20 1 0.475 .9-3 3 M3 8X8FS 0.05 3.833 42 0.005 3.833 z 6 0.986 0.825 1.2 1.2 0.196 .39 1 .9863.6.3 4 M4 10X10FS 0.46 2.514 47 0.282 0 42 0.499 0.95 1.45 1.45 0.165 3.209 1 0.475 .9-3 5 M5 10X10FS 0.538 2.514 47 0.277 0 40 0.499 0.95 1.45 1.45 0.165 .20 1 0.475 .9-3 6 M6 8X8FS 0.053 3.83345 0.005 3.833 z 6 0.986 0.825 1.2 1.2 0.196 2.398 1 0.9863.6.3 7 M7 6X14FS 0.649 7.74245 0.254 2.632 42 0.399 0.675 1.316 0.982 0.17 .45 .9910.432 .9-3 8 M8 6X14FS 0.532 7.12342 0.287 13.296 46 0.836 0.675 1.324 0.982 0.17 4.32 0.99 0.903 .9-3 9 M9 6X14FS 0.329 7.598 5 0.237 0 46 1.009 0.844 1.64 1.228 0.17 .5510.98 0.873 .9-1 10 M10 4.5X16FS 0.967 7.914 48 0.402 15.67 45 0.86 0.675 1.305 0.968 0.17 .35 0.998 0.93 .9-1 11 M17 6X14FS 0.599 7.588 45 0.254 12.696 42 0.399 0.675 1.316 0.982 0.17 .45 .991 A32 .9-3 12 M20 6XSFS 0.128 0 42 0.004 3.536 49 0.978 0.825 1.199 1.2 0.17 3,0710.9990.9783.6.3 13 M21 6XSFS 0.098 0 47 0.004 3.536 46 0.978 0.825 1.199 1.2 0.17 .071 .99 .9783.6.3 14 M22 6XSFS 0.127 0 40 0.004 3.536 48 0.978 0.825 1.199 1.2 0.17 3.0710.99 0.9783.6.3 15 M23 6XSFS 0.119 0 47 0.004 3.536 46 0.978 0.825 1.199 1.2 0.17 .071 .99 0.9783.6.3 16 M24A 6XSFS 0.119 0 46 0.004 3.536 47 0.978 0.825 1.199 1.2 0.17 3.0710.9990.9783.6.3 17 M25A 6XSFS 0.127 0 40 0.004 3.536 48 0.978 0.825 1.199 1.2 0.17 3.0710.99 0.9783.6.3 18 M26A 6XSFS 0.128 0 42 0.004 3.536 49 0.978 0.825 1.199 1.2 0.17 3.0710.99 0.9783.6.3 19 M27A 6X8FS 0.098 0 46 0.004 3.636 47 0.978 0.826 1.199 1.2 0.17 .071 .99 .9783.6.3 20 M246 10X10FS 0.662 2.51442 0.55 0 42 0.499 0.95 1.45 1.45 0.165 3.20 1 0.475 .9-3 21 M25B 10X10FS 0.887 2.514 49 0.53 0 49 0.499 0.95 1.45 1.45 0.165 3.20 1 .475 .9-3 22 M26B 6X14FS 0.977 7.742 45 0.495 2.632 42 0.399 0.675 1.316 0.982 0.17 8.45 0.9910.432 .9-3 23 M27B 6XSFS 0.252 0 42 0.004 3.536 49 0.978 0.825 1.199 1.2 0.17 3.071 .99 0.9783.6.3 24 M28 6XSFS 0.1 0 38 0.004 3.536 46 1.541 1.32 1.917 1.92 0.17 3.0710.99 0.9633.6.3 25 M29 6XSFS 0.243 0 49 0.004 3.536 48 0.978 0.825 1.199 1.2 0.17 3.0710.99 0.97 3.6.3 26 M30 6X8FS 0.157 0 47 0.004 3.536 46 0.978 0.825 1.199 1.2 0.17 3.071) 0.9783.6.3 27 M31 6X8FS 0.157 0 46 0.004 3.536 47 0.978 0.825 1.199 1.2 0.17 .071 .99 .97183.6.3 28 M32 6X8FS 0.1 0 37 0.004 3.536 47 1.541 1.32 1.917 1.92 0.17 3.071 ).99910.96 3.6.3 29 M33 8X8FS 0.099 0 42 0.005 3.833 z 6 0.986 0.825 1.2 1.2 0.196 .39 1 .9863.6.3 30 M38 4.5X16FS 0.967 7.914 40 0.384 15.67 42 0.86 0.675 1.305 0.968 0.17 .35 0.998 0.93 3.9-1 31 M39 6X14FS 0.532 8.547 42 0.287 2.374 47 0.836 0.675 1.324 0.982 0--17-4 32 .99 0.903 .9-3 1321 M40 1 6X14FS 1 0.329 18.07215 0.237 15.67 47 1.009 0.844 1 1.64 1.228 0.17 8.5510.98 0.8733.9-1 RISA-31D Version 19 [ 2-bay PAVILION.r3d ] Page 2 Company Vector 11/1/2021 IIIRISAJobsignerN DGD Number : U1 93.1g1211alEngineering Checked By:AJM „vE:aerscKc•.;ntannr Model Name : Cliff Point Estates Pavilion Envelope AWC NDS-18: ASD Member Wood Code Checks (Continued) Member Shape Code Check Loc[ft] LC Shear CheckLoc[ft] DirLC Fd [ksi] Ft' [ksi] Fbl' [ksi]Fb2' [ksi]FV [ksi] RB CL CP Eqn RISA-3D Version 19 [ 2-bay PAVILIONAd ] Page 3 Company Vector Structural Engineering 11/18/2021 IRISA Designer 147 PM U14 Job Number U1493.141.211 Checked d By : AJM IME 13a Model Name : Cliff Point Estates Pavilion Envelope Beam Deflections Member Label Span Location rftl v' finl In) I'/V Ratin I C 1 1 M7 1 max 1.548 -0.001 NC 49 2 1 min 0 0 NC 1 3 2 max 6.968 -0.001 NC 4 4 2 min 5.265 -0.015 4182 31 5 3 max 8.826 0.001 NC 6 6 3 min 10.065 -0.018 3519 16 7 4 max 14.711 -0.001 NC 17 8 4 min 12.852 -0.001 NC 1 9 M8 1 max 2.374 -0.001 NC 21 10 1 min 0 0 NC 1 11 2 max 11.238 -0.001 NC 25 12 2 min 6.806 -0.034 3786 45 13 3 max 14.879 -0.001 NC 25 14 3 min 13.296 0 NC 1 15 M9 1 max 2.374 -0.001 NC 21 16 1 min 0 0 NC 1 17 2 max 11.238 -0.001 NC 25 18 2 min 6.806 -0.034 3786 36 19 3 max 14.879 -0.001 NC 25 20 3 min 13.296 0 NC 1 21 M70 1 max 5.223 0.001 NC 5 22 1 min 7.914 -0.284 662 19 23 M17 1 max 1.548 -0.001 NC 39 24 1 min 0 0 NC 1 25 2 max 4.955 0.001 NC 10 26 2 min 5.265 -0.016 3876 16 27 3 max 11.923 0.001 NC 8 28 3 min 10.065 -0.016 3881 31 29 4 max 14.711 0.001 NC 8 30 4 min 12.852 -0.001 NC 1 31 M26B 1 max 0.31 0.001 NC 16 32 1 min 1.394 0.004 8302 22 33 2 max 4.026 0.001 NC 6 34 2 min 5.265 -0.029 2153 31 351 3 max 7.897 -0.001 NC 5 36 3 min 10.065 -0.035 1780 16 37 4 max 12.852 0.001 NC 23 38 4 min 13.162 -0.006 5040 16 39 M38 1 max 10.447 0.001 NC 5 40 1 min 7.756 -0.274 686 16 41 M39 1 max 1.899 0.001 NC 25 42 1 min 0 0 NC 1 43 2 max 3.641 -0.001 NC 22 44 2 min 9.18 -0.033 3895 47 45 3 max 15.037 0.001 NC 37 46 3 min 13.296 0 NC 1 47 M40 1 max 1.899 0.001 NC 25 48 1 min 0 0 NC 1 49 2 max 3.641 -0.001 NC 23 50 2 min 9.18 -0.033 3895 38 51 3 max 15.037 0.001 14C 46 52 3 min 13.296 0 NC 1 Envelope Maximum Member Section Forces RISA-3D Version 19 [ 2-bay PAVILION.r3d ] Page 4 Company Vector /2021 III RISA b Designer ber U1493.141.211 Sa1 Engineering Checked By: AJM n :Erne=scnerc can+�:.w Model Name : Cliff Point Estates Pavilion Envelope Maximum Member Section Forces (Continued) Member Axial Hb Loc ft LCV Shear Ib Loc ft LCz Shear Ib Loc ft LCTor ue Ib-ft Loc ftLC - Mom ent[lb-ffl oc ft LCz-z Moment Ib-ft Lac ft LC 31-Wina505,2068.5833113354.408 0 12659.145 0 6 0 8.58331 6591.159 2.5142 5908.904 2.514N 4 min 2581.608 0 2-2385.605 0 -3026.818 0 0 0 0 9 -7508,193 2.51420 -8335.547 2.514 1 5 M3 ax3921.1683.833lq 16.424 0 7 40.254 3.83311 0 3.8334 15.736 1.89725 15.736 1.897 6 min-592.271 0 1-16.424 0 2 -40.254 0 6 0 0 23 -38.57 1.8976 -15.736 1.897 7 4694,366 .5831 2385.605 0 73026.818 0 1 0 &58316 7508.193 2.51421 8440.456 2,5141 8 min 2581.608 0 -3408.365 0 1-2659.145 0 0 0 1 -6591.159 2.514 -5908.904 .514 9 M5 a 505.20 .583 13354.408 0 13026.818 0 1 0 8.5839 7508.193 2.51421 5908.904 .51 10 min 2581.608 0 -2385.605 0 -2659.145 0 0 2.51431 -6591.159 2.514 -8335.547 .514 1 11 M6 a 063.81 .8331 16.424 D 40.254 .83311 0 .833 15.736 1.897 15.736 1.897 12 min-987.068 0 1-16.424 0 -40.254 0 6 0 0 4 -38.57 1.8976 -15.736 1.897 13 M7 a 277.5041z.esz 2786.751 .632 602.402 0 7 0 15.33 2425.218 .58 7 6149.947 .47 14 min 4097.618 .478 -2530.88112.69e 1-602.402 15.337 0 0 1 -413.737 .588 -9706.709 .7421 15 M8 a 274.73 .374 4 2931.72 0 2 866.276 0 4 0 15.6749 3387,443 7.9144 6681.613 Z5332 16 min -4813.9 13.296 -2737.751 .374 1-873.697 15.67 4 0 0 1 -1774.409 .91 -7055.304 .533 17 M9 274.73 .37 2931.72 0 686.49 0 5 0 15.6749 2693.09 7.7565 6681.613 2.5332 18 min -4813.9 113.296 -2737.751 .374 1-686.021 15.675 0 0 1 -1800 7.91423 -7055.304 2.5332 19 M10 na 748.42715.67 44031.982 0 1 794.665 15.6727 0 15,6723 3112.781 7.91426 3853.844 7.9141 20 min-805.96615.67 1-4031.98215.671 -794.66515.67 22 0 0 4 -3112.781 7.91423 -15793.678 7.7561 21 M17 a 277.50 1z.e5z 2530.881 .632T1596,22715.337 0 15.33 420.51 .58 6149.947 12.852 22 min 4097.61812.852 -2786.751 12.698 1 -596.227 0 7 0 0 1 -2392.999 .7427 -9454.156 .5881 23 M20 a 6613.36 0 1 25.873 0 11.362 0 0 .536 10.041 1.78 1.213 1.7862 24 min 4621.203 0 -25.873 .536 -11.362 0 5 0 0 1 -10.041 1.786 -22.866 1.786 25 M21 898.53 0 1 25.873 0 11.362 0 0 .536 10.041 1.78 1.213 1.786 5 26 min 5165.884 0 -25.873 .536 -11.362 0 0 0 1 -10.041 1.786 -22.866 1.786 27 M22 a 577.79 0 1 25.873 0 11.362 0 0 .536 10.041 1.78 1.213 1.786 7 28 min 4621.203 0 -25.873 .536 -11.362 0 0 0 1 -10.041 1.786 0 -22.866 1.786 2 29 M23 a 898.53 0 t 25.873 0 11.362 0 0 .536 10.041 1.78 1.213 1.78 30 min 5165.884 0 -25.873 .536 -11.362 0 0 0 1 -10.041 1.786 7 -22.866 1.786 31 M24A a 898.53 0 25.873 0 1 11.362 0 0 .536 10.041 1.78 1.213 1.786 4 32 min 5165.884 0 -25.873 .536 1F4147. 0 2 0 0 1 -10.041 1.78622 -22.866 1.786 1 33 M25A a 577.79 0 1 25.873 0 0 1 0 .536 10.041 1.78621 1.213 1.786 7 34 min 4621.203 0 -25.873 .536 0 0 0 1 -10.041 1.786 -22.866 1.786 35 M26A a 6613.36 0 t 25.873 0 0 0 .536 10.041 1.78 1.213 1.786 6 36 min 4621.203 0 -25.873 .536 0 1 0 0 1 -10.041 1.78621 -22.866 1.786 37 M27A a 898.53 0 25.873 0 1 0 0 .536 10.041 1.78 1.213 1.786 4 38 min 5165.884 0 -25.873 .536 1 0 0 0 1 -10.041 1.786 -22.866 1.786 1 39 924B 19043.51 .58 1 4411.461 0 0 1 0 .583 10304.304 .514 1 16820.462 .51 140 min 5018.909 0 -6768.217 0 12 0 0 0 1 -10304.304 .514 -10961.712 .514 41 M25B a 518.60 .58 16531.914 0 14147.882 0 1 0 .583 10304.304 2.51421 10961.712 .514 42 min 5018.909 0 411.461 0 -4147.882 0 0 0 1 -10304.304 .514 -16260.754 .514 1 43 M266 a 203. .47 5480.542 .6321 611.62 0 7 0 15.33 2498.886 7.5887 11667.28 .47 44 min 7989.773 .478 -4884.40412.698 1-611.62 15.33 7 0 0 1 -410.716 .742 -18389.578 .7421 45 M27B a 13184.361 0 1 25.873 0 11.362 0 0 .536 10.041 1.78 1.213 1.78 46 min -8662 0 -25.873 .536 -11.362 0 0 0 1 -10.041 1.786 -22.866 1.786 47 M28 a 372.142 0 25.873 0 11.362 0 0 .536 10.041 1.78 1.213 1.78 48 min 3479.692 0 -25.873 .536 -11.362 0 0 0 1 -10.041 1.786 -22.866 1.786 49 M29 a 12796.863 0 1 25.873 0 11.362 0 0 .536 10.041 1.78 1.213 1.78 50 min -8662 0 -25.873 .536 -11.362 0 0 0 1 -10.041 1.786 -22.866 1.786 2 51 M30 a 372.142 0 25.873 0 11.362 0 0 .536 10.041 1.78 1.213 1.7862 52 min 3479.692 0 -25.873 .536 -11.362 0 0 0 1 -10.041 1.786 -22.866 1.786 53 M31 372.142 0 25.873 0 1 11.362 0 0 .536 10.041 1.78 1.213 1.786 4 54 min 3479.692 0 -25.873 .536 1-11.362 0 2 0 0 1 -10.041 1.786 2 -22.866 1.786 1 55 M32 a 372.142 0 25.873 0 1 11.362 0 0 .536 10.041 138 1.213 1.75 56 min 3479.692 0 -25.873 .536 1-11.362 0 0 0 1 -10.041 1.786 6 -22.866 1.75 1 57 M33 a 717.91 0 1 16.424 0 40.254 0 11 0 .833 38.57 1.89711 15.736 1.897 58 min-1567.07 .8331 -16.424 0 -40.254 .8336 0 0 1 -15.736 1.897 1 -15.736 1.897 59 M34 a 997.38817.8 0 17.86 0 17.86 0.001 17.8631 0 17.8 0 17.8 60 min-926.528 0 0 0 1 0 0 1 0 0 9 0 0 1 0 0 1 RISA-3D Version 19 [ 2-bay PAVILION.r3d ] Page 5 Company Vector 11/18/2021 IIIRISAJob'N Designer U1 93S41211a1Engineering Checked By:AJM r`msree-sCHI . Model Name : Cliff Point Estates Pavilion Envelope Maximum Member Section Forces (Continued) Member Axialrlbl LodftlLCv ShearrlblLocrflL Cz ShearnhlLndfni r.Tnrnuerlh-ftll nnrftL r,- Mnmonlrlh-ftll nrrftu rv-, nenmenxih_nll nrrnu m�� r , , •��00000000000v000 m�®�o�000000 � r o�000000 MEE Mi. Envelope Member End Reactions MemberMember End Axial[lb] LC y SheadlIbI LC z Shea Ib LC Tor ue Ib-ftLC - Moment Ib-ft LC z-z Moment Ib-ft LC 1 I M1 I I 'naxl2790.2141 21 12385.605 27 2659.145 251 0 10 0 10 0 10 2 min 2581.608 24 -3408.365 16 -3026.818 20 0 16 0 16 -0.001 16 3 J a 4684.366 16 1450.55 16 1277.813 20 0 10 0 49 0 49 4 min -773.669 27 -1014.286 27 -1126.706 25 0 16 0 1 0 1 5 M2 I a 2790.214 21 3354.408 31 2659.145 25 0 31 0 9 0.001 31 6 min 2581.608 24 -2385.605 26 -3026.818 20 0 9 0 31 0 9 7 J a 4505.206 31 1014.286 26 1277.813 20 0 31 0 49 0 49 8 min -773.669 26 -1403.984 31 -1126.706 25 0 9 0 1 0 1 9 M3 I 3858.562 16 16.424 27 16.424 25 0 4 0 49 0 49 10 min -592.271 10 -16.424 22 -40.254 6 0 23 0 1 0 1 11 J a 3921.168 16 16.424. 26 40.254 11 0 4 0 49 0 49 12 min -554.708 10 -16.424 23 -16.424 21 0 23 0 1 0 1 13 M4 I nax 2790.214 20 2385.605 27 3026.818 21 0 16 0 16 0 10 14 min 2581.608 25 -3408.365 16 -2659.145 24 0 10 0 10 -0.001 16 15 J 71ax4684.366 i6 1450.55 16 1126.706 24 0 16 0 49 0 49 16 min -1169.456 10 -1014.286 27 -12 77.813 21 0 10 0 1 0 1 17 M5 I a 2790.214 20 3354.408. 31 3026.818 _21 -0 9 0 31 0.001 31 18 min 2581.608 25 -2385.605 26 -2659.145 24 0 31 0 9 0 9 19 J a 4505.206 31 1014.286 26 1126.706 24 0 9 0 49 0 49 20 min 1169.456 10 -1403.984 31 -1277.813 21 0 31 0 1 0 1 21 M6 1 a 4001.212 19 16.424 27 16.424 25 0 23 0 49 0 49 22 min -987.068 10 -16.424 22 -40.254 6 0 4 0 1 0 1 23 J a 4063.818 19 16.424 26 40.254 11 0 23 0 49 0 49 24 min -949.504 10 -16.424 23 -16.424 21 0 4 0 1 0 1 25 M7 I a 3249.638 27 2386.698 27 602.402 7 0 49 0 49 0 49 26 min 070.53 30 -2451.305 22 -105.35 25 0 1 0 1 0 1 27 J a 3249.638 26 2451.305 23 105.35 25 0 49 0 49 0 49 28 min 4070.53 31 -2386.698 26 -602.402 7 0 1 0 1 0 1 29 M8 I a 3144.767 24 2931.72 20 866.276 4 0 49 D 49 0 49 30 min 3553.62 21 -2650.629 25 -455.607 23 0 1 0 1 0 1 31 J a 2129.657 25 2161.475 46 456.419 23. 0 49 0 49 0 49 32 min 716.425 46 -1686.305 25 -873.697 4 0 1 0 1 0 1 33 M9 I a 3144.767 24 2931.72 20 686.49 5 0 49 0 49 0 49 34 min 3553.624 21 -2650.629 25 -465.001 23 0 1 0 1 0 1 35 J a 2129.657 25 2161.475 37 467.474 23 0 49 0 49 0 49 36 min 716.42 37 -1686.305 25 -686.021 5 0 1 0 1 0 1 37 M10 I 733.986 25 4031.982 19 794,665 26 0 23 0 49 0 49 38 min -791.456 20 -983.851 10 -794.665 23 0 4 0 1 0 39 J a 748.427 24 983.851 10 794.665 27 0 23 0 49 0 40 min -805.966 21 -4031.982 19 -794.665 22 0 4 0 1 0 41 M17 I a 3249.638 26 2386.698 26 106.257 21 0 49 0 49 0 d49 42 min 070.53 31 -2451.305 23 -596.227 7 0 1 0 1 0 43 J 3249638 27 245135 22 596.227 7 0 49 0 49 0 RISA-3D Version 19 [ 2-bay PAVILION.r3d I Page 6 Company : Vector Structural Engineering 11/18/2021 IRISA U14 Designer 14700PM Job Number U1493.141.211 Checked By: AJM Model Name : Cliff Point Estates Pavilion Envelope Member End Reactions (Continued) MemberMember End Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[Ib-ft] LC y-y Moment[lb-ft] LC z-z Moment[lb-ft] LC 44 min 4070.539 30 -2386,698 27 -106.257 21 0 1 0 1 0 1 45 M20 1 max 6613.36 16 25.873 23 11.362 20 0 49 0 49 0 49 46 min 4621.203 27 -1.373 26 -11.362 25 0 1 0 1 0 1 47 J a 6582.735 16 1.373 26 11.362 21 0 49 0 49 0 49 48 min 618.457 27 -25.873 23 -11.362 24 0 1 0 1 0 1 49 M21 I a 5898.538 21 25.873 20 11.362 26 0 49 0 49 0 49 50 min 5165.884 24 -1.373 25 -11.362 23 0 1 0 1 0 1 51 J a 5846.792 21 1.373 25 11.362 27 0 49 0 49 0 49 52 min 5163.138 24 -25.873 20 -11.362 22 0 1 0 1 0 1 53 M22 I a 6577.795 31 25.873 22 11.362 25 0 49 0 49 0 49 54 min 4621.203 26 -1.373 27 -11.362 20 0 1 0 1 0 1 55 J 6530.066 31 1.373 27 11.362 24 0 49 0 49 0 49 56 min 4618.457 26 -25.873 22 -11.362 21 0 1 0 1 0 1 57 M23 I a 5898.538 21 25.873 20 11.362 22 0 49 0 49 0 49 58 min 5165.884 24 -1.373 25 -11.362 27 0 1 0 1 0 1 59 J a 5846.792 21 1.373 25 11.362 23 0 49 0 49 0 49 60 min 5163.138 24 -25.873 20 -11.362 26 0 1 0 1 0 1 61 M24A I a 5898.538 20 25.873 21 11.362 27 0 49 0 49 0 49 62 min 5165.884 25 -1.373 24 -11.362 22 0 1 0 1 0 1 63 J a 5846.792 20 1.373 24 11.362 26 0 49 0 49 0 49 64 min 5163.138 25 -25.873 21 -11.362 23 0 1 0 1 0 1 65 M25A I a 6577.795 31 25.873 22 11.362 21 0 49 0 49 0 49 66 min 621.203 26 -1.373 27 -11.362 24 0 1 0 1 0 1 67 J a 6530.066 31 1.373 27 11.362 20 0 49 0 49 0 49 68 min 618.457 26 -25.873 22 -11.362 25 0 1 0 1 0 1 69 M26A I a 6613.36 16 25.873 23 11.362 24 0 49 0 49 0 49 70 min 4621.203 27 -1.373 26 -11.362 21 0 1 0 1 0 1 71 J nax 6582.735 16 1.373 26 11.362 25 0 49 0 49 0 49 72 min 4618.457 27 -25.873 23 -11.362 20 0 1 0 1 0 1 73 M27A I a 5898.538 20 25.873 21 11.362 23 0 49 0 49 0 49 74 min 5165.884 25 -1.373 24 -11.362 26 0 1 0 1 0 1 75 J max 5846.792 20 1.373 24 11.362 22 0 49 0 49 0 49 76 min 5163.138 25 -25.873 21 -11.362 27 0 1 0 1 0 1 77 M24B 1 nax 3693.153 27 4411.461 27 4147.882 21 0 49 0 49 0 4 78 min 5018.909 39 -6768.217 16 -4147,882 20 0 1 0 1 0 23 79 J 'naxl0043.516 16 2831.387 16 1738.549 20 0 49 0 49 0 49 801 1 min 1386.015 27 -1846.875 27 -1738.549 21 0 1 0 1 0 1 81 M25B I nax 3693.153 26 6531.914 31 4147.882 21 0 49 0 49 0 4 82 min 5018.909 49 -4411.461 26 -4147.882 20 0 1 0 1 0 23 83 J max 9518.608 31 1846.875 26 1738.549 20 0 49 0 49 0 49 84 min 1386.015 26 -2709.881 31 -1738.549 21 0 1 0 1 0 1 85 M26B I max 6175.178 27 4428.06 27 611.62 7 0 49 0 49 0 49 86 min 7968.873 30 4678.213 22 -104.672 25 0 1 0 1 0 1 87 J max 6175.178 26 14678.213 23 104.672 25 0 49 0 49 0 49 88 min 7968.873 31 -4428.06 26 -611.62 7 0 1 0 1 0 1 89 M27B I a 13184.361 16 25.873 231 11.362 24 0 49 0 49 0 49 90 min -8662 27 -1.373 26 1 -11.362 25 0 1 0 1 0 1 91 J max13153.736 16 1.373 261 11.362 21 0 49 0 49 0 49 92 min 8659.254 27 -25.873 23 -11.362 20 0 1 0 1 0 1 93 M28 I a 7372.142 38 25.873 20 11.362 26 0 49 0 49 0 49 94 min 3479.692 24 -1.373 25 -11.362 23 0 1 0 1 0 1 95 J ax 7324.413 38 1.373 25 11.362 27 0 49 0 49 0 49 96 min 3476.946 24 -25.873 20 -11.362 22 0 1 0 1 0 1 97 M29 1 a 12796.86 31 25.873 22 11.362 25 0 49 0 49 0 49 98 min -8662 26 -1.373 27 -11.362 24 0 1 0 1 0 1 99 J a 12749.13 31 1.373 27 11.362 20 0 49 0 49 0 49 100 min 8659.254 26 -25.873 22 -11.362 21 0 1 0 1 0 1 101 M30 1 a 7372.142 47 25.873 1201 11.362 22 0 149, 0 49 0 49 RISA-31D Version 19 [ 2-bay PAVILION.r3d ] Page 7 Company Vector 11/18/2021 111RISAJoblNu U1 911412i;alEngineering Number Checked By AJM nntae*sceeKcer•+.:.-,. Model Name : Cliff Point Estates Pavilion Envelope Member End Reactions (Continued) MemberMember End Axialllbl LC v Shearrlbl LC z Shearllbl LC Torcueflb-ftl LC v-v Momentflh-ftl LC z-z Mnmentflh-ftl I C 1021 1 min 3479.692 24 1 -1.373 25 -11.362 27 0 1 0 1 0 1 103 J ma)(7324.413 471 1.373 25 11.362 23 0 49 0 49 0 49 104 min 3476.946 24 -25.873 20 -11.362 26 0 1 0 1 1 0 1 105 M31 I a 7372.142 461 25.873 21N40.254 27 0 49 0 49 0 49 106 min 3479.692 25 -1.373 24 22 0 1 0 1 0 1 107 J a 7324.413 46 1.373 24 26 0 49 0 49 0 49 108 min 3476.946 25 -25.873 212 23 0 1 0 1 0 1 109 M32 I a 7372.142 37 25.873 21 23 0 49 0 49 0 49 110 min 3479.692 25 -1.373 242 26 0 1 0 1 0 1 ill J ax 7324.413 37 1.373 24 22 0 49 0 49 0 49 112 min 3476.946 25 -25.873 212 27 0 1 0 1 0 1 113 M33 I a 7717.918 16 16.424 27 11 0 49 0 49 0 49 114 min 1529.507 10 -16.424 22 -16.424 21 0 1 0 1 0 1 115 J a 7655.313 16 16.424 26 16.424 25000 49 0 49 0 49 116 min -1567.07 10 -16.424 23 -40.254 61 0 1 0 1 117 M34 I a 997.388 23 0 49 0 4931 0 49 0 49 118 min -926.528 26 0 1 0 19 0 1 0 1 119 J a 997.388 23 0 49 0 4931 0 49 0 49 120 min -926.528 26 0 1 0 19 0 1 0 1 121 M35 I a 1010.976 23 0 49 0 4923 0 49 0 49 122 min -964.028 22 0 1 0 14 0 1 0 1 123 J a 1010.976 23 0 49 0 4923 0 49 0 49 124 min -964.028 22 0 1 0 1 0 4 0 _1 _0 1 125 M36 I a 1010.976 22 0 49 0 49 0 23 0 491 0 49 126 min -964.028 23 0 1 0 1 0 4 0 1 0 1 127 J a 1010.976 22 0 49 0 0 23 0 49 0 49 128 min -964.028 23 0 1 0 0 4 0 1 0 1 129 M37 I a 997.388 22 0 49 0 0 10 0 49 0 49 130 min -926.528 27 0 1 0 -0.001 16 0 1 0 1 131 J a 997.388 22 0 49 0 0 10 0 49 0 49 132 min -926.528 27 0 1 0 [27 -0.001 16 0 1 0 1 133 M38 I a 733.986 24 3890.101 16 794.665 0 4 0 49 0 49 134 min -791.456 21 -605.503 10 -794.665 0 23 0 1 0 1 135 J a 748,427 25 605.503 10 794.665 0 4 0 49 0 49136 min -805.966 20 -3890.101 16 -794.665 0 23 0 1 0 1 137 M39 I max 2129.657 24 1686.305 24 873.697 4 0 49 0 49 0 49 138 min 4716.425 47 -2161.475 47 -456.419 231 0 1 0 1 0 1 139 J rnax 3144.767 25 2650.629 24 455.607 231 0 49 0 49 0 49 140 min 3553.624 20 -2931.72 21 -866.276 4 0 1 0 1 0 1 141 M40 I a 2129.657 24 1686.305 24 686.021 5 0 49 0 49 0 49 142 min 4716.42 38 -2161.475 38 -467. 774 23 0 1 0 1 0 1 143 J a 3144.767 25 2650.629 24 465. 001 23 0 49 0 49 0 49 144 min 3553.624 20 -2931.72 21 -686.49 5 0 1 0 1 0 1 Load Combinations Description Solve P-Delta 8LC Factor RI C Fnrtnr RI c Fartnr � . r� KIJA-su version 15 [ 2-bay PAVILION.r3d ] Page 8 Company Vector Structural Engineering 11/18/2021 Designer 147PM IRISA Job Number U14 U1493.141.211 Checked By:AJM Model Name : Cliff Point Estates Pavilion Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor 13 D - 0.75 0.6Wx + 0.75E Yes Y DL 1 WL-X 0.45 RLL 0.75 14 D + 0.75 0.6Wz + 0.75E Yes Y DL 1 WL+Z 0.45 RLL 0.75 15 D - 0.75 0.6Wz + 0.75E Yes Y DL 1 WL-Z 0.45 RLL 0.75 16 D + D.75 0.6Wx + 0.75S Yes Y DL 1 WL+X 0.45 SL 0.75 17 D - 0.75 0.6Wx + 0.75S Yes Y DL 1 WL-X 0.45 SL 0.75 18 D + 0.75 0.6Wz + 0.75S Yes Y DL 1 WL+Z 0.45 SL 0.75 19 D - 0.75 0.6Wz + 0.75s Yes Y DL 1 WL-Z 0.45 SL 0.75 20 1.0+0.14SDS D + 0.7Ez Yes Y DL 1.165 ELZ 0.7 21 1.0+0.14SD5 D - 0.7Ez Yes Y DIL 1.165 ELZ -0.7 22 1.0+0.14SDS D + 0.7Ex Yes Y DL 1.165 ELX 0.7 23 1.0+0.14SDS D - 0.7Ex Yes Y DL 1.165 ELX -0.7 24 0.6-0.14SDS D + 0.7Ez Yes Y DL 0.435 ELZ 0.7 25 0.6-0.14SDS D-0.7Ez Yes Y DL 0.435 ELZ -0.7 26 0.6-0.14SDS D + 0.7Ex Yes Y DL 0.435 ELX 0.7 27 0.6-0.14SDS D-0.7Ex Yes Y DL 0.435 ELX -0.7 28 1.0+0.14SDS D + 0.75 0.7Ez + 0.75E Yes Y DL 1.165 ELZ 0,525 SL 0.75 29 1A+0.14SDSD-0.750.7Ez +0.75L Yes Y DL 1.165 ELZ -0.525 SL 0.75 30 1.0+0.14SDS D + 0.75(0.7Ex) + 0.75L Yes Y DL 1.165 ELX 0.525 SL 0.75 31 1.0+0.14SDS D - 0.75 0.7Ex + 0.75L Yes Y DL 1.165 ELX -0.525 SL 0.75 32 D+SL Yes Y DL 1 OL1 1 33 D + 0.75 0.6Wx + 0.755 Yes Y DL 1 WL+X 0.45 011 0.75 34 D - 0.75 0.6Wx + 0.755 Yes Y DL 1 WL-X 0.45 01-1 0.75 35 D + 0.75 0.6Wz + 0.755 Yes Y DL 1 WL+Z 0,45 OLi 0.75 36 D - 0.75 0.6Wz + 0.75s Yes Y DL 1 WL-Z 0.45 011 0.75 37 1.0+0.14SDSD +0.750.7Ez +0.75L Yes Y DL 1.165 ELZ 0.525 OL1 0.75 38 1.0+0.14SDS D - 0.75 0.7Ez + 0.75E Yes Y DL 1.165 ELZ -0.525 01-1 0.75 39 1.0+0.14SDS D + 0.75 0.7Ex + 0.75E Yes Y DL 1.165 ELX 0.525 OL1 0.75 40 (1.0+0.14SDS)D - 0.75 0.7Ex + 0.75L Yes Y DL 1.165 ELX -0.525 OL1 0.75 41 D+SL Yes Y DL 1 01-2 1 42 D + 0.75 0.6Wx + 0.755 Yes Y DL 1 WL+X 0.45 OL2 0.75 43 D - 0.75 0.6Wx + 0.75S Yes Y DL 1 WL-X 0.45 01-2 0.75 44 D + 0.75 0.6Wz + 0.755 Yes Y DL 1 WL+Z 0.45 OL2 0.75 45 D - 0.75 0.6Wz + 0.75s Yes Y DL 1 WL-Z 0.45 OL2 0.75 46 1.0+0.14SDS D + 0.75 0.7Ez + 0.75E Yes Y DL 1.165 ELZ 0.525 01-2 0.75 47 1.0+0,14SD5 D - 0.75 0.7Ez + 0.75E Yes Y DL 1.165 ELZ -0.525 OL2 0.75 48 1.0+0.14SDS D + 0.75 0.7Ex + 0.75E Yes Y DL 1.165 ELX 0.525 01-2 0.75 49 1.0+0.14SDS D - 0.75 0.7Ex + 0.75E Yes Y DL 1.165 ELX -0.525 01-2 0.75 Load Combination Desiqn Description CD Service Hot RolledCold Formed Wood ConcreteMasonrvAluminumStainlessConnection 1 D 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 D+L 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 D+SL 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 D + 0.6Wx 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 D - 0.6Wx 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 D + 0.6Wz 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 D - 0.6Wz 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 0.6D + 0.6Wx 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 0.6D - 0.6Wx 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 0.6D + 0.6Wz 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 0.6D -0.6Wz 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 D + 0.75(0.6Wx) + 0.75L 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 13 D - 0.75 0.6Wx + 0.75E 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 14 D + 0.75 0.6Wz + 0.75E 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 15 D - 0.75 0.6Wz + 0.75L 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 16 D + 0.75 0.6Wx + 0.75S 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 0.75 0.6Wx + 0.755 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes RISA-31D Version 19 [ 2-bay PAVILION.r3d ] Page 9 Company Vector /2021 111RISAJob Designer Number U1493.141.211 1 93 Structural Engineering CheckedBy.AJM nerae*scnerc cons*:;•a. Model Name : Cliff Point Estates Pavilion Load Combination Design (Continued) Description CD Service Hot Rolled Cold Formed Wood ConcreteMasonrvAluminum Stainless Connection 19 D - 0.70.6Wz + 0.75s aO 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 20 1.0+0. DS D + 0.7Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 21 1.0+0.14SDS D - 0.7Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 22 1.0+0.14SDS D + 0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 23 1.0+0.14SDS D - 0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 24 0.6-0.14SDS D + 0.7Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 25 0.6-0.14SDS D - 0.7Ez 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 26 0.6-0.14SDS D + 0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 27 0.6-0.14SDS D-0.7Ex 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 28 1.0+0.14SDS D + 0.75 0.7Ez + 0.75L 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 29 1.0+0.14SDS D - 0.75 0.7Ez + 0.75L 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 30 1.0+0.14SDS D + 0.75 0.7Ex + 0.75L 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 31 1.0+0.14SDS D - 0.75 0.7Ex + 0.75L 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 32 D+SL 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 33 0 + 0.75 0.6Wx + 0.755 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 34 D - 0.75 0.6Wx + 0.755 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 35 D + 0.75 0.6Wz + 0.755 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 36 D - 0.75 0.6Wz + 0.75s 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 37 1.0+0.14SDS D + 0.75 0.7Ez + 0.75L 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 38 1.0+0.14SDS D - 0.75 0.7Ez + 0.75L 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 39 1.0+0.14SDS D + 0.75 0.7Ex + 0.75L 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 40 1.0+0.14SDS D - 0.75 0.7Ex + 0.75L Yes Yes Yes Yes Yes Yes Yes Yes 41 D+SL Yes Yes Yes Yes Yes Yes Yes Yes 42 D + 0.75 0.6Wx + 0.75S Yes Yes Yes Yes Yes Yes Yes Yes 43 D - 0.75 O.6Wx + 0.755 Yes Yes Yes Yes Yes Yes Yes Yes 44 D + 0.75 0.6Wz + 0.755 Yes Yes Yes Yes Yes Yes Yes Yes 45 D - 0.75 0.6Wz + 0.75s Yes Yes Yes Yes Yes Yes Yes Yes 46 1.0+0.14SDS D + 0.75 0.7Ez + 0.75E Yes Yes Yes Yes Yes Yes as Yes 47 1.0+0.14SDS D - 0.75 0.7Ez + 0.75L Yes Yes Yes Yes Yes Yes Yes Yes 48 1.0+0.14SDS D + 0.75 0.7Ex + 0.75E Yes Yes Yes Yes Yes Yes Yes Yes 49 1.0+0.14SDS D - 0.75 0.7Ex + 0.75E Yes Yes Yes Yes Yes Yes IYes Yes Envelope Node Reactions Node Label X[lb] LC Y[lb] LC Zrib] LC MIX[lb-ftLC MY[lb-ftLC MZ[lb-ft LC 1 N14 I max 11018.9661 26 14505.206 31 1131.332 24 1 0 49 1 0 1 9 0 49 2 min -1381.553 31 -1169.456 10 8 21 0 1 0 31 0 1 3 N7 max 1018.966 26 4505.206 31 8 20 0 49 0 31 0 49 4 min -1381.553 31 -773.669 26 32 25 0 1 0 9 0 1 5 N3 max 1429.437 16 4684.366 16 8 20 0 49 0 10 0 49 6 min -1018.966 27 -773.669 27 R1258 32 25 0 1 0 16 0 1 7 N10 max 1429.437 16 4684.366 16 2 24 0 49 0 16 0 49 8 min -1018.966 27 -1169.456 10 08 21 0 1 0 10 0 1 9 N27A max 2738.4 16 10043.516 16 5 24 0 49 0 37 0 49 min -1862.065 27 1386,015 27 75 25 0 1 0 38 0 1 11 N30 max 111861065. 26 9518.608 31 1717.575 24 0 49 0 37 0 49 12 min -2615.037 31 -1386.015 26 -1717.575 25 0 1 0 38 0 1 13 Totals: max 6383.67 26 34982.985 16 8082.858 20 14 min -8383.67 23 4040.112 10 -8082.858 21 RISA-31D Version 19 [ 2-bay PAVILION.r3d ] Page 10 F a v e s e N p O U m in m �n m a_ v v v ro H L GD aD N � r r � N U w a LL LL LL LL C N N O r p O C N V V V N 3 c_ 3 a N J c a m o o c m W m v c N H 0 J aD n N M a W V N V p L E H a o o co 0 o w NN0 Im. to J YECTOR PROJECT NO.: U1493.141.211 PROJECT: Cliff Point Estates Pavilion SUBJECT: KNEE BRACE Knee Brace Low connection Fastener Type Lag Screw Diameter 0.75 in Length 8 in Required Edge Distance 1.13 in Required End Distance for CA=1 5.3 in Spacings' 3.0 in Side Member Thickness'w' 3.5 in Post Width (intersecting face) 10 in Post Depth (perp face) 10 in Brace Width 6 in w P Brace Depth 8 in Tl Brace Depth at Connection e 16.50 in C+. s Cd NOS 11.3.2 1.60 1 Cm NDS 11.3.3 1 Cc NOS 11.3.4 1 Cg NDs 11.3.6 1 vi C, NDs 12.2.1 1 Ct„ NDs 12.S.4 1 CA NDs 12.5.1 1.00 W 513 lb/in Per NDS W' 821 lb/in p (or threaded length) 4.50 a (Angle from post to knee brace) 45 degrees Z 1034 Ibs Per NDS F',L 625 psi F'�L 625 psi Required Max Member Axial Tension 8600 lb Max Member Compression 13700 lb V1: Vertical Conn. Shear Component 9687 lb TS: Perpindicular Tension Component 6081 lb Cl: Perpindicular Comp. Component 9687 lb Capacity Z'a(Combined shear & withdrawal) 2285 Ib NDS 12.4.1 Z' (shear) 1654 lb NDS 11.3.1 Pullthrough Capacity 2195 lb Withdraw Capacity 3693 lb Bearing Capacity 61875 lb OK Number of Screws required 6 Number of Screws Selected 3 OK Number of Rows 2 Notes: Calculations assume lag screws with Fyb=45,000psi. Wood specific gravity of 0.5 and other criteria as listed above. Post is assumed to have fastener perpindicular to side face and load parallel to grain. JOB NO.: U1085.334.212 #REF! This Excel workbook contains proprietary Information belonging to Vector Structural Engineering, LLC, and may be neither wholly nor partially copied or repreduced without the prior written permission of Vector Structural Engineering, LLC. PROJECT: Quince DESIGN APPROACH: ASD PLATE IN BENDING Location: Knife Plate Plate depth: 0.5 in Plate width: 6 in Moment arm/unbraced length: 4 in Yield strength: 36 ksi Moment capacity: 673.65 ft-Ibs Load: 1800 Ibs Moment: 600 ft-Ibs Check Plate: 89.1% Result: Selected plate is adequate. Note: Intermediate Values Lbd/t' 0.05555556 S, 0.25 W Z„ 0.375 in' General Footing CASE LOAD COMBO 16) Project Title: Engineer: Project ID: Project Descr: Printed 11 NOV 2021. 12:18PM INC. Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 rp Values Flexure = 0.90 Shear = Analysis Settings 0.750 Increases based on footing Depth Min Steel h Bending Reinf. = Footing base depth below soil surface = Allow press. increase per foot of depth = 3.0 it ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = it Min. Overturning Safety Factor = 1.10 : 1 Min. Sliding Safety Factor = 1.10 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wt for stability, moments & shears Yes ksf Add Pedestal Wt for Soil Pressure Yes when max. length or width is greater than Use Pedestal wt for stability, mom & shear Yes = It Dimensions Width parallel to X-X Axis = 4.0 It Length parallel to Z-Z Axis = 4.0 If Footing Thickness = 12.0 in Pedestal dimensions px : parallel to X-X Axis = 18.0 in pz : parallel to Z-Z Axis = 18.0 in Height - 24.0 in Rebar Centedine to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 6 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 6 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a If Bars required on each side of zone n/a kDplied Loads X i D Lr L S W E H P : Column Load = 3.0 0.0 7.0 4.0 00 k OB:Overburden = ksf M-xx = k-ft M-zZ = k-ft V-x = 0.0 0.0 6.6 4.80 0.0 k V-z = 2.60 k Project Title: Engineer: Project ID: Project Descr: General Printed: 11 NOV 2021. 12:18PM DESCRIPTION: footing (WORST CASELOAD COMBO 16) _DESIGN SUMMARY • - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9751 Soil Bearing 1.604 ksf 1.645 ksf +D+0.750S+0.450W about Z-Z axis PASS 2.637 Overturning -X-X 4.095 k-ft 10.797 k-ft +0.60D+0.70E PASS 1.805 Overturning -Z-Z 8.640 k-ft 15.597 k-ft +0.60D+0.60W PASS 1.680 Sliding -X-X 2.980 k 4.840 k +0.60D+0.60W PASS 2.263 Sliding -Z-Z 1.820 k 4.120 k +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1197 Z Flexure (+X) 1.397 k-Pofl 11.674 k-ft/ft +1.20D+0.50S+W PASS 0.1175 Z Flexure (-X) 1.372 k-f tft 11.674 k-ft/fl +120D+0.50S-W PASS 0.1379 X Flexure (+Z) 1.610 k-ft/ft 11.674 k-ft/ft +0.6640D+1.50E PASS 0.1379 X Flexure (-Z) 1.610 k-ft/ft 11.674 k-fUfl +0.6640D-1.50E PASS 0.1135 1-way Shear (+X) 8.514 psi 75.0 psi +0.90D+W PASS 0.1206 1-way Shear (-X) 9,047 psi 75.0 psi +1.20D+0.50S-W PASS 0.1698 1-way Shear (+Z) 12.731 psi 75.0 psi +0.6640D+1.50E PASS 0.1698 1-way Shear (-Z) 12.731 psi 75.0 psi +0.6640D-1.50E PASS 0.07998 2-way Punching 11.997 psi 150.0 psi +1.20D+1.60S+0.50W Detailed Results Rotation Axis & Xecc Zecc Actual Soil Bearing Stress Location Actual l Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Let-X Right, +X Ratio X-X, D Only 1.645 n/a 0.0 0.5623 0.5623 n/a n/a 0.342 X-X, +D+S 1.645 n/a 0.0 0.9998 0.9998 Na n/a 0.608 X-X, +D+0.750S 1.645 n/a 0.0 0.8905 0.8905 Na n/a 0.541 X-X, +D+0.60W 1.645 n/a 0.0 0,7123 0.7123 n/a n/a 0.433 X-X, +D+0.450W 1.645 n/a 0.0 0.6748 0.6748 nla n/a 0.410 X-X, +D+0.750S+0.450W 1.645 n/a 0.0 1.003 1.003 n/a n/a 0.610 X-X, +0.60D+0.60W 1.645 n/a 0.0 0.4874 0.4874 n/a n/a 0.296 X-X, +D+0.70E 1.645 n/a 7.282 0.05559 1.069 nla n/a 0.650 X-X, +D+0.750S+0.5250E 1.645 n/a 3.449 0.5104 1.271 nla n/a 0.773 X-X, +0.60D+0.70E 1.645 n/a 12.137 0.0 0.9040 nla n/a 0.550 Z-Z, D Only 1.645 0.0 n/a n/a n/a 0.5623 0.5623 0.342 Z-Z, +D+S 1.645 0.0 n/a nla n/a 0.9998 0.9998 0.608 Z-Z, +D+0.750S 1.645 0.0 n/a Na n/a 0.8905 0.8905 0.541 Z-Z, +D+0.60W 1.645 9.097 n/a n/a nla 0.0 1.521 0.925 Z-Z, +D+0.450W 1.645 7.202 n/a nla nla 0.07342 1.276 0.776 Z-Z, +D+0.750S+0.450W 1.645 4.846 n/a n/a n/a 0.4015 1.604 0.975 Z-Z, +0.60D+0.60W 1.645 13.295 n/a nla nla 0.0 1.446 0.879 Z-Z, +D+0.70E 1.645 0.0 n/a nla Na 0.5623 0.5623 0.342 Z-Z, +D+0.750S+0.5250E 1.645 0.0 n/a n/a nla 0.8905 0.8905 0.541 Z-Z, +0.60D+0.70E 1.645 0.0 n/a n/a nla 0.3374 0.3374 0.205 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+S None 0.0 k-ft Infinity OK X-X,+D+0.750S None 0.0k-ft Infinity OK X-X, +D+0.60W None 0.0 k-ft Infinity OK X-X, +D+0.450W None 0.0 k-B Infinity OK X-X, +D+0.750S+0.450W None 0.0 k-ft Infinity OK X-X, +0.60DA.60W None 0.0 k-ft Infinity OK X-X, +D+0.70E 4.095 k-ft 17.995 k-ft 4.394 OK X-X, +D+0.750S+0.5250E 3.071 k-ft 28.495 k-ft 9.278 OK X-X, +0.60D+0.70E 4.095 k-ft 10.797 k-ft 2.637 OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+S None 0.0 k-ft Infinity OK Z-Z, +D+0.750S None 0.0 k-ft Infinity OK Z-Z, +D+0.60W 8.640 k-ft 22.795 k-ft 2.638 OK Z-Z, +D+0.450W 6.480 k-ft 21.595 k-ft 3.333 OK Project Title: Engineer: Project ID: Project Descr: General Footi DESCRIPTION: tooting (WORST CASE LOAD COMBO 16) Printed: 11 NOV 2021. 12:18PM INC. Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Z-Z, +0+0.750S+0.450W 6.480 k-ft 32.095 k-ft 4.953 OK Z-Z, +0.60D+0.60W 8.640 k-ft 15.597 k-ft 1.805 OK Z-Z, +D+0.70E None 0.0 k-ft Infinity OK Z-Z, +D+0.750S+0.5250E None 0.0 k-ft Infinity OK Z-Z, +0.60D+0.70E None 0.0 k-ft Infinity OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 5.199 k No Sliding OK X-X, +D+S 0.0 k 7.299 k No Sliding OK X-X, +D+0.750S 0.0 k 6.774 k No Sliding OK X-X, +D+0.60W 2.880 k 5.919 k 2.055 OK X-X, +D+0.450W 2.160 k 5.739 k 2.657 OK X-X, +D+0.750S+0.450W 2.160 k 7.314 k 3.386 OK X-X, +0.60D+0.60W 2.880 k 4.840 k 1.680 OK X-X, +D+0.70E 0.0 k 5.199 k No Sliding OK X-X, +D+0.750S+0.5250E 0.0 k 6.774 k No Sliding OK X-X, +0.60D+0.70E 0.0 k 4.120 k No Sliding OK Z-Z, D Only 0.0 k 5.199 k No Sliding OK Z-Z. +D+S 0.0 k 7.299 k No Sliding OK Z-Z, +D+0.750S 0.0 k 6.774 k No Sliding OK Z-Z, +D+0.60W 0.0 k 5.919 k No Sliding OK Z-Z, +D+0.70E 1.820 k 5.199 k 2.857 OK Z-Z, +D+0.750S+0.5250E 1.365 k 6.774 k 4.963 OK Z-Z, +0.60D+0.70E 1.820 k 4.120 k 2.263 OK Z-Z, +D+0.450W 0.0 k 5.739 k No Sliding OK Z-Z, +D+0.750S+0.450W 0.0 k 7.314 k No Sliding OK Z-Z, +0.60D+0.60W 0.0 k 4.840 k No Sliding OK Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phl'Mn status k-ft Surface W2 in-2 in-2 k-ft X-X, +1.40D 0.2158 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.40D 0.2158 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D 0,1850 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D 0.1850 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+0.50S 0.3559 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+0.50S 0.3559 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+0.50W 0.2826 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+0.50W 0.2826 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D-0.50W 0.08735 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +120D-0.50W 0.08735 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+1.60S 0.7318 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +120D+1.60S 0.7318 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+1.60S+0.50W 0.8295 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +120D+1.60S+0.50W 0.8295 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+1.60M.50W 0.6342 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+1.60S-0.50W 0.6342 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +120D+W 0.3803 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +120D+W 0.3803 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D-W 0.01030 +Z Top 0.2592 Min Temp % 0.30 11.674 OK X-X, +120D-W 0.01030 -Z Top 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+0.50S+W 0.5512 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +120D+0.50S+W 0.5512 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +120D+0.50S-W 0.1606 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +120D+0.50S-W 0.1606 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +0.90D+W 0.3340 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +0.90D+W 0.3340 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +0.90D-W 0.05655 +Z Top 0.2592 Min Temp % 0.30 11.674 OK X-X, +0.90D-W 0.05655 -Z Top 0.2592 Min Temp % 0.30 11.674 OK Project Title: Engineer: Project ID: Project Descr: Printed 11 NOV 2021, 12:18PM General Footinge oo6ng.ee Software copyright ENERCALC, INC. 19812020, - • STRUCTURAL 90d:12.20.8.17 ENGINEERS DESCRIPTION: footing (WORST CASELOAD COMBO 16) Footing Flexure Flexure AxisBLoad Combination Mu Side Tension As R d Gvrn. As Actual As Phl'Mn Status k-ft Surface inA22 inA2 in-2 k-fl X-X, +1.436D+0.20S+1.50E 0.9815 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.436D+0.20S+1.50E 0.3611 -Z Top 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.436D+0.20S-1.50E 0.3611 +Z Top 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.436D+0.20S-1.50E 0.9815 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +0.6640D+1.50E 1.610 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +0.6640D+1.50E 0.1893 -Z Top 0.2592 Min Temp % 0.30 11.674 OK X-X, +0.6640D-1.50E 0.1893 +Z Top 0.2592 Min Temp % 0.30 11.674 OK X-X, +0.6640D-1.50E 1.610 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z.+1.40D 0.2158 -X Bottom 0.2592 Min Temp% 0.30 11.674 OK Z-Z, +1.40D 0.2158 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D 0.1850 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D 0.1850 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+0.50S 0.3559 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+0.50S 0.3559 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+0.50W 0.1348 -X Top 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+0.50W 0.7001 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D-0.50W 0.5132 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D-0.50W 0.3129 +X Top 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+1.60S 0.7318 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+1.60S 0.7318 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +120D+1.60S+0.50W 0.4121 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+1.60S+0.50W 1.247 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +120D+1.60S-0.50W 1.052 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +120D+1.60S-0.50W 0.2168 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+W 0.3375 -X Top 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+W 1.280 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D-W 0.3422 -X Top 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D-W 0.3422 +X Top 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+0.50S+W 0.2612 -X Top 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +120D+0.50S+W 1.397 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+0.50S-W 1.372 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +120D+0.50S-W 0.3422 +X Top 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +0.90D+W 0.2566 -X Top 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +0.90D+W 1.355 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +0.90D-W 0.2566 -X Top 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +0.90D-W 0.2566 +X Top 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.436D+0.20S+1.50E 0.2897 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.436D+0.20S+1.50E 0.2897 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.436D+0.20S-1.50E 0,2897 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.436D+0.20S-1.50E 0.2897 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +0.6640D+1.50E 0.1024 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +0.6640D+1.50E 0.1024 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +0.6640D-1.50E 0.1024 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +0.6640D-1.50E 0.1024 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK One Wav Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi•Vn Status +1.40D 1.23 psi 1.23 psi 1.23 psi 1.23 psi 1.23 psi 75.00 psi 0.02 OK +120D 1.05 Psi 1.05 psi 1.05 psi 1.05 psi 1.05 psi 75.00 psi 0.01 OK +1.20D+0.50S 2.03 psi 2.03 psi 2.03 psi 2.03 psi 2,03 psi 75.00 psi 0.03 OK +1.20D+0.50W 1.03 Psi 4.25 psi 1.61 psi 1.61 psi 4.25 psi 75.00 psi 0.06 OK +1.20D-0.50W 3.20 psi 1.95 psi 0.50 psi 0.50 psi 3.20 psi 75.00 psi 0.04 OK +1.20D+1.608 4.16 psi 4.16 psi 4.16 psi 4.16 psi 4.16 psi 75.00 psi 0.06 OK +1.20D+1.60S+0.50W 2.08 psi 7.36 psi 4.72 psi 4.72 psi 7.36 psi 75.00 psi 0.10 OK +1.20D+1.60S-0.50W 6.25 psi 0.97 psi 3.61 psi 3.61 psi 6.25 psi 75.00 psi 0.08 OK +120D+W 1.95 psi 7.90 psi 2.16 psi 2.16 psi 7.90 psi 75.00 psi 0.11 OK +1.20D-W 1.95 psi 1.95 psi 0.06 psi 0.06 psi 1.95 psi 75.00 psi 0.03 OK +1.20D+0.509+W 1.90 psi 8.49 psi 3.14 psi 3.14 psi 8.49 psi 75.00 psi 0.11 OK +1.20D+0.50S-W 9.05 psi 1.95 psi 0.91 psi 0.91 psi 9.05 psi 75.00 psi 0.12 OK +0.90D+W 1.46 psi 8.51 psi 1.90 psi 1.90 psi 8.51 psi 75.00 psi 0.11 OK +0.90D-W 1.46 psi 1.46 psi 0.32 psi 0.32 psi 1.46 psi 75.00 psi 0.02 OK Project Title: Engineer: Project ID: Project Descr: General DESCRIPTION: footing (WORST CASE One Wav Shear Printed: 11 NOV 2021. 12:18PM Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi'Vn Status +1.436D+020S+1.50E 1.65 psi 1.65 psi 2.33 psi 6.03 psi 6.03 psi 75.00 psi 0.08 OK +1 A36D+020S-1.50E 1.65 psi 1.65 psi 6.03 psi 2.33 psi 6.03 psi 75.00 psi 0.08 OK +0.6640D+1.50E 0.58psi 0.58psi 1.08psi 12.73psi 12.73psi 75.00 psi 0.17 OK +0.664OD-1.50E 0.580si 0.58psi 12.73 psi 1.08 psi 12.73psi 75.00 psi 0.17 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi`Vn Vu I PhI'Vn Status +1.40D 3.12 psi 150.00psi 0.02081 OK +120D 2.68 psi 150.00psi 0.01784 OK +120D+0.50S 5.15 psi 150.00psi 0.03432 OK +120D+0.50W 4.09 psi 150.00psi 0.02725 OK +120D-0.50W 1.31 psi 150.00psi 0.008733 OK +120D+1.60S 10.59 psi 150.00psi 0.07057 OK +120D+1.60S+0.50W 12.00 psi 150.00m 0.07998 OK +1,20D+1.60S-0.50W 9.17 psi 150.00psi 0.06115 OK +120D+W 5.92 psi 150.001psi 0.0395 OK +120D-W 4.95 psi 150.00psi 0.03299 OK +120D+0.50S+W 8.03 psi 150.00psi 0.05353 OK +120D+0.50S-W 4.09 psi 150.00psi 0.02725 OK +0.90D+W 5.90 psi 150.00psi 0.03933 OK +0.90D-W 3.71 psi 150.00psi 0.02474 OK +1.436D+020S+1,50E 4.27 psi 150.00psi 0.02843 OK +1.436D+020S-1.50E 4.27 psi 150.00psi 0.02843 OK +0.6640D+1.50E 3.40 psi 150.00psi 0.02266 OK +0.664OD-1.50E 3.40 psi 150.00psi 0.02266 OK